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BOOKLET Xi ,, /" IRRIGATION SYSTEMS MANAGEMENT RESEARCH (ISMIR) PROJECT - / FINAL REPORT PHYSICAL HYDRAULIC MODELING OF IRRIGATION FACILITIES AND MONITORING OF IRRIGATION WATER 0 0 0 Effect of Downstream Glacis Slope on Scour Study of Sediment Excluders/Ejectors Collection of Hydrological Data and Monitoring of Irrigation Water in the Province of Sindh Directorate of Hydrology and Research in Sindh Sindh Irrigation Department Hyderabad May 1993

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BOOKLET Xi

IRRIGATION SYSTEMS MANAGEMENT RESEARCH (ISMIR) PROJECT

-

FINAL REPORT

PHYSICAL HYDRAULIC MODELING OF IRRIGATION FACILITIES AND MONITORING OF IRRIGATION WATER

0

0

0

Effect of Downstream Glacis Slope on Scour

Study of Sediment ExcludersEjectors

Collection of Hydrological Data and Monitoring of Irrigation Water in the Province of Sindh

Directorate of Hydrology and Research in Sindh Sindh Irrigation Department

Hyderabad

May 1993

GOVERNMENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

EFFECT OF DOWNSTREAM GLACIS SLOPE ON SCOUR

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI

IYDERABAD

GOVERNMENT OF PAKISTAN USAID IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT

WITH ECHNICAL ASSISTANCE FROM THE INTERNATIONAL IRRIGATION MANAGEMENT INSTITTUTE

MAY 1993

C 0 N T E N T S

Page

Introduction 1

Objectives 2

Material and Methods 3

Results and Discussions 4

Conclusions 7

Suggestions for future Research 8

Acknowledge-nents 8

Notations 9

References I0

LZT OF TABLES

Table 1 Model Observations

Page

11-13

LIST OF FIGURES

Fig 1 Design details of Channel

Fig2-6

Fig7-14

Dimensions of scour for different downsLream glacis slope

Empirical relations

LIST OF PIR GRAPHS

Photo 1 Flow Pattern

2 Bed Configuration

3 Flow Pattern

4 Bed Configuration

5 Flow Pattern

6

7

Bed Configuration

Flow Pattern

8 Bed Configuration

9 Flow Pattern

10

11

Bed Configuration

Flow Pattern

12 Bed Configuration

INTRODUCTION

Research work on the design of weir and Canal falls

has been toii1ud td in Pakistan and other developed

One of the important causes ofcountries for many yiars

of Hydraulic sLructures is the development offailure

scour below the downstream pavement For a good design it

that scour depth is minimizedis essential

scourThe following factors affect the rate of

- discharge intensity

- Glacis Slope

- Cistern design

A brief summary of formulae for quantum of scour

asinvestigated by various authors is below

1 Blench Ds 09 (1 3 Fb = Fbo (1+012c) Fb

2 1 3

2 Lacey Ds 09 shy

3 Lane Tc = R Sin e

Ds = 17 q4 Mushtaque

The main objective of this study is to know the

aeffect of downstream glacis slope on scour below

hydraulic structure The glacis has to conduct water of

to the lower energy levelhigh energy level at the crest

downstream of the weir smoothly and without any impact A

form on the glacis slope tohydraulic jump is allowed to

dissipate the energy within a short length of the

pavement

below a hydraulic structureThe quantum of scour

is dependant on the following factors

- type of hydraulic jump The type of hydraulic

jump is classified as per upstream Froude number

For a weak hydraulic -jump F1 = 17 to 25 and

for a strong jump FI is greater than 90

- efficiency of hydraulic jump Tle best efficiency when the value of downstream Froude number F2 is about 8

length of jump For a given downstream sequent denth the maximum length of jump occurs when the value of fI is

about 6

- median size of bed material The larger the median size of material the greater cohesive force Naturally the coarser bed canmaterial withstand relatively more

tractive force T7he permissible tractive stress for a bed material having a median size of 01 mm is about 005

lbft

- length of cistern and downstream pavement

- Additional measures for dissipation of energy such as cistern friction blocks chute blocks baffle walls

etc

OPAIBCTIVES

It is desired to determine

I the relationship

- between scour depth and discharge intensity - between scour depth and downstream froude number

- between scour depth and specific energy - among scour depth length of jump and discharge

intensity

2 the effect of

- Second row of friction blocks on downstream scour

- concentration of flow on the left and right side of the fall on lowering of crest level at the side bays

- extension of floor on downstream scour

- downstream curtain wall on downstream scour

2

MATERIAL AND ME IODS

A cement concrete weir of various profiles with upstream glacis

slope 11 in all cases and different downstream glacis slopes was

constructed on the model (FIGl) A channel length of 300 ft was moulded

with sand (D50 01 rm) The sand was thoroughly compacted and levelled to

attain a bed slope of approximately IfOoo

The design of the experimental channel is given below

Discharge (Cfs) 5-65

Top width (ft) 60

Bottom depth of flow (ft) 15

Downstream depth of flow (ft) = 10 and 08

Free Board (ft) 10

Bottom slope = 1 in 1000

Channel length US of fall (ft) 150

Channel Length DS of fall (ft) = 150

Length of crest (ft) = 35

Width of crest (ft) = 10

Full supply level (ft) = average bed level + 15

Crest level (ft) = 10

Cistern depth (ft) = 075 and 05

Length of loose (ft) = 5 ft

Stone apron US and DS

D5 0 (mm) = 01

The following parameters were adopted on the model

- Discharge intensity (cusecsft) = 11 122 133 and 144

- Downstream glacis slope = 11 13 15 and 17

- Cut - off = 05 and 07

3

Observations consisting of velocity distribution along

section of the channel horizontally as well as longiLudinally

water surface profile (position and length of juil)) bed

conditions(scour depth and length of scour) flow~bed profile

etc were recorded on the model

The model observations are reproduced in Table I

RESULTS AND DISCUSSIONS

Initially tests (1-32) were carried out with upstream

glacis slope 11 in all the cases and varying the downstreai

glacis slope from 11 to 17 The optimum value of glacis slope

has been found as 15

Further tests were carried out by fixing the

downst rean lacis slope to 15 and incorporating other parameters

such as cistern friction blocks extension of floor and lowering

of side bays

In case of tests (33-40) two cistern depths of 075

ft and 05 ft were provided on the model for different test

conditions The change was made because the depth of cistern

seemed to be more in comparison to the downstream depth of flow

he -findings based on the model observations are as

under

1 WATER SURFACE PROFILE

The water surface profile and hydraulic grad[ent

have been observed for all the tests shown in figure qo2345amp

6 The length of trough for glacis slope of 1I varies from 20 to

375 ft for glacis slope of 15 from 35 to 65 Fig(2 CIn[

all cases the hydraulic jump is being formed on the glacis but

with a flater slope of 17 the position of jump shifts towards the

down-stream end of glacis as shown in Fig5 In case of lowering

of side bays by 05 ft the po-ition of jump is almost identical

as compared to the central bay as shown in Fig 6

4

2 BED CONDITIONS

The longitudinal section along the structure showing

the dimensions of scour for tests with glacis slope of 11

1315 and 17 have been plotted in Fig 234 amp 5 The maximum

scour depth (average) for glacis slope of 11 is 068 ft and for

glacis of 15 is 05 ft showing a percentage decrease of about

20 The length of scour (average) for glacis slope of I1 is

1725 ft and for glacis slope of 15 is 94 ft showing a

percentage decrease of about 45

The scour depth appears to be inversely proportional

upto a glacis slope of 15 but the position reverses with further

flatness of the glacis slope (Table -1)

= Provision of cistern and friction blocks (size 04

01xO12) further reduced the scour below the pavement as given

in Table I

3 FLOW PATTERN BED PROFILE

Flow pattern and bed profile are recorded pictorially

for different tests (Photos I to 12) In all cases the hydraulic

jump is being formed on the glacis However in case of fli ter

glacis the position of jump shifts to the down- stream of

g1acis

In order to obtain quantitative relationships

logarithmic plotting was done The following empirical

relationships between total depth of scour ()s) d i scharge

intensity (q) Froude No(F 2 ) and specific energy (ELEl) were

established and are shown in Fig 789 and 10

(i) Ds = 145 q Glacis (1111)

Ds 135 q2 Glacis (1113)

Ds = 130 q Glacis (1115)Ds = 155 q Glacis (1117)

(ii) Ds 21 (F250 2 Glacis (1117)

Ds 20 (F2 ) Glacis (1113)

Ds = 19 (F2 )02 Glacis (1115)

Ds = 22 (F2 )02 Glacis (1117)

5

x

(iii) ds = 004 q084 acis (1111) Ls

ds = 003 q 0Glacis (1113)

ds b- 84= 0045q 0 Glacis (]115)Ls

ds 084 Ls 005 q Glacis (1117)

(iv) Ds 037 (ELElacis (1111 and 13)

Ds = 045 (ELEl1 acis (1115)

Ds 049 (ELE1- 5 Glacis (1117)

In the next series of experiments the downstream

glacis slope has been fixed as 15 and logarithmic

plotting was evolved and are shown in FIG1I 12 13 and

14

(i) DS 13 q Glacis (1115) Without cistern

Ds = 11 q2 Cistern depth = 075 ft

Ds = 115q1 A Cistern depth = 050 ft

Ds = 120q2 With friction blocks

0 2(ii) Ds = 19 (F2) Glacis (1115)

Ds 165 (F 2 )02 Cistern depth = 075 ft

Ds 170 (F 2 ) 2 Cistern depth = 05 ft

Ds = 180 (F 2 ) 2 With friction blocks

(iii) ds = 0045 q Glacis (1115) without cistern

ds 08L- 0035 q Cistern depth = 075 ft

Ls

ds 084 Ls = 0025 q With friction blocks

6

(iv) DS = 037 (ELEl) 15 (glacis (1115) 15 Without Cistern

Cistern depth = 075 ft

Ds 031 (ELEl)15 Cistern depth = 005 ft

Ds 033 (ELEl) 15 With friction blocks

CONCLUSIONS

The length of trough increases with the flatness of glacis The empirical relations as evolved indicated that scour depth decreases with the increase of glacis slope In other words tile dimensions of scour length and depth decrease with the increase of glacis slope However the position reverses when the glacis slope was increased to 17 The minimum scour depth is observed with a glacis slope 15 which seems to be the optimum

slope

Provision of cistern and two ows of friction blocks (size=O4x01xO12) for different sets of experiments further

reduce the scour below the pavement

The effect of variation of floor length on scour depth has been studied by many scientists It is established that the downstream floor length should be seven times of specific energy

(7 Ef 2 ) In the present case the downstream specific energy is 103 ft and the length of tile floor should be about 7 ft while tile length of 65 ft has been kept on tile model The values greater than 7Ef 2 will not give further scour reduction

The relationship among scour depth length of jumlp and discharge intensity requires further verification

From economic considerations it appears that the provision of glacis slope of 15 will increase the cost to some extent as the length of downstream pavement will also have to be increased at the structure It is advisable to adopt an intermediate glacis slope of 13

SUGGESTIONS FOR FUTURE RESEARCH

The results obtained from model experiments could be incorporated with data on different prototype hydraulic structures

in the Sindh which could provide safeguards against breakdowns and frequent maintenance on coutrol points of the Irrigation Canals In tile meantime efforts are being made to arrange visits to the

7

Irrigation sites to collect the data and consequently to check the authenticity of the empirical formulae already

evol vedes Lablished

ACKNOWIEDGEMENTS

The authors expresses their appreciation to the Government of Pakistan and USAII) through the Internat ional Irrigation Management InsLiLute ( IJMI) for the financial support of this study Technical assistance from IIMI through Dr Baghi AJi Shahid Principal Irrigation Engineer is also appreciated

NOTATIONS

q discharge intensity (cusecsft)

D

I)2

I)S

-

-

Upstream depth of flow (t)

Downstream depth of flow (ft)

(downstream depth of flow +depth of scour) in ft

(is - Maximum depth of scour (ft)

Ls - Length of scour (ft)

V2 - Velocity of flow on the downstream (ftsec)

F2 - Froude Number (ND)

l - Upstream specific energy (ft)

E

f

Fbo

Fbo

-

-

-

Specific energy loss (ft)

Silt factor (Nm)

Bed factor (ftsec )

Zero bed factor (ftsec 2

R

Tc

-

-

Hydraulic mean

Critical shear

radius (ft)

stress (lbft 2 )

Q - Angle of repose (radan)

9

REFEIENCE

1-1 Ahmed Hushtaq $ Relman Ahlur 1962 Design or Alluvial

channels as influenced by Sediment Charge Proc West Pakistan Engg

Congress Lahore Paper 351

Aihmed Mushtaq Some aspects of the design of weirs on Canals in relations to scour

Allen J 1947 Scale models in Hydraulic Engineering Longmans

Blench T 1957 Disc of Sediment Transport capability in erodible Channels in Journ Iyd Dn ASCE

Blench T 1951 Scales for moving bed models Dock lJarb Author

Blench T 1957 Regime Behaviour od Canals and Rivers futter Worths London

Kinrani SS 1963 Design of Silt stable Canals West Pakistan Water and Power Development Authority Pbn 92 Lahore

King C 1943 Practical design formula for stable Irrigation Channels Tech Report contd Pd Irrigation

Lindley ES 1919 Regime channels Proc Punjab Engg Cong 7

Lacey C1934 Uniform flow in alluvial river and canals Proclnst Civil Engrs

Lacey C 1930 Stable Channels in Alluvial Proc InstCivi Engrs

LIacey C 1939 Regime flow in incoherent alluvium Publ cent 3Id Irrigation India No 20 Simla

Lacey C 1932 Regime diagrams for the design of Canals andf distributions Tech Paper UP publ WKS Dep India (Irrigation Branch) No]

Lacey C 1948 A general theory of flow iii alluvial J lnstn Civil Fngrs Paper 5515 27

LIacey G 1956 low in alluvial channels with Sandy mobile beds Mii Proc Civ Engrs Vol 9 PP 145 - 164

Qureshi MS 1962 Regime relations in a gravel reach of the Red Deer River Alberta University of Alberta MSc thesis

Qtreshi MS 1972 Annual Report on Some Basic Studies on Ilydraulic Problems Technical Report No IIYDDTE396 of 1972

Ifo

TABLE 1 RESULTS OF MODEL TEST ON TIHE EFFECT OF DS GLACIS SLOPE ON SCOUR

sTr 10

q cusecs

1s DeL)th of

flow 1) ft

DS IDepth flowm D2ft

Cut off in ftL

Max Scour Depth (Is ftL

Scour Length in ft

1)s= 1)2 +Velocity

(is f of flow L6fi DS

tsec

1)S Froude Number

F2=V2

ELI

N1)

(1n IT--- 1 D

1 2 3 4 5 6 7 8 u STRIFl GUT-5CS PE = DOWNSTREAM GLACIS SLOPF

9 Ipound j1

10 11 12

111 15 10 05 055 15 155 105 0185 0328 0036

2 122 15 10 05 060 155 160 115 0020 0327 0038

3 133 15 10 05 065 160 165 125 0022 03254 0040

4 144 15 10 05 065 165 165 134 0235 03247 0040

5 111 15 08 07 070 170 153 135 0266 0453 0041

122 15 08 07 075 18 155 140 0276 0452 0042

7 133 15 08 07 080 19 160 162 032 0446 0042

3 144 15 08 07 075 21 160 168 033 0442 0036

111 15 10 05

UPSTREAM GLACIS SLOPE = DOWNSTREAM GLACIS SlOPE=

040 10 140

13

098 017 0329 0004

0 122 15 10 05 05 11 105 111 019 0327 0045

1 133 15 10 05 055 12 155 102 021 0326 0045

2

3

144

111

15

15

10

08

05

07

065

055

14

12

165

135

130

128

023

025

0325

0455

0046

0045

4 122 15 08 07 065 14 145 138 027 0453 0046

5 133 15 08 07 070 145 150 160 0315 0447 0048

6 144 15 08 07 075 155 155 165 0325 0446 -

11

UPSTREAM GLACIS SLOPE = i1 DOWNSTREAM GLACIS SLOPE = 15

2 3 4 5 6 7 8 9 10 it 12

17 111 150 10 05 035 70 135 097 O17 0329 0050

18 122 150 10 05 048 80 148 105 0185 032835 0060

19 t33 150 10 05 052 85 152 115 020 0328 0061 20 144 150 10 05 055 10 155 128 022 0326 0055 21 111 150 08 07 052 85 132 126 0248 0455 0061 22 122 150 08 07 060 10 140 135 0260 0453 0060

23 133 150 08 07 065 11 145 155 0305 0449 0059 24 144 150 08 07 070 12 150 160 0315 0448 0058

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLAC[S SLOPE = 17

25 111 15 10 05 060 10 16 110 0194 0327 0060 26 122 15 10 05 065 11 165 120 0212 0325 0059 27 133 15 10 05 070 115 170 136 0024 0322 0061 28 144 15 10 05 072 120 172 150 0264 0320 0060 29 111 15 08 07 065 110 155 132 0260 0453 0068 30 122 15 08 07 085 120 160 148 0029 0449 0060 31 133 15 03 07 085 130 165 158 0031 0447 0665 32 144 15 08 07 078 135 170 171 0034 0444 0065

UPSTREAM GLACIS SLOPE = 1I DOWNSTREAM GLACIS SIOPE = 15 CISTERN )EPTII = 075 ft

3 111 15 10 05 015 50 115 093 0164 0330 0030 4 122 15 10 05 002 55 120 102 0180 0329 0036 5 133 15 10 05 025 60 125 123 0217 0326 0042 6 144 15 10 05 030 70 130 133 0234 0325 0043

UPSTREAM GLACIS DOWNSTREAM GACIS

SLOPE = SLOPE =

11 15

CISTERN DEPTH = 05 ft 7 111 15 10 05 020 55 120 110 0194 0326 0036 3 122 15 10 05 025 65 125 125 0020 0324 0038

133 15 10 05 030 70 130 134 0236 0323 0043 ) 144 15 10 05 035 80 135 144 0254 0321 0044

12

UPSTREAI GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15

TWO ROWS OF FRICTION BLOCKS (SIZE = 04xO1x12)

1 2 3 4 5 6 7 8 9 10 11 12

41 111 150 10 05 020 80 120 109 0192 0327 0025

42 122 150 10 05 025 85 125 123 0217 0325 029

43 133 150 10 05 030 90 130 130 0229 0324 0033

44 144 150 10 05 035 100 135 138 0243 0323 0035

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15 END BAYS LOWERED BY 05 ft

45 111 150 10 05 025 30 125 124 0219 0323 008

46 144 150 10 05 04 35 140 143 0252 0321 011

13

FIG 1

DESIGN

WITH A

DETAILS

FALL

OF AN EXPERIMENTAL CHANNEL

AA PLAN

4-5 0000000

_

0000000

0_0CD000c

Ioooooooc pooooooq

I L

CROSS

A

SECTION-AA S1 j

LONGI TUDINAL UI L

16

SECTON W1

7

-__S _

2 0 1 5 1 5 4 5 1-5 1-5 2 0

0-51-0 05 16

5

SCALE

I 50 FT

FIG 2EFFECT OF DS GLACIS SLOPE ON SCOUR

DIMENSIONS OF SCOUR WITH GLACIS (1111)

TEST NO-1 US WL1504 -- HL--w

USWL=1 50 EHSTGL -

SDS WL=1-0

USWL=5+- HGL --------- TEST N5

JL fO o - Lop

DSWL

bull

O-8

US WL=I-50

I

-GL

-DS WLO-8

TEST NO-8

lt- -- shy

SCALE HOR I= 5OFT VER - I= 2-SFT

EFFECT OF

DIMENSIONS OF

DS GLACIS SLOPE ON

SCOUR WITH GLACTS (1 1

SCOUR

13)

FIG 3

WL150 F DS WL 10

TEST NO 9

(01

S U S

L

WLI50 Ilt HGL LJ

DS WL 10

TEST NO12TE T N 1

iL US WL 1-50-

-

-- GL -

L- -

DS W0

DS WL 0-8

TEST NO 13

TEST NO16

SCALE tHOR 1-50 FT VER 2 5 FT

FIG4

EFFECT OF DS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (1115)

-- --Li -

USWLI-S IDS WL 1-0 TEST NOA17

US WL1-5 -7DIS

H GL WL 1-0

TEST NO20

J L -o-0

L--- --shy

US W-L 15 H-GL~DS W-L 0-8 TEST NO24

SCALE

HOR- 1=5 OFT

VER 1=2-5FT

EFFECT OF DIS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (I117)

FIG5

USWL1- H GLJ1

tDS W-L 1-0 TEST NO - 25

-LJ

LDSW-L 1-0 TESTrNO shy 2 8

US~HR1HG

_ - S W-L 0-8

OF1T

TEST--NO 29

DS W L 0-8 TEST 1NO - 32

SCALE HORI-5 OFT VER-I--2-5 F Tshy

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG- 6

END BAYS LOWERED BY 05 FT DIMENTION OF SCOUR GLACIS(1115)

US WL 1-5 k-LJ _-H L

DSW-L 1-0TEST NO 46

LEFT

U S WL 1- 5 HltG L gt1D S W-L 10

000-0o-o0o -CENTRE

US W-L 1-5 HGL -_ DSWL 10

RIGHT

EXPERIMENTAL CHANN 4L

0 0 0 0

0 0

L 0 0 0 o 0 o 0 0o

0 0 0 0 00

SCALE HOR- 150 FT VER- 1= 25FT

EFFEC RELATION

2-0

DOs=1-5

DS=I-50

Ds 0-4

OF DS GLA BETWEEN Ds AND

IS SLOPE R DISCHARCE INTENSITY(s)

N7

1i2

12

LEGENDS

GLACIS (11 11)1

GLACIS 111 13) GLACIS (11 15)

0GLACIS (111 7)

-

to

0 06 q

0 8 10

1-5 2-00-2

EFFECT RELATION

OF DS GLACIS SLOPE ON SCOUR BETWEEN Ds AND DS FROUDS NOFG FIGURE 8

2 ~~~D 0( = 2) - - _ _ _ _ _ _ _ _ _ _ _

Ds= 21 (F2)Ds= 2 (F2) v

Ds=19(F2)0 2

0-8

)s

0-4

LEGENDS GLACIS(1I 1)----shy

GLACIS(111 3 )

GLACIS(1qIS)-s

GLACISWII 17) - A

0-2

001 0-02 0-06 0-10 015 0-20 0-25 0-30 0-50 1-0 F2 bull

0-2

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG9 RELATION BETWEEN ds AND DISCHAGE INTENSITY(q)

LS

0108

Ls0

0d06

0-04

iSoO045qAJLs

8

LEGENDS

GLACIS(IW 1l1) GLACIS(II 11)GLACS(1I13)

GLACIS(1I1I 7)

- 0

001

02 0-3 04 06

C

08 10 1-5 20 30)

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG10 RELATION BETWEEN DS AND ELEl

20

1-5

08

I Ds

DSI D)S=O-49(E LI E1115

DS= 045(ELIE 1)1 5 0 z D~CS= 0 -37(E L E 1)1-5 x

DS= 0-37(E L IEl) 5)

LEGENDS

0 2GLACIS (11 11) -GLACIS (11 13) -

GLACIS(I 15) -GLACIS(I1 17) - L

01

0-01 0-02 003 0-04 _

0-06 EL E0 1-_ _ _ __ _ _

02 _ _

03 1___

0-4 0-5 1__

10

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

GOVERNMENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

EFFECT OF DOWNSTREAM GLACIS SLOPE ON SCOUR

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI

IYDERABAD

GOVERNMENT OF PAKISTAN USAID IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT

WITH ECHNICAL ASSISTANCE FROM THE INTERNATIONAL IRRIGATION MANAGEMENT INSTITTUTE

MAY 1993

C 0 N T E N T S

Page

Introduction 1

Objectives 2

Material and Methods 3

Results and Discussions 4

Conclusions 7

Suggestions for future Research 8

Acknowledge-nents 8

Notations 9

References I0

LZT OF TABLES

Table 1 Model Observations

Page

11-13

LIST OF FIGURES

Fig 1 Design details of Channel

Fig2-6

Fig7-14

Dimensions of scour for different downsLream glacis slope

Empirical relations

LIST OF PIR GRAPHS

Photo 1 Flow Pattern

2 Bed Configuration

3 Flow Pattern

4 Bed Configuration

5 Flow Pattern

6

7

Bed Configuration

Flow Pattern

8 Bed Configuration

9 Flow Pattern

10

11

Bed Configuration

Flow Pattern

12 Bed Configuration

INTRODUCTION

Research work on the design of weir and Canal falls

has been toii1ud td in Pakistan and other developed

One of the important causes ofcountries for many yiars

of Hydraulic sLructures is the development offailure

scour below the downstream pavement For a good design it

that scour depth is minimizedis essential

scourThe following factors affect the rate of

- discharge intensity

- Glacis Slope

- Cistern design

A brief summary of formulae for quantum of scour

asinvestigated by various authors is below

1 Blench Ds 09 (1 3 Fb = Fbo (1+012c) Fb

2 1 3

2 Lacey Ds 09 shy

3 Lane Tc = R Sin e

Ds = 17 q4 Mushtaque

The main objective of this study is to know the

aeffect of downstream glacis slope on scour below

hydraulic structure The glacis has to conduct water of

to the lower energy levelhigh energy level at the crest

downstream of the weir smoothly and without any impact A

form on the glacis slope tohydraulic jump is allowed to

dissipate the energy within a short length of the

pavement

below a hydraulic structureThe quantum of scour

is dependant on the following factors

- type of hydraulic jump The type of hydraulic

jump is classified as per upstream Froude number

For a weak hydraulic -jump F1 = 17 to 25 and

for a strong jump FI is greater than 90

- efficiency of hydraulic jump Tle best efficiency when the value of downstream Froude number F2 is about 8

length of jump For a given downstream sequent denth the maximum length of jump occurs when the value of fI is

about 6

- median size of bed material The larger the median size of material the greater cohesive force Naturally the coarser bed canmaterial withstand relatively more

tractive force T7he permissible tractive stress for a bed material having a median size of 01 mm is about 005

lbft

- length of cistern and downstream pavement

- Additional measures for dissipation of energy such as cistern friction blocks chute blocks baffle walls

etc

OPAIBCTIVES

It is desired to determine

I the relationship

- between scour depth and discharge intensity - between scour depth and downstream froude number

- between scour depth and specific energy - among scour depth length of jump and discharge

intensity

2 the effect of

- Second row of friction blocks on downstream scour

- concentration of flow on the left and right side of the fall on lowering of crest level at the side bays

- extension of floor on downstream scour

- downstream curtain wall on downstream scour

2

MATERIAL AND ME IODS

A cement concrete weir of various profiles with upstream glacis

slope 11 in all cases and different downstream glacis slopes was

constructed on the model (FIGl) A channel length of 300 ft was moulded

with sand (D50 01 rm) The sand was thoroughly compacted and levelled to

attain a bed slope of approximately IfOoo

The design of the experimental channel is given below

Discharge (Cfs) 5-65

Top width (ft) 60

Bottom depth of flow (ft) 15

Downstream depth of flow (ft) = 10 and 08

Free Board (ft) 10

Bottom slope = 1 in 1000

Channel length US of fall (ft) 150

Channel Length DS of fall (ft) = 150

Length of crest (ft) = 35

Width of crest (ft) = 10

Full supply level (ft) = average bed level + 15

Crest level (ft) = 10

Cistern depth (ft) = 075 and 05

Length of loose (ft) = 5 ft

Stone apron US and DS

D5 0 (mm) = 01

The following parameters were adopted on the model

- Discharge intensity (cusecsft) = 11 122 133 and 144

- Downstream glacis slope = 11 13 15 and 17

- Cut - off = 05 and 07

3

Observations consisting of velocity distribution along

section of the channel horizontally as well as longiLudinally

water surface profile (position and length of juil)) bed

conditions(scour depth and length of scour) flow~bed profile

etc were recorded on the model

The model observations are reproduced in Table I

RESULTS AND DISCUSSIONS

Initially tests (1-32) were carried out with upstream

glacis slope 11 in all the cases and varying the downstreai

glacis slope from 11 to 17 The optimum value of glacis slope

has been found as 15

Further tests were carried out by fixing the

downst rean lacis slope to 15 and incorporating other parameters

such as cistern friction blocks extension of floor and lowering

of side bays

In case of tests (33-40) two cistern depths of 075

ft and 05 ft were provided on the model for different test

conditions The change was made because the depth of cistern

seemed to be more in comparison to the downstream depth of flow

he -findings based on the model observations are as

under

1 WATER SURFACE PROFILE

The water surface profile and hydraulic grad[ent

have been observed for all the tests shown in figure qo2345amp

6 The length of trough for glacis slope of 1I varies from 20 to

375 ft for glacis slope of 15 from 35 to 65 Fig(2 CIn[

all cases the hydraulic jump is being formed on the glacis but

with a flater slope of 17 the position of jump shifts towards the

down-stream end of glacis as shown in Fig5 In case of lowering

of side bays by 05 ft the po-ition of jump is almost identical

as compared to the central bay as shown in Fig 6

4

2 BED CONDITIONS

The longitudinal section along the structure showing

the dimensions of scour for tests with glacis slope of 11

1315 and 17 have been plotted in Fig 234 amp 5 The maximum

scour depth (average) for glacis slope of 11 is 068 ft and for

glacis of 15 is 05 ft showing a percentage decrease of about

20 The length of scour (average) for glacis slope of I1 is

1725 ft and for glacis slope of 15 is 94 ft showing a

percentage decrease of about 45

The scour depth appears to be inversely proportional

upto a glacis slope of 15 but the position reverses with further

flatness of the glacis slope (Table -1)

= Provision of cistern and friction blocks (size 04

01xO12) further reduced the scour below the pavement as given

in Table I

3 FLOW PATTERN BED PROFILE

Flow pattern and bed profile are recorded pictorially

for different tests (Photos I to 12) In all cases the hydraulic

jump is being formed on the glacis However in case of fli ter

glacis the position of jump shifts to the down- stream of

g1acis

In order to obtain quantitative relationships

logarithmic plotting was done The following empirical

relationships between total depth of scour ()s) d i scharge

intensity (q) Froude No(F 2 ) and specific energy (ELEl) were

established and are shown in Fig 789 and 10

(i) Ds = 145 q Glacis (1111)

Ds 135 q2 Glacis (1113)

Ds = 130 q Glacis (1115)Ds = 155 q Glacis (1117)

(ii) Ds 21 (F250 2 Glacis (1117)

Ds 20 (F2 ) Glacis (1113)

Ds = 19 (F2 )02 Glacis (1115)

Ds = 22 (F2 )02 Glacis (1117)

5

x

(iii) ds = 004 q084 acis (1111) Ls

ds = 003 q 0Glacis (1113)

ds b- 84= 0045q 0 Glacis (]115)Ls

ds 084 Ls 005 q Glacis (1117)

(iv) Ds 037 (ELElacis (1111 and 13)

Ds = 045 (ELEl1 acis (1115)

Ds 049 (ELE1- 5 Glacis (1117)

In the next series of experiments the downstream

glacis slope has been fixed as 15 and logarithmic

plotting was evolved and are shown in FIG1I 12 13 and

14

(i) DS 13 q Glacis (1115) Without cistern

Ds = 11 q2 Cistern depth = 075 ft

Ds = 115q1 A Cistern depth = 050 ft

Ds = 120q2 With friction blocks

0 2(ii) Ds = 19 (F2) Glacis (1115)

Ds 165 (F 2 )02 Cistern depth = 075 ft

Ds 170 (F 2 ) 2 Cistern depth = 05 ft

Ds = 180 (F 2 ) 2 With friction blocks

(iii) ds = 0045 q Glacis (1115) without cistern

ds 08L- 0035 q Cistern depth = 075 ft

Ls

ds 084 Ls = 0025 q With friction blocks

6

(iv) DS = 037 (ELEl) 15 (glacis (1115) 15 Without Cistern

Cistern depth = 075 ft

Ds 031 (ELEl)15 Cistern depth = 005 ft

Ds 033 (ELEl) 15 With friction blocks

CONCLUSIONS

The length of trough increases with the flatness of glacis The empirical relations as evolved indicated that scour depth decreases with the increase of glacis slope In other words tile dimensions of scour length and depth decrease with the increase of glacis slope However the position reverses when the glacis slope was increased to 17 The minimum scour depth is observed with a glacis slope 15 which seems to be the optimum

slope

Provision of cistern and two ows of friction blocks (size=O4x01xO12) for different sets of experiments further

reduce the scour below the pavement

The effect of variation of floor length on scour depth has been studied by many scientists It is established that the downstream floor length should be seven times of specific energy

(7 Ef 2 ) In the present case the downstream specific energy is 103 ft and the length of tile floor should be about 7 ft while tile length of 65 ft has been kept on tile model The values greater than 7Ef 2 will not give further scour reduction

The relationship among scour depth length of jumlp and discharge intensity requires further verification

From economic considerations it appears that the provision of glacis slope of 15 will increase the cost to some extent as the length of downstream pavement will also have to be increased at the structure It is advisable to adopt an intermediate glacis slope of 13

SUGGESTIONS FOR FUTURE RESEARCH

The results obtained from model experiments could be incorporated with data on different prototype hydraulic structures

in the Sindh which could provide safeguards against breakdowns and frequent maintenance on coutrol points of the Irrigation Canals In tile meantime efforts are being made to arrange visits to the

7

Irrigation sites to collect the data and consequently to check the authenticity of the empirical formulae already

evol vedes Lablished

ACKNOWIEDGEMENTS

The authors expresses their appreciation to the Government of Pakistan and USAII) through the Internat ional Irrigation Management InsLiLute ( IJMI) for the financial support of this study Technical assistance from IIMI through Dr Baghi AJi Shahid Principal Irrigation Engineer is also appreciated

NOTATIONS

q discharge intensity (cusecsft)

D

I)2

I)S

-

-

Upstream depth of flow (t)

Downstream depth of flow (ft)

(downstream depth of flow +depth of scour) in ft

(is - Maximum depth of scour (ft)

Ls - Length of scour (ft)

V2 - Velocity of flow on the downstream (ftsec)

F2 - Froude Number (ND)

l - Upstream specific energy (ft)

E

f

Fbo

Fbo

-

-

-

Specific energy loss (ft)

Silt factor (Nm)

Bed factor (ftsec )

Zero bed factor (ftsec 2

R

Tc

-

-

Hydraulic mean

Critical shear

radius (ft)

stress (lbft 2 )

Q - Angle of repose (radan)

9

REFEIENCE

1-1 Ahmed Hushtaq $ Relman Ahlur 1962 Design or Alluvial

channels as influenced by Sediment Charge Proc West Pakistan Engg

Congress Lahore Paper 351

Aihmed Mushtaq Some aspects of the design of weirs on Canals in relations to scour

Allen J 1947 Scale models in Hydraulic Engineering Longmans

Blench T 1957 Disc of Sediment Transport capability in erodible Channels in Journ Iyd Dn ASCE

Blench T 1951 Scales for moving bed models Dock lJarb Author

Blench T 1957 Regime Behaviour od Canals and Rivers futter Worths London

Kinrani SS 1963 Design of Silt stable Canals West Pakistan Water and Power Development Authority Pbn 92 Lahore

King C 1943 Practical design formula for stable Irrigation Channels Tech Report contd Pd Irrigation

Lindley ES 1919 Regime channels Proc Punjab Engg Cong 7

Lacey C1934 Uniform flow in alluvial river and canals Proclnst Civil Engrs

Lacey C 1930 Stable Channels in Alluvial Proc InstCivi Engrs

LIacey C 1939 Regime flow in incoherent alluvium Publ cent 3Id Irrigation India No 20 Simla

Lacey C 1932 Regime diagrams for the design of Canals andf distributions Tech Paper UP publ WKS Dep India (Irrigation Branch) No]

Lacey C 1948 A general theory of flow iii alluvial J lnstn Civil Fngrs Paper 5515 27

LIacey G 1956 low in alluvial channels with Sandy mobile beds Mii Proc Civ Engrs Vol 9 PP 145 - 164

Qureshi MS 1962 Regime relations in a gravel reach of the Red Deer River Alberta University of Alberta MSc thesis

Qtreshi MS 1972 Annual Report on Some Basic Studies on Ilydraulic Problems Technical Report No IIYDDTE396 of 1972

Ifo

TABLE 1 RESULTS OF MODEL TEST ON TIHE EFFECT OF DS GLACIS SLOPE ON SCOUR

sTr 10

q cusecs

1s DeL)th of

flow 1) ft

DS IDepth flowm D2ft

Cut off in ftL

Max Scour Depth (Is ftL

Scour Length in ft

1)s= 1)2 +Velocity

(is f of flow L6fi DS

tsec

1)S Froude Number

F2=V2

ELI

N1)

(1n IT--- 1 D

1 2 3 4 5 6 7 8 u STRIFl GUT-5CS PE = DOWNSTREAM GLACIS SLOPF

9 Ipound j1

10 11 12

111 15 10 05 055 15 155 105 0185 0328 0036

2 122 15 10 05 060 155 160 115 0020 0327 0038

3 133 15 10 05 065 160 165 125 0022 03254 0040

4 144 15 10 05 065 165 165 134 0235 03247 0040

5 111 15 08 07 070 170 153 135 0266 0453 0041

122 15 08 07 075 18 155 140 0276 0452 0042

7 133 15 08 07 080 19 160 162 032 0446 0042

3 144 15 08 07 075 21 160 168 033 0442 0036

111 15 10 05

UPSTREAM GLACIS SLOPE = DOWNSTREAM GLACIS SlOPE=

040 10 140

13

098 017 0329 0004

0 122 15 10 05 05 11 105 111 019 0327 0045

1 133 15 10 05 055 12 155 102 021 0326 0045

2

3

144

111

15

15

10

08

05

07

065

055

14

12

165

135

130

128

023

025

0325

0455

0046

0045

4 122 15 08 07 065 14 145 138 027 0453 0046

5 133 15 08 07 070 145 150 160 0315 0447 0048

6 144 15 08 07 075 155 155 165 0325 0446 -

11

UPSTREAM GLACIS SLOPE = i1 DOWNSTREAM GLACIS SLOPE = 15

2 3 4 5 6 7 8 9 10 it 12

17 111 150 10 05 035 70 135 097 O17 0329 0050

18 122 150 10 05 048 80 148 105 0185 032835 0060

19 t33 150 10 05 052 85 152 115 020 0328 0061 20 144 150 10 05 055 10 155 128 022 0326 0055 21 111 150 08 07 052 85 132 126 0248 0455 0061 22 122 150 08 07 060 10 140 135 0260 0453 0060

23 133 150 08 07 065 11 145 155 0305 0449 0059 24 144 150 08 07 070 12 150 160 0315 0448 0058

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLAC[S SLOPE = 17

25 111 15 10 05 060 10 16 110 0194 0327 0060 26 122 15 10 05 065 11 165 120 0212 0325 0059 27 133 15 10 05 070 115 170 136 0024 0322 0061 28 144 15 10 05 072 120 172 150 0264 0320 0060 29 111 15 08 07 065 110 155 132 0260 0453 0068 30 122 15 08 07 085 120 160 148 0029 0449 0060 31 133 15 03 07 085 130 165 158 0031 0447 0665 32 144 15 08 07 078 135 170 171 0034 0444 0065

UPSTREAM GLACIS SLOPE = 1I DOWNSTREAM GLACIS SIOPE = 15 CISTERN )EPTII = 075 ft

3 111 15 10 05 015 50 115 093 0164 0330 0030 4 122 15 10 05 002 55 120 102 0180 0329 0036 5 133 15 10 05 025 60 125 123 0217 0326 0042 6 144 15 10 05 030 70 130 133 0234 0325 0043

UPSTREAM GLACIS DOWNSTREAM GACIS

SLOPE = SLOPE =

11 15

CISTERN DEPTH = 05 ft 7 111 15 10 05 020 55 120 110 0194 0326 0036 3 122 15 10 05 025 65 125 125 0020 0324 0038

133 15 10 05 030 70 130 134 0236 0323 0043 ) 144 15 10 05 035 80 135 144 0254 0321 0044

12

UPSTREAI GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15

TWO ROWS OF FRICTION BLOCKS (SIZE = 04xO1x12)

1 2 3 4 5 6 7 8 9 10 11 12

41 111 150 10 05 020 80 120 109 0192 0327 0025

42 122 150 10 05 025 85 125 123 0217 0325 029

43 133 150 10 05 030 90 130 130 0229 0324 0033

44 144 150 10 05 035 100 135 138 0243 0323 0035

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15 END BAYS LOWERED BY 05 ft

45 111 150 10 05 025 30 125 124 0219 0323 008

46 144 150 10 05 04 35 140 143 0252 0321 011

13

FIG 1

DESIGN

WITH A

DETAILS

FALL

OF AN EXPERIMENTAL CHANNEL

AA PLAN

4-5 0000000

_

0000000

0_0CD000c

Ioooooooc pooooooq

I L

CROSS

A

SECTION-AA S1 j

LONGI TUDINAL UI L

16

SECTON W1

7

-__S _

2 0 1 5 1 5 4 5 1-5 1-5 2 0

0-51-0 05 16

5

SCALE

I 50 FT

FIG 2EFFECT OF DS GLACIS SLOPE ON SCOUR

DIMENSIONS OF SCOUR WITH GLACIS (1111)

TEST NO-1 US WL1504 -- HL--w

USWL=1 50 EHSTGL -

SDS WL=1-0

USWL=5+- HGL --------- TEST N5

JL fO o - Lop

DSWL

bull

O-8

US WL=I-50

I

-GL

-DS WLO-8

TEST NO-8

lt- -- shy

SCALE HOR I= 5OFT VER - I= 2-SFT

EFFECT OF

DIMENSIONS OF

DS GLACIS SLOPE ON

SCOUR WITH GLACTS (1 1

SCOUR

13)

FIG 3

WL150 F DS WL 10

TEST NO 9

(01

S U S

L

WLI50 Ilt HGL LJ

DS WL 10

TEST NO12TE T N 1

iL US WL 1-50-

-

-- GL -

L- -

DS W0

DS WL 0-8

TEST NO 13

TEST NO16

SCALE tHOR 1-50 FT VER 2 5 FT

FIG4

EFFECT OF DS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (1115)

-- --Li -

USWLI-S IDS WL 1-0 TEST NOA17

US WL1-5 -7DIS

H GL WL 1-0

TEST NO20

J L -o-0

L--- --shy

US W-L 15 H-GL~DS W-L 0-8 TEST NO24

SCALE

HOR- 1=5 OFT

VER 1=2-5FT

EFFECT OF DIS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (I117)

FIG5

USWL1- H GLJ1

tDS W-L 1-0 TEST NO - 25

-LJ

LDSW-L 1-0 TESTrNO shy 2 8

US~HR1HG

_ - S W-L 0-8

OF1T

TEST--NO 29

DS W L 0-8 TEST 1NO - 32

SCALE HORI-5 OFT VER-I--2-5 F Tshy

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG- 6

END BAYS LOWERED BY 05 FT DIMENTION OF SCOUR GLACIS(1115)

US WL 1-5 k-LJ _-H L

DSW-L 1-0TEST NO 46

LEFT

U S WL 1- 5 HltG L gt1D S W-L 10

000-0o-o0o -CENTRE

US W-L 1-5 HGL -_ DSWL 10

RIGHT

EXPERIMENTAL CHANN 4L

0 0 0 0

0 0

L 0 0 0 o 0 o 0 0o

0 0 0 0 00

SCALE HOR- 150 FT VER- 1= 25FT

EFFEC RELATION

2-0

DOs=1-5

DS=I-50

Ds 0-4

OF DS GLA BETWEEN Ds AND

IS SLOPE R DISCHARCE INTENSITY(s)

N7

1i2

12

LEGENDS

GLACIS (11 11)1

GLACIS 111 13) GLACIS (11 15)

0GLACIS (111 7)

-

to

0 06 q

0 8 10

1-5 2-00-2

EFFECT RELATION

OF DS GLACIS SLOPE ON SCOUR BETWEEN Ds AND DS FROUDS NOFG FIGURE 8

2 ~~~D 0( = 2) - - _ _ _ _ _ _ _ _ _ _ _

Ds= 21 (F2)Ds= 2 (F2) v

Ds=19(F2)0 2

0-8

)s

0-4

LEGENDS GLACIS(1I 1)----shy

GLACIS(111 3 )

GLACIS(1qIS)-s

GLACISWII 17) - A

0-2

001 0-02 0-06 0-10 015 0-20 0-25 0-30 0-50 1-0 F2 bull

0-2

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG9 RELATION BETWEEN ds AND DISCHAGE INTENSITY(q)

LS

0108

Ls0

0d06

0-04

iSoO045qAJLs

8

LEGENDS

GLACIS(IW 1l1) GLACIS(II 11)GLACS(1I13)

GLACIS(1I1I 7)

- 0

001

02 0-3 04 06

C

08 10 1-5 20 30)

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG10 RELATION BETWEEN DS AND ELEl

20

1-5

08

I Ds

DSI D)S=O-49(E LI E1115

DS= 045(ELIE 1)1 5 0 z D~CS= 0 -37(E L E 1)1-5 x

DS= 0-37(E L IEl) 5)

LEGENDS

0 2GLACIS (11 11) -GLACIS (11 13) -

GLACIS(I 15) -GLACIS(I1 17) - L

01

0-01 0-02 003 0-04 _

0-06 EL E0 1-_ _ _ __ _ _

02 _ _

03 1___

0-4 0-5 1__

10

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

C 0 N T E N T S

Page

Introduction 1

Objectives 2

Material and Methods 3

Results and Discussions 4

Conclusions 7

Suggestions for future Research 8

Acknowledge-nents 8

Notations 9

References I0

LZT OF TABLES

Table 1 Model Observations

Page

11-13

LIST OF FIGURES

Fig 1 Design details of Channel

Fig2-6

Fig7-14

Dimensions of scour for different downsLream glacis slope

Empirical relations

LIST OF PIR GRAPHS

Photo 1 Flow Pattern

2 Bed Configuration

3 Flow Pattern

4 Bed Configuration

5 Flow Pattern

6

7

Bed Configuration

Flow Pattern

8 Bed Configuration

9 Flow Pattern

10

11

Bed Configuration

Flow Pattern

12 Bed Configuration

INTRODUCTION

Research work on the design of weir and Canal falls

has been toii1ud td in Pakistan and other developed

One of the important causes ofcountries for many yiars

of Hydraulic sLructures is the development offailure

scour below the downstream pavement For a good design it

that scour depth is minimizedis essential

scourThe following factors affect the rate of

- discharge intensity

- Glacis Slope

- Cistern design

A brief summary of formulae for quantum of scour

asinvestigated by various authors is below

1 Blench Ds 09 (1 3 Fb = Fbo (1+012c) Fb

2 1 3

2 Lacey Ds 09 shy

3 Lane Tc = R Sin e

Ds = 17 q4 Mushtaque

The main objective of this study is to know the

aeffect of downstream glacis slope on scour below

hydraulic structure The glacis has to conduct water of

to the lower energy levelhigh energy level at the crest

downstream of the weir smoothly and without any impact A

form on the glacis slope tohydraulic jump is allowed to

dissipate the energy within a short length of the

pavement

below a hydraulic structureThe quantum of scour

is dependant on the following factors

- type of hydraulic jump The type of hydraulic

jump is classified as per upstream Froude number

For a weak hydraulic -jump F1 = 17 to 25 and

for a strong jump FI is greater than 90

- efficiency of hydraulic jump Tle best efficiency when the value of downstream Froude number F2 is about 8

length of jump For a given downstream sequent denth the maximum length of jump occurs when the value of fI is

about 6

- median size of bed material The larger the median size of material the greater cohesive force Naturally the coarser bed canmaterial withstand relatively more

tractive force T7he permissible tractive stress for a bed material having a median size of 01 mm is about 005

lbft

- length of cistern and downstream pavement

- Additional measures for dissipation of energy such as cistern friction blocks chute blocks baffle walls

etc

OPAIBCTIVES

It is desired to determine

I the relationship

- between scour depth and discharge intensity - between scour depth and downstream froude number

- between scour depth and specific energy - among scour depth length of jump and discharge

intensity

2 the effect of

- Second row of friction blocks on downstream scour

- concentration of flow on the left and right side of the fall on lowering of crest level at the side bays

- extension of floor on downstream scour

- downstream curtain wall on downstream scour

2

MATERIAL AND ME IODS

A cement concrete weir of various profiles with upstream glacis

slope 11 in all cases and different downstream glacis slopes was

constructed on the model (FIGl) A channel length of 300 ft was moulded

with sand (D50 01 rm) The sand was thoroughly compacted and levelled to

attain a bed slope of approximately IfOoo

The design of the experimental channel is given below

Discharge (Cfs) 5-65

Top width (ft) 60

Bottom depth of flow (ft) 15

Downstream depth of flow (ft) = 10 and 08

Free Board (ft) 10

Bottom slope = 1 in 1000

Channel length US of fall (ft) 150

Channel Length DS of fall (ft) = 150

Length of crest (ft) = 35

Width of crest (ft) = 10

Full supply level (ft) = average bed level + 15

Crest level (ft) = 10

Cistern depth (ft) = 075 and 05

Length of loose (ft) = 5 ft

Stone apron US and DS

D5 0 (mm) = 01

The following parameters were adopted on the model

- Discharge intensity (cusecsft) = 11 122 133 and 144

- Downstream glacis slope = 11 13 15 and 17

- Cut - off = 05 and 07

3

Observations consisting of velocity distribution along

section of the channel horizontally as well as longiLudinally

water surface profile (position and length of juil)) bed

conditions(scour depth and length of scour) flow~bed profile

etc were recorded on the model

The model observations are reproduced in Table I

RESULTS AND DISCUSSIONS

Initially tests (1-32) were carried out with upstream

glacis slope 11 in all the cases and varying the downstreai

glacis slope from 11 to 17 The optimum value of glacis slope

has been found as 15

Further tests were carried out by fixing the

downst rean lacis slope to 15 and incorporating other parameters

such as cistern friction blocks extension of floor and lowering

of side bays

In case of tests (33-40) two cistern depths of 075

ft and 05 ft were provided on the model for different test

conditions The change was made because the depth of cistern

seemed to be more in comparison to the downstream depth of flow

he -findings based on the model observations are as

under

1 WATER SURFACE PROFILE

The water surface profile and hydraulic grad[ent

have been observed for all the tests shown in figure qo2345amp

6 The length of trough for glacis slope of 1I varies from 20 to

375 ft for glacis slope of 15 from 35 to 65 Fig(2 CIn[

all cases the hydraulic jump is being formed on the glacis but

with a flater slope of 17 the position of jump shifts towards the

down-stream end of glacis as shown in Fig5 In case of lowering

of side bays by 05 ft the po-ition of jump is almost identical

as compared to the central bay as shown in Fig 6

4

2 BED CONDITIONS

The longitudinal section along the structure showing

the dimensions of scour for tests with glacis slope of 11

1315 and 17 have been plotted in Fig 234 amp 5 The maximum

scour depth (average) for glacis slope of 11 is 068 ft and for

glacis of 15 is 05 ft showing a percentage decrease of about

20 The length of scour (average) for glacis slope of I1 is

1725 ft and for glacis slope of 15 is 94 ft showing a

percentage decrease of about 45

The scour depth appears to be inversely proportional

upto a glacis slope of 15 but the position reverses with further

flatness of the glacis slope (Table -1)

= Provision of cistern and friction blocks (size 04

01xO12) further reduced the scour below the pavement as given

in Table I

3 FLOW PATTERN BED PROFILE

Flow pattern and bed profile are recorded pictorially

for different tests (Photos I to 12) In all cases the hydraulic

jump is being formed on the glacis However in case of fli ter

glacis the position of jump shifts to the down- stream of

g1acis

In order to obtain quantitative relationships

logarithmic plotting was done The following empirical

relationships between total depth of scour ()s) d i scharge

intensity (q) Froude No(F 2 ) and specific energy (ELEl) were

established and are shown in Fig 789 and 10

(i) Ds = 145 q Glacis (1111)

Ds 135 q2 Glacis (1113)

Ds = 130 q Glacis (1115)Ds = 155 q Glacis (1117)

(ii) Ds 21 (F250 2 Glacis (1117)

Ds 20 (F2 ) Glacis (1113)

Ds = 19 (F2 )02 Glacis (1115)

Ds = 22 (F2 )02 Glacis (1117)

5

x

(iii) ds = 004 q084 acis (1111) Ls

ds = 003 q 0Glacis (1113)

ds b- 84= 0045q 0 Glacis (]115)Ls

ds 084 Ls 005 q Glacis (1117)

(iv) Ds 037 (ELElacis (1111 and 13)

Ds = 045 (ELEl1 acis (1115)

Ds 049 (ELE1- 5 Glacis (1117)

In the next series of experiments the downstream

glacis slope has been fixed as 15 and logarithmic

plotting was evolved and are shown in FIG1I 12 13 and

14

(i) DS 13 q Glacis (1115) Without cistern

Ds = 11 q2 Cistern depth = 075 ft

Ds = 115q1 A Cistern depth = 050 ft

Ds = 120q2 With friction blocks

0 2(ii) Ds = 19 (F2) Glacis (1115)

Ds 165 (F 2 )02 Cistern depth = 075 ft

Ds 170 (F 2 ) 2 Cistern depth = 05 ft

Ds = 180 (F 2 ) 2 With friction blocks

(iii) ds = 0045 q Glacis (1115) without cistern

ds 08L- 0035 q Cistern depth = 075 ft

Ls

ds 084 Ls = 0025 q With friction blocks

6

(iv) DS = 037 (ELEl) 15 (glacis (1115) 15 Without Cistern

Cistern depth = 075 ft

Ds 031 (ELEl)15 Cistern depth = 005 ft

Ds 033 (ELEl) 15 With friction blocks

CONCLUSIONS

The length of trough increases with the flatness of glacis The empirical relations as evolved indicated that scour depth decreases with the increase of glacis slope In other words tile dimensions of scour length and depth decrease with the increase of glacis slope However the position reverses when the glacis slope was increased to 17 The minimum scour depth is observed with a glacis slope 15 which seems to be the optimum

slope

Provision of cistern and two ows of friction blocks (size=O4x01xO12) for different sets of experiments further

reduce the scour below the pavement

The effect of variation of floor length on scour depth has been studied by many scientists It is established that the downstream floor length should be seven times of specific energy

(7 Ef 2 ) In the present case the downstream specific energy is 103 ft and the length of tile floor should be about 7 ft while tile length of 65 ft has been kept on tile model The values greater than 7Ef 2 will not give further scour reduction

The relationship among scour depth length of jumlp and discharge intensity requires further verification

From economic considerations it appears that the provision of glacis slope of 15 will increase the cost to some extent as the length of downstream pavement will also have to be increased at the structure It is advisable to adopt an intermediate glacis slope of 13

SUGGESTIONS FOR FUTURE RESEARCH

The results obtained from model experiments could be incorporated with data on different prototype hydraulic structures

in the Sindh which could provide safeguards against breakdowns and frequent maintenance on coutrol points of the Irrigation Canals In tile meantime efforts are being made to arrange visits to the

7

Irrigation sites to collect the data and consequently to check the authenticity of the empirical formulae already

evol vedes Lablished

ACKNOWIEDGEMENTS

The authors expresses their appreciation to the Government of Pakistan and USAII) through the Internat ional Irrigation Management InsLiLute ( IJMI) for the financial support of this study Technical assistance from IIMI through Dr Baghi AJi Shahid Principal Irrigation Engineer is also appreciated

NOTATIONS

q discharge intensity (cusecsft)

D

I)2

I)S

-

-

Upstream depth of flow (t)

Downstream depth of flow (ft)

(downstream depth of flow +depth of scour) in ft

(is - Maximum depth of scour (ft)

Ls - Length of scour (ft)

V2 - Velocity of flow on the downstream (ftsec)

F2 - Froude Number (ND)

l - Upstream specific energy (ft)

E

f

Fbo

Fbo

-

-

-

Specific energy loss (ft)

Silt factor (Nm)

Bed factor (ftsec )

Zero bed factor (ftsec 2

R

Tc

-

-

Hydraulic mean

Critical shear

radius (ft)

stress (lbft 2 )

Q - Angle of repose (radan)

9

REFEIENCE

1-1 Ahmed Hushtaq $ Relman Ahlur 1962 Design or Alluvial

channels as influenced by Sediment Charge Proc West Pakistan Engg

Congress Lahore Paper 351

Aihmed Mushtaq Some aspects of the design of weirs on Canals in relations to scour

Allen J 1947 Scale models in Hydraulic Engineering Longmans

Blench T 1957 Disc of Sediment Transport capability in erodible Channels in Journ Iyd Dn ASCE

Blench T 1951 Scales for moving bed models Dock lJarb Author

Blench T 1957 Regime Behaviour od Canals and Rivers futter Worths London

Kinrani SS 1963 Design of Silt stable Canals West Pakistan Water and Power Development Authority Pbn 92 Lahore

King C 1943 Practical design formula for stable Irrigation Channels Tech Report contd Pd Irrigation

Lindley ES 1919 Regime channels Proc Punjab Engg Cong 7

Lacey C1934 Uniform flow in alluvial river and canals Proclnst Civil Engrs

Lacey C 1930 Stable Channels in Alluvial Proc InstCivi Engrs

LIacey C 1939 Regime flow in incoherent alluvium Publ cent 3Id Irrigation India No 20 Simla

Lacey C 1932 Regime diagrams for the design of Canals andf distributions Tech Paper UP publ WKS Dep India (Irrigation Branch) No]

Lacey C 1948 A general theory of flow iii alluvial J lnstn Civil Fngrs Paper 5515 27

LIacey G 1956 low in alluvial channels with Sandy mobile beds Mii Proc Civ Engrs Vol 9 PP 145 - 164

Qureshi MS 1962 Regime relations in a gravel reach of the Red Deer River Alberta University of Alberta MSc thesis

Qtreshi MS 1972 Annual Report on Some Basic Studies on Ilydraulic Problems Technical Report No IIYDDTE396 of 1972

Ifo

TABLE 1 RESULTS OF MODEL TEST ON TIHE EFFECT OF DS GLACIS SLOPE ON SCOUR

sTr 10

q cusecs

1s DeL)th of

flow 1) ft

DS IDepth flowm D2ft

Cut off in ftL

Max Scour Depth (Is ftL

Scour Length in ft

1)s= 1)2 +Velocity

(is f of flow L6fi DS

tsec

1)S Froude Number

F2=V2

ELI

N1)

(1n IT--- 1 D

1 2 3 4 5 6 7 8 u STRIFl GUT-5CS PE = DOWNSTREAM GLACIS SLOPF

9 Ipound j1

10 11 12

111 15 10 05 055 15 155 105 0185 0328 0036

2 122 15 10 05 060 155 160 115 0020 0327 0038

3 133 15 10 05 065 160 165 125 0022 03254 0040

4 144 15 10 05 065 165 165 134 0235 03247 0040

5 111 15 08 07 070 170 153 135 0266 0453 0041

122 15 08 07 075 18 155 140 0276 0452 0042

7 133 15 08 07 080 19 160 162 032 0446 0042

3 144 15 08 07 075 21 160 168 033 0442 0036

111 15 10 05

UPSTREAM GLACIS SLOPE = DOWNSTREAM GLACIS SlOPE=

040 10 140

13

098 017 0329 0004

0 122 15 10 05 05 11 105 111 019 0327 0045

1 133 15 10 05 055 12 155 102 021 0326 0045

2

3

144

111

15

15

10

08

05

07

065

055

14

12

165

135

130

128

023

025

0325

0455

0046

0045

4 122 15 08 07 065 14 145 138 027 0453 0046

5 133 15 08 07 070 145 150 160 0315 0447 0048

6 144 15 08 07 075 155 155 165 0325 0446 -

11

UPSTREAM GLACIS SLOPE = i1 DOWNSTREAM GLACIS SLOPE = 15

2 3 4 5 6 7 8 9 10 it 12

17 111 150 10 05 035 70 135 097 O17 0329 0050

18 122 150 10 05 048 80 148 105 0185 032835 0060

19 t33 150 10 05 052 85 152 115 020 0328 0061 20 144 150 10 05 055 10 155 128 022 0326 0055 21 111 150 08 07 052 85 132 126 0248 0455 0061 22 122 150 08 07 060 10 140 135 0260 0453 0060

23 133 150 08 07 065 11 145 155 0305 0449 0059 24 144 150 08 07 070 12 150 160 0315 0448 0058

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLAC[S SLOPE = 17

25 111 15 10 05 060 10 16 110 0194 0327 0060 26 122 15 10 05 065 11 165 120 0212 0325 0059 27 133 15 10 05 070 115 170 136 0024 0322 0061 28 144 15 10 05 072 120 172 150 0264 0320 0060 29 111 15 08 07 065 110 155 132 0260 0453 0068 30 122 15 08 07 085 120 160 148 0029 0449 0060 31 133 15 03 07 085 130 165 158 0031 0447 0665 32 144 15 08 07 078 135 170 171 0034 0444 0065

UPSTREAM GLACIS SLOPE = 1I DOWNSTREAM GLACIS SIOPE = 15 CISTERN )EPTII = 075 ft

3 111 15 10 05 015 50 115 093 0164 0330 0030 4 122 15 10 05 002 55 120 102 0180 0329 0036 5 133 15 10 05 025 60 125 123 0217 0326 0042 6 144 15 10 05 030 70 130 133 0234 0325 0043

UPSTREAM GLACIS DOWNSTREAM GACIS

SLOPE = SLOPE =

11 15

CISTERN DEPTH = 05 ft 7 111 15 10 05 020 55 120 110 0194 0326 0036 3 122 15 10 05 025 65 125 125 0020 0324 0038

133 15 10 05 030 70 130 134 0236 0323 0043 ) 144 15 10 05 035 80 135 144 0254 0321 0044

12

UPSTREAI GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15

TWO ROWS OF FRICTION BLOCKS (SIZE = 04xO1x12)

1 2 3 4 5 6 7 8 9 10 11 12

41 111 150 10 05 020 80 120 109 0192 0327 0025

42 122 150 10 05 025 85 125 123 0217 0325 029

43 133 150 10 05 030 90 130 130 0229 0324 0033

44 144 150 10 05 035 100 135 138 0243 0323 0035

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15 END BAYS LOWERED BY 05 ft

45 111 150 10 05 025 30 125 124 0219 0323 008

46 144 150 10 05 04 35 140 143 0252 0321 011

13

FIG 1

DESIGN

WITH A

DETAILS

FALL

OF AN EXPERIMENTAL CHANNEL

AA PLAN

4-5 0000000

_

0000000

0_0CD000c

Ioooooooc pooooooq

I L

CROSS

A

SECTION-AA S1 j

LONGI TUDINAL UI L

16

SECTON W1

7

-__S _

2 0 1 5 1 5 4 5 1-5 1-5 2 0

0-51-0 05 16

5

SCALE

I 50 FT

FIG 2EFFECT OF DS GLACIS SLOPE ON SCOUR

DIMENSIONS OF SCOUR WITH GLACIS (1111)

TEST NO-1 US WL1504 -- HL--w

USWL=1 50 EHSTGL -

SDS WL=1-0

USWL=5+- HGL --------- TEST N5

JL fO o - Lop

DSWL

bull

O-8

US WL=I-50

I

-GL

-DS WLO-8

TEST NO-8

lt- -- shy

SCALE HOR I= 5OFT VER - I= 2-SFT

EFFECT OF

DIMENSIONS OF

DS GLACIS SLOPE ON

SCOUR WITH GLACTS (1 1

SCOUR

13)

FIG 3

WL150 F DS WL 10

TEST NO 9

(01

S U S

L

WLI50 Ilt HGL LJ

DS WL 10

TEST NO12TE T N 1

iL US WL 1-50-

-

-- GL -

L- -

DS W0

DS WL 0-8

TEST NO 13

TEST NO16

SCALE tHOR 1-50 FT VER 2 5 FT

FIG4

EFFECT OF DS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (1115)

-- --Li -

USWLI-S IDS WL 1-0 TEST NOA17

US WL1-5 -7DIS

H GL WL 1-0

TEST NO20

J L -o-0

L--- --shy

US W-L 15 H-GL~DS W-L 0-8 TEST NO24

SCALE

HOR- 1=5 OFT

VER 1=2-5FT

EFFECT OF DIS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (I117)

FIG5

USWL1- H GLJ1

tDS W-L 1-0 TEST NO - 25

-LJ

LDSW-L 1-0 TESTrNO shy 2 8

US~HR1HG

_ - S W-L 0-8

OF1T

TEST--NO 29

DS W L 0-8 TEST 1NO - 32

SCALE HORI-5 OFT VER-I--2-5 F Tshy

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG- 6

END BAYS LOWERED BY 05 FT DIMENTION OF SCOUR GLACIS(1115)

US WL 1-5 k-LJ _-H L

DSW-L 1-0TEST NO 46

LEFT

U S WL 1- 5 HltG L gt1D S W-L 10

000-0o-o0o -CENTRE

US W-L 1-5 HGL -_ DSWL 10

RIGHT

EXPERIMENTAL CHANN 4L

0 0 0 0

0 0

L 0 0 0 o 0 o 0 0o

0 0 0 0 00

SCALE HOR- 150 FT VER- 1= 25FT

EFFEC RELATION

2-0

DOs=1-5

DS=I-50

Ds 0-4

OF DS GLA BETWEEN Ds AND

IS SLOPE R DISCHARCE INTENSITY(s)

N7

1i2

12

LEGENDS

GLACIS (11 11)1

GLACIS 111 13) GLACIS (11 15)

0GLACIS (111 7)

-

to

0 06 q

0 8 10

1-5 2-00-2

EFFECT RELATION

OF DS GLACIS SLOPE ON SCOUR BETWEEN Ds AND DS FROUDS NOFG FIGURE 8

2 ~~~D 0( = 2) - - _ _ _ _ _ _ _ _ _ _ _

Ds= 21 (F2)Ds= 2 (F2) v

Ds=19(F2)0 2

0-8

)s

0-4

LEGENDS GLACIS(1I 1)----shy

GLACIS(111 3 )

GLACIS(1qIS)-s

GLACISWII 17) - A

0-2

001 0-02 0-06 0-10 015 0-20 0-25 0-30 0-50 1-0 F2 bull

0-2

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG9 RELATION BETWEEN ds AND DISCHAGE INTENSITY(q)

LS

0108

Ls0

0d06

0-04

iSoO045qAJLs

8

LEGENDS

GLACIS(IW 1l1) GLACIS(II 11)GLACS(1I13)

GLACIS(1I1I 7)

- 0

001

02 0-3 04 06

C

08 10 1-5 20 30)

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG10 RELATION BETWEEN DS AND ELEl

20

1-5

08

I Ds

DSI D)S=O-49(E LI E1115

DS= 045(ELIE 1)1 5 0 z D~CS= 0 -37(E L E 1)1-5 x

DS= 0-37(E L IEl) 5)

LEGENDS

0 2GLACIS (11 11) -GLACIS (11 13) -

GLACIS(I 15) -GLACIS(I1 17) - L

01

0-01 0-02 003 0-04 _

0-06 EL E0 1-_ _ _ __ _ _

02 _ _

03 1___

0-4 0-5 1__

10

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

LZT OF TABLES

Table 1 Model Observations

Page

11-13

LIST OF FIGURES

Fig 1 Design details of Channel

Fig2-6

Fig7-14

Dimensions of scour for different downsLream glacis slope

Empirical relations

LIST OF PIR GRAPHS

Photo 1 Flow Pattern

2 Bed Configuration

3 Flow Pattern

4 Bed Configuration

5 Flow Pattern

6

7

Bed Configuration

Flow Pattern

8 Bed Configuration

9 Flow Pattern

10

11

Bed Configuration

Flow Pattern

12 Bed Configuration

INTRODUCTION

Research work on the design of weir and Canal falls

has been toii1ud td in Pakistan and other developed

One of the important causes ofcountries for many yiars

of Hydraulic sLructures is the development offailure

scour below the downstream pavement For a good design it

that scour depth is minimizedis essential

scourThe following factors affect the rate of

- discharge intensity

- Glacis Slope

- Cistern design

A brief summary of formulae for quantum of scour

asinvestigated by various authors is below

1 Blench Ds 09 (1 3 Fb = Fbo (1+012c) Fb

2 1 3

2 Lacey Ds 09 shy

3 Lane Tc = R Sin e

Ds = 17 q4 Mushtaque

The main objective of this study is to know the

aeffect of downstream glacis slope on scour below

hydraulic structure The glacis has to conduct water of

to the lower energy levelhigh energy level at the crest

downstream of the weir smoothly and without any impact A

form on the glacis slope tohydraulic jump is allowed to

dissipate the energy within a short length of the

pavement

below a hydraulic structureThe quantum of scour

is dependant on the following factors

- type of hydraulic jump The type of hydraulic

jump is classified as per upstream Froude number

For a weak hydraulic -jump F1 = 17 to 25 and

for a strong jump FI is greater than 90

- efficiency of hydraulic jump Tle best efficiency when the value of downstream Froude number F2 is about 8

length of jump For a given downstream sequent denth the maximum length of jump occurs when the value of fI is

about 6

- median size of bed material The larger the median size of material the greater cohesive force Naturally the coarser bed canmaterial withstand relatively more

tractive force T7he permissible tractive stress for a bed material having a median size of 01 mm is about 005

lbft

- length of cistern and downstream pavement

- Additional measures for dissipation of energy such as cistern friction blocks chute blocks baffle walls

etc

OPAIBCTIVES

It is desired to determine

I the relationship

- between scour depth and discharge intensity - between scour depth and downstream froude number

- between scour depth and specific energy - among scour depth length of jump and discharge

intensity

2 the effect of

- Second row of friction blocks on downstream scour

- concentration of flow on the left and right side of the fall on lowering of crest level at the side bays

- extension of floor on downstream scour

- downstream curtain wall on downstream scour

2

MATERIAL AND ME IODS

A cement concrete weir of various profiles with upstream glacis

slope 11 in all cases and different downstream glacis slopes was

constructed on the model (FIGl) A channel length of 300 ft was moulded

with sand (D50 01 rm) The sand was thoroughly compacted and levelled to

attain a bed slope of approximately IfOoo

The design of the experimental channel is given below

Discharge (Cfs) 5-65

Top width (ft) 60

Bottom depth of flow (ft) 15

Downstream depth of flow (ft) = 10 and 08

Free Board (ft) 10

Bottom slope = 1 in 1000

Channel length US of fall (ft) 150

Channel Length DS of fall (ft) = 150

Length of crest (ft) = 35

Width of crest (ft) = 10

Full supply level (ft) = average bed level + 15

Crest level (ft) = 10

Cistern depth (ft) = 075 and 05

Length of loose (ft) = 5 ft

Stone apron US and DS

D5 0 (mm) = 01

The following parameters were adopted on the model

- Discharge intensity (cusecsft) = 11 122 133 and 144

- Downstream glacis slope = 11 13 15 and 17

- Cut - off = 05 and 07

3

Observations consisting of velocity distribution along

section of the channel horizontally as well as longiLudinally

water surface profile (position and length of juil)) bed

conditions(scour depth and length of scour) flow~bed profile

etc were recorded on the model

The model observations are reproduced in Table I

RESULTS AND DISCUSSIONS

Initially tests (1-32) were carried out with upstream

glacis slope 11 in all the cases and varying the downstreai

glacis slope from 11 to 17 The optimum value of glacis slope

has been found as 15

Further tests were carried out by fixing the

downst rean lacis slope to 15 and incorporating other parameters

such as cistern friction blocks extension of floor and lowering

of side bays

In case of tests (33-40) two cistern depths of 075

ft and 05 ft were provided on the model for different test

conditions The change was made because the depth of cistern

seemed to be more in comparison to the downstream depth of flow

he -findings based on the model observations are as

under

1 WATER SURFACE PROFILE

The water surface profile and hydraulic grad[ent

have been observed for all the tests shown in figure qo2345amp

6 The length of trough for glacis slope of 1I varies from 20 to

375 ft for glacis slope of 15 from 35 to 65 Fig(2 CIn[

all cases the hydraulic jump is being formed on the glacis but

with a flater slope of 17 the position of jump shifts towards the

down-stream end of glacis as shown in Fig5 In case of lowering

of side bays by 05 ft the po-ition of jump is almost identical

as compared to the central bay as shown in Fig 6

4

2 BED CONDITIONS

The longitudinal section along the structure showing

the dimensions of scour for tests with glacis slope of 11

1315 and 17 have been plotted in Fig 234 amp 5 The maximum

scour depth (average) for glacis slope of 11 is 068 ft and for

glacis of 15 is 05 ft showing a percentage decrease of about

20 The length of scour (average) for glacis slope of I1 is

1725 ft and for glacis slope of 15 is 94 ft showing a

percentage decrease of about 45

The scour depth appears to be inversely proportional

upto a glacis slope of 15 but the position reverses with further

flatness of the glacis slope (Table -1)

= Provision of cistern and friction blocks (size 04

01xO12) further reduced the scour below the pavement as given

in Table I

3 FLOW PATTERN BED PROFILE

Flow pattern and bed profile are recorded pictorially

for different tests (Photos I to 12) In all cases the hydraulic

jump is being formed on the glacis However in case of fli ter

glacis the position of jump shifts to the down- stream of

g1acis

In order to obtain quantitative relationships

logarithmic plotting was done The following empirical

relationships between total depth of scour ()s) d i scharge

intensity (q) Froude No(F 2 ) and specific energy (ELEl) were

established and are shown in Fig 789 and 10

(i) Ds = 145 q Glacis (1111)

Ds 135 q2 Glacis (1113)

Ds = 130 q Glacis (1115)Ds = 155 q Glacis (1117)

(ii) Ds 21 (F250 2 Glacis (1117)

Ds 20 (F2 ) Glacis (1113)

Ds = 19 (F2 )02 Glacis (1115)

Ds = 22 (F2 )02 Glacis (1117)

5

x

(iii) ds = 004 q084 acis (1111) Ls

ds = 003 q 0Glacis (1113)

ds b- 84= 0045q 0 Glacis (]115)Ls

ds 084 Ls 005 q Glacis (1117)

(iv) Ds 037 (ELElacis (1111 and 13)

Ds = 045 (ELEl1 acis (1115)

Ds 049 (ELE1- 5 Glacis (1117)

In the next series of experiments the downstream

glacis slope has been fixed as 15 and logarithmic

plotting was evolved and are shown in FIG1I 12 13 and

14

(i) DS 13 q Glacis (1115) Without cistern

Ds = 11 q2 Cistern depth = 075 ft

Ds = 115q1 A Cistern depth = 050 ft

Ds = 120q2 With friction blocks

0 2(ii) Ds = 19 (F2) Glacis (1115)

Ds 165 (F 2 )02 Cistern depth = 075 ft

Ds 170 (F 2 ) 2 Cistern depth = 05 ft

Ds = 180 (F 2 ) 2 With friction blocks

(iii) ds = 0045 q Glacis (1115) without cistern

ds 08L- 0035 q Cistern depth = 075 ft

Ls

ds 084 Ls = 0025 q With friction blocks

6

(iv) DS = 037 (ELEl) 15 (glacis (1115) 15 Without Cistern

Cistern depth = 075 ft

Ds 031 (ELEl)15 Cistern depth = 005 ft

Ds 033 (ELEl) 15 With friction blocks

CONCLUSIONS

The length of trough increases with the flatness of glacis The empirical relations as evolved indicated that scour depth decreases with the increase of glacis slope In other words tile dimensions of scour length and depth decrease with the increase of glacis slope However the position reverses when the glacis slope was increased to 17 The minimum scour depth is observed with a glacis slope 15 which seems to be the optimum

slope

Provision of cistern and two ows of friction blocks (size=O4x01xO12) for different sets of experiments further

reduce the scour below the pavement

The effect of variation of floor length on scour depth has been studied by many scientists It is established that the downstream floor length should be seven times of specific energy

(7 Ef 2 ) In the present case the downstream specific energy is 103 ft and the length of tile floor should be about 7 ft while tile length of 65 ft has been kept on tile model The values greater than 7Ef 2 will not give further scour reduction

The relationship among scour depth length of jumlp and discharge intensity requires further verification

From economic considerations it appears that the provision of glacis slope of 15 will increase the cost to some extent as the length of downstream pavement will also have to be increased at the structure It is advisable to adopt an intermediate glacis slope of 13

SUGGESTIONS FOR FUTURE RESEARCH

The results obtained from model experiments could be incorporated with data on different prototype hydraulic structures

in the Sindh which could provide safeguards against breakdowns and frequent maintenance on coutrol points of the Irrigation Canals In tile meantime efforts are being made to arrange visits to the

7

Irrigation sites to collect the data and consequently to check the authenticity of the empirical formulae already

evol vedes Lablished

ACKNOWIEDGEMENTS

The authors expresses their appreciation to the Government of Pakistan and USAII) through the Internat ional Irrigation Management InsLiLute ( IJMI) for the financial support of this study Technical assistance from IIMI through Dr Baghi AJi Shahid Principal Irrigation Engineer is also appreciated

NOTATIONS

q discharge intensity (cusecsft)

D

I)2

I)S

-

-

Upstream depth of flow (t)

Downstream depth of flow (ft)

(downstream depth of flow +depth of scour) in ft

(is - Maximum depth of scour (ft)

Ls - Length of scour (ft)

V2 - Velocity of flow on the downstream (ftsec)

F2 - Froude Number (ND)

l - Upstream specific energy (ft)

E

f

Fbo

Fbo

-

-

-

Specific energy loss (ft)

Silt factor (Nm)

Bed factor (ftsec )

Zero bed factor (ftsec 2

R

Tc

-

-

Hydraulic mean

Critical shear

radius (ft)

stress (lbft 2 )

Q - Angle of repose (radan)

9

REFEIENCE

1-1 Ahmed Hushtaq $ Relman Ahlur 1962 Design or Alluvial

channels as influenced by Sediment Charge Proc West Pakistan Engg

Congress Lahore Paper 351

Aihmed Mushtaq Some aspects of the design of weirs on Canals in relations to scour

Allen J 1947 Scale models in Hydraulic Engineering Longmans

Blench T 1957 Disc of Sediment Transport capability in erodible Channels in Journ Iyd Dn ASCE

Blench T 1951 Scales for moving bed models Dock lJarb Author

Blench T 1957 Regime Behaviour od Canals and Rivers futter Worths London

Kinrani SS 1963 Design of Silt stable Canals West Pakistan Water and Power Development Authority Pbn 92 Lahore

King C 1943 Practical design formula for stable Irrigation Channels Tech Report contd Pd Irrigation

Lindley ES 1919 Regime channels Proc Punjab Engg Cong 7

Lacey C1934 Uniform flow in alluvial river and canals Proclnst Civil Engrs

Lacey C 1930 Stable Channels in Alluvial Proc InstCivi Engrs

LIacey C 1939 Regime flow in incoherent alluvium Publ cent 3Id Irrigation India No 20 Simla

Lacey C 1932 Regime diagrams for the design of Canals andf distributions Tech Paper UP publ WKS Dep India (Irrigation Branch) No]

Lacey C 1948 A general theory of flow iii alluvial J lnstn Civil Fngrs Paper 5515 27

LIacey G 1956 low in alluvial channels with Sandy mobile beds Mii Proc Civ Engrs Vol 9 PP 145 - 164

Qureshi MS 1962 Regime relations in a gravel reach of the Red Deer River Alberta University of Alberta MSc thesis

Qtreshi MS 1972 Annual Report on Some Basic Studies on Ilydraulic Problems Technical Report No IIYDDTE396 of 1972

Ifo

TABLE 1 RESULTS OF MODEL TEST ON TIHE EFFECT OF DS GLACIS SLOPE ON SCOUR

sTr 10

q cusecs

1s DeL)th of

flow 1) ft

DS IDepth flowm D2ft

Cut off in ftL

Max Scour Depth (Is ftL

Scour Length in ft

1)s= 1)2 +Velocity

(is f of flow L6fi DS

tsec

1)S Froude Number

F2=V2

ELI

N1)

(1n IT--- 1 D

1 2 3 4 5 6 7 8 u STRIFl GUT-5CS PE = DOWNSTREAM GLACIS SLOPF

9 Ipound j1

10 11 12

111 15 10 05 055 15 155 105 0185 0328 0036

2 122 15 10 05 060 155 160 115 0020 0327 0038

3 133 15 10 05 065 160 165 125 0022 03254 0040

4 144 15 10 05 065 165 165 134 0235 03247 0040

5 111 15 08 07 070 170 153 135 0266 0453 0041

122 15 08 07 075 18 155 140 0276 0452 0042

7 133 15 08 07 080 19 160 162 032 0446 0042

3 144 15 08 07 075 21 160 168 033 0442 0036

111 15 10 05

UPSTREAM GLACIS SLOPE = DOWNSTREAM GLACIS SlOPE=

040 10 140

13

098 017 0329 0004

0 122 15 10 05 05 11 105 111 019 0327 0045

1 133 15 10 05 055 12 155 102 021 0326 0045

2

3

144

111

15

15

10

08

05

07

065

055

14

12

165

135

130

128

023

025

0325

0455

0046

0045

4 122 15 08 07 065 14 145 138 027 0453 0046

5 133 15 08 07 070 145 150 160 0315 0447 0048

6 144 15 08 07 075 155 155 165 0325 0446 -

11

UPSTREAM GLACIS SLOPE = i1 DOWNSTREAM GLACIS SLOPE = 15

2 3 4 5 6 7 8 9 10 it 12

17 111 150 10 05 035 70 135 097 O17 0329 0050

18 122 150 10 05 048 80 148 105 0185 032835 0060

19 t33 150 10 05 052 85 152 115 020 0328 0061 20 144 150 10 05 055 10 155 128 022 0326 0055 21 111 150 08 07 052 85 132 126 0248 0455 0061 22 122 150 08 07 060 10 140 135 0260 0453 0060

23 133 150 08 07 065 11 145 155 0305 0449 0059 24 144 150 08 07 070 12 150 160 0315 0448 0058

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLAC[S SLOPE = 17

25 111 15 10 05 060 10 16 110 0194 0327 0060 26 122 15 10 05 065 11 165 120 0212 0325 0059 27 133 15 10 05 070 115 170 136 0024 0322 0061 28 144 15 10 05 072 120 172 150 0264 0320 0060 29 111 15 08 07 065 110 155 132 0260 0453 0068 30 122 15 08 07 085 120 160 148 0029 0449 0060 31 133 15 03 07 085 130 165 158 0031 0447 0665 32 144 15 08 07 078 135 170 171 0034 0444 0065

UPSTREAM GLACIS SLOPE = 1I DOWNSTREAM GLACIS SIOPE = 15 CISTERN )EPTII = 075 ft

3 111 15 10 05 015 50 115 093 0164 0330 0030 4 122 15 10 05 002 55 120 102 0180 0329 0036 5 133 15 10 05 025 60 125 123 0217 0326 0042 6 144 15 10 05 030 70 130 133 0234 0325 0043

UPSTREAM GLACIS DOWNSTREAM GACIS

SLOPE = SLOPE =

11 15

CISTERN DEPTH = 05 ft 7 111 15 10 05 020 55 120 110 0194 0326 0036 3 122 15 10 05 025 65 125 125 0020 0324 0038

133 15 10 05 030 70 130 134 0236 0323 0043 ) 144 15 10 05 035 80 135 144 0254 0321 0044

12

UPSTREAI GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15

TWO ROWS OF FRICTION BLOCKS (SIZE = 04xO1x12)

1 2 3 4 5 6 7 8 9 10 11 12

41 111 150 10 05 020 80 120 109 0192 0327 0025

42 122 150 10 05 025 85 125 123 0217 0325 029

43 133 150 10 05 030 90 130 130 0229 0324 0033

44 144 150 10 05 035 100 135 138 0243 0323 0035

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15 END BAYS LOWERED BY 05 ft

45 111 150 10 05 025 30 125 124 0219 0323 008

46 144 150 10 05 04 35 140 143 0252 0321 011

13

FIG 1

DESIGN

WITH A

DETAILS

FALL

OF AN EXPERIMENTAL CHANNEL

AA PLAN

4-5 0000000

_

0000000

0_0CD000c

Ioooooooc pooooooq

I L

CROSS

A

SECTION-AA S1 j

LONGI TUDINAL UI L

16

SECTON W1

7

-__S _

2 0 1 5 1 5 4 5 1-5 1-5 2 0

0-51-0 05 16

5

SCALE

I 50 FT

FIG 2EFFECT OF DS GLACIS SLOPE ON SCOUR

DIMENSIONS OF SCOUR WITH GLACIS (1111)

TEST NO-1 US WL1504 -- HL--w

USWL=1 50 EHSTGL -

SDS WL=1-0

USWL=5+- HGL --------- TEST N5

JL fO o - Lop

DSWL

bull

O-8

US WL=I-50

I

-GL

-DS WLO-8

TEST NO-8

lt- -- shy

SCALE HOR I= 5OFT VER - I= 2-SFT

EFFECT OF

DIMENSIONS OF

DS GLACIS SLOPE ON

SCOUR WITH GLACTS (1 1

SCOUR

13)

FIG 3

WL150 F DS WL 10

TEST NO 9

(01

S U S

L

WLI50 Ilt HGL LJ

DS WL 10

TEST NO12TE T N 1

iL US WL 1-50-

-

-- GL -

L- -

DS W0

DS WL 0-8

TEST NO 13

TEST NO16

SCALE tHOR 1-50 FT VER 2 5 FT

FIG4

EFFECT OF DS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (1115)

-- --Li -

USWLI-S IDS WL 1-0 TEST NOA17

US WL1-5 -7DIS

H GL WL 1-0

TEST NO20

J L -o-0

L--- --shy

US W-L 15 H-GL~DS W-L 0-8 TEST NO24

SCALE

HOR- 1=5 OFT

VER 1=2-5FT

EFFECT OF DIS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (I117)

FIG5

USWL1- H GLJ1

tDS W-L 1-0 TEST NO - 25

-LJ

LDSW-L 1-0 TESTrNO shy 2 8

US~HR1HG

_ - S W-L 0-8

OF1T

TEST--NO 29

DS W L 0-8 TEST 1NO - 32

SCALE HORI-5 OFT VER-I--2-5 F Tshy

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG- 6

END BAYS LOWERED BY 05 FT DIMENTION OF SCOUR GLACIS(1115)

US WL 1-5 k-LJ _-H L

DSW-L 1-0TEST NO 46

LEFT

U S WL 1- 5 HltG L gt1D S W-L 10

000-0o-o0o -CENTRE

US W-L 1-5 HGL -_ DSWL 10

RIGHT

EXPERIMENTAL CHANN 4L

0 0 0 0

0 0

L 0 0 0 o 0 o 0 0o

0 0 0 0 00

SCALE HOR- 150 FT VER- 1= 25FT

EFFEC RELATION

2-0

DOs=1-5

DS=I-50

Ds 0-4

OF DS GLA BETWEEN Ds AND

IS SLOPE R DISCHARCE INTENSITY(s)

N7

1i2

12

LEGENDS

GLACIS (11 11)1

GLACIS 111 13) GLACIS (11 15)

0GLACIS (111 7)

-

to

0 06 q

0 8 10

1-5 2-00-2

EFFECT RELATION

OF DS GLACIS SLOPE ON SCOUR BETWEEN Ds AND DS FROUDS NOFG FIGURE 8

2 ~~~D 0( = 2) - - _ _ _ _ _ _ _ _ _ _ _

Ds= 21 (F2)Ds= 2 (F2) v

Ds=19(F2)0 2

0-8

)s

0-4

LEGENDS GLACIS(1I 1)----shy

GLACIS(111 3 )

GLACIS(1qIS)-s

GLACISWII 17) - A

0-2

001 0-02 0-06 0-10 015 0-20 0-25 0-30 0-50 1-0 F2 bull

0-2

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG9 RELATION BETWEEN ds AND DISCHAGE INTENSITY(q)

LS

0108

Ls0

0d06

0-04

iSoO045qAJLs

8

LEGENDS

GLACIS(IW 1l1) GLACIS(II 11)GLACS(1I13)

GLACIS(1I1I 7)

- 0

001

02 0-3 04 06

C

08 10 1-5 20 30)

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG10 RELATION BETWEEN DS AND ELEl

20

1-5

08

I Ds

DSI D)S=O-49(E LI E1115

DS= 045(ELIE 1)1 5 0 z D~CS= 0 -37(E L E 1)1-5 x

DS= 0-37(E L IEl) 5)

LEGENDS

0 2GLACIS (11 11) -GLACIS (11 13) -

GLACIS(I 15) -GLACIS(I1 17) - L

01

0-01 0-02 003 0-04 _

0-06 EL E0 1-_ _ _ __ _ _

02 _ _

03 1___

0-4 0-5 1__

10

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

INTRODUCTION

Research work on the design of weir and Canal falls

has been toii1ud td in Pakistan and other developed

One of the important causes ofcountries for many yiars

of Hydraulic sLructures is the development offailure

scour below the downstream pavement For a good design it

that scour depth is minimizedis essential

scourThe following factors affect the rate of

- discharge intensity

- Glacis Slope

- Cistern design

A brief summary of formulae for quantum of scour

asinvestigated by various authors is below

1 Blench Ds 09 (1 3 Fb = Fbo (1+012c) Fb

2 1 3

2 Lacey Ds 09 shy

3 Lane Tc = R Sin e

Ds = 17 q4 Mushtaque

The main objective of this study is to know the

aeffect of downstream glacis slope on scour below

hydraulic structure The glacis has to conduct water of

to the lower energy levelhigh energy level at the crest

downstream of the weir smoothly and without any impact A

form on the glacis slope tohydraulic jump is allowed to

dissipate the energy within a short length of the

pavement

below a hydraulic structureThe quantum of scour

is dependant on the following factors

- type of hydraulic jump The type of hydraulic

jump is classified as per upstream Froude number

For a weak hydraulic -jump F1 = 17 to 25 and

for a strong jump FI is greater than 90

- efficiency of hydraulic jump Tle best efficiency when the value of downstream Froude number F2 is about 8

length of jump For a given downstream sequent denth the maximum length of jump occurs when the value of fI is

about 6

- median size of bed material The larger the median size of material the greater cohesive force Naturally the coarser bed canmaterial withstand relatively more

tractive force T7he permissible tractive stress for a bed material having a median size of 01 mm is about 005

lbft

- length of cistern and downstream pavement

- Additional measures for dissipation of energy such as cistern friction blocks chute blocks baffle walls

etc

OPAIBCTIVES

It is desired to determine

I the relationship

- between scour depth and discharge intensity - between scour depth and downstream froude number

- between scour depth and specific energy - among scour depth length of jump and discharge

intensity

2 the effect of

- Second row of friction blocks on downstream scour

- concentration of flow on the left and right side of the fall on lowering of crest level at the side bays

- extension of floor on downstream scour

- downstream curtain wall on downstream scour

2

MATERIAL AND ME IODS

A cement concrete weir of various profiles with upstream glacis

slope 11 in all cases and different downstream glacis slopes was

constructed on the model (FIGl) A channel length of 300 ft was moulded

with sand (D50 01 rm) The sand was thoroughly compacted and levelled to

attain a bed slope of approximately IfOoo

The design of the experimental channel is given below

Discharge (Cfs) 5-65

Top width (ft) 60

Bottom depth of flow (ft) 15

Downstream depth of flow (ft) = 10 and 08

Free Board (ft) 10

Bottom slope = 1 in 1000

Channel length US of fall (ft) 150

Channel Length DS of fall (ft) = 150

Length of crest (ft) = 35

Width of crest (ft) = 10

Full supply level (ft) = average bed level + 15

Crest level (ft) = 10

Cistern depth (ft) = 075 and 05

Length of loose (ft) = 5 ft

Stone apron US and DS

D5 0 (mm) = 01

The following parameters were adopted on the model

- Discharge intensity (cusecsft) = 11 122 133 and 144

- Downstream glacis slope = 11 13 15 and 17

- Cut - off = 05 and 07

3

Observations consisting of velocity distribution along

section of the channel horizontally as well as longiLudinally

water surface profile (position and length of juil)) bed

conditions(scour depth and length of scour) flow~bed profile

etc were recorded on the model

The model observations are reproduced in Table I

RESULTS AND DISCUSSIONS

Initially tests (1-32) were carried out with upstream

glacis slope 11 in all the cases and varying the downstreai

glacis slope from 11 to 17 The optimum value of glacis slope

has been found as 15

Further tests were carried out by fixing the

downst rean lacis slope to 15 and incorporating other parameters

such as cistern friction blocks extension of floor and lowering

of side bays

In case of tests (33-40) two cistern depths of 075

ft and 05 ft were provided on the model for different test

conditions The change was made because the depth of cistern

seemed to be more in comparison to the downstream depth of flow

he -findings based on the model observations are as

under

1 WATER SURFACE PROFILE

The water surface profile and hydraulic grad[ent

have been observed for all the tests shown in figure qo2345amp

6 The length of trough for glacis slope of 1I varies from 20 to

375 ft for glacis slope of 15 from 35 to 65 Fig(2 CIn[

all cases the hydraulic jump is being formed on the glacis but

with a flater slope of 17 the position of jump shifts towards the

down-stream end of glacis as shown in Fig5 In case of lowering

of side bays by 05 ft the po-ition of jump is almost identical

as compared to the central bay as shown in Fig 6

4

2 BED CONDITIONS

The longitudinal section along the structure showing

the dimensions of scour for tests with glacis slope of 11

1315 and 17 have been plotted in Fig 234 amp 5 The maximum

scour depth (average) for glacis slope of 11 is 068 ft and for

glacis of 15 is 05 ft showing a percentage decrease of about

20 The length of scour (average) for glacis slope of I1 is

1725 ft and for glacis slope of 15 is 94 ft showing a

percentage decrease of about 45

The scour depth appears to be inversely proportional

upto a glacis slope of 15 but the position reverses with further

flatness of the glacis slope (Table -1)

= Provision of cistern and friction blocks (size 04

01xO12) further reduced the scour below the pavement as given

in Table I

3 FLOW PATTERN BED PROFILE

Flow pattern and bed profile are recorded pictorially

for different tests (Photos I to 12) In all cases the hydraulic

jump is being formed on the glacis However in case of fli ter

glacis the position of jump shifts to the down- stream of

g1acis

In order to obtain quantitative relationships

logarithmic plotting was done The following empirical

relationships between total depth of scour ()s) d i scharge

intensity (q) Froude No(F 2 ) and specific energy (ELEl) were

established and are shown in Fig 789 and 10

(i) Ds = 145 q Glacis (1111)

Ds 135 q2 Glacis (1113)

Ds = 130 q Glacis (1115)Ds = 155 q Glacis (1117)

(ii) Ds 21 (F250 2 Glacis (1117)

Ds 20 (F2 ) Glacis (1113)

Ds = 19 (F2 )02 Glacis (1115)

Ds = 22 (F2 )02 Glacis (1117)

5

x

(iii) ds = 004 q084 acis (1111) Ls

ds = 003 q 0Glacis (1113)

ds b- 84= 0045q 0 Glacis (]115)Ls

ds 084 Ls 005 q Glacis (1117)

(iv) Ds 037 (ELElacis (1111 and 13)

Ds = 045 (ELEl1 acis (1115)

Ds 049 (ELE1- 5 Glacis (1117)

In the next series of experiments the downstream

glacis slope has been fixed as 15 and logarithmic

plotting was evolved and are shown in FIG1I 12 13 and

14

(i) DS 13 q Glacis (1115) Without cistern

Ds = 11 q2 Cistern depth = 075 ft

Ds = 115q1 A Cistern depth = 050 ft

Ds = 120q2 With friction blocks

0 2(ii) Ds = 19 (F2) Glacis (1115)

Ds 165 (F 2 )02 Cistern depth = 075 ft

Ds 170 (F 2 ) 2 Cistern depth = 05 ft

Ds = 180 (F 2 ) 2 With friction blocks

(iii) ds = 0045 q Glacis (1115) without cistern

ds 08L- 0035 q Cistern depth = 075 ft

Ls

ds 084 Ls = 0025 q With friction blocks

6

(iv) DS = 037 (ELEl) 15 (glacis (1115) 15 Without Cistern

Cistern depth = 075 ft

Ds 031 (ELEl)15 Cistern depth = 005 ft

Ds 033 (ELEl) 15 With friction blocks

CONCLUSIONS

The length of trough increases with the flatness of glacis The empirical relations as evolved indicated that scour depth decreases with the increase of glacis slope In other words tile dimensions of scour length and depth decrease with the increase of glacis slope However the position reverses when the glacis slope was increased to 17 The minimum scour depth is observed with a glacis slope 15 which seems to be the optimum

slope

Provision of cistern and two ows of friction blocks (size=O4x01xO12) for different sets of experiments further

reduce the scour below the pavement

The effect of variation of floor length on scour depth has been studied by many scientists It is established that the downstream floor length should be seven times of specific energy

(7 Ef 2 ) In the present case the downstream specific energy is 103 ft and the length of tile floor should be about 7 ft while tile length of 65 ft has been kept on tile model The values greater than 7Ef 2 will not give further scour reduction

The relationship among scour depth length of jumlp and discharge intensity requires further verification

From economic considerations it appears that the provision of glacis slope of 15 will increase the cost to some extent as the length of downstream pavement will also have to be increased at the structure It is advisable to adopt an intermediate glacis slope of 13

SUGGESTIONS FOR FUTURE RESEARCH

The results obtained from model experiments could be incorporated with data on different prototype hydraulic structures

in the Sindh which could provide safeguards against breakdowns and frequent maintenance on coutrol points of the Irrigation Canals In tile meantime efforts are being made to arrange visits to the

7

Irrigation sites to collect the data and consequently to check the authenticity of the empirical formulae already

evol vedes Lablished

ACKNOWIEDGEMENTS

The authors expresses their appreciation to the Government of Pakistan and USAII) through the Internat ional Irrigation Management InsLiLute ( IJMI) for the financial support of this study Technical assistance from IIMI through Dr Baghi AJi Shahid Principal Irrigation Engineer is also appreciated

NOTATIONS

q discharge intensity (cusecsft)

D

I)2

I)S

-

-

Upstream depth of flow (t)

Downstream depth of flow (ft)

(downstream depth of flow +depth of scour) in ft

(is - Maximum depth of scour (ft)

Ls - Length of scour (ft)

V2 - Velocity of flow on the downstream (ftsec)

F2 - Froude Number (ND)

l - Upstream specific energy (ft)

E

f

Fbo

Fbo

-

-

-

Specific energy loss (ft)

Silt factor (Nm)

Bed factor (ftsec )

Zero bed factor (ftsec 2

R

Tc

-

-

Hydraulic mean

Critical shear

radius (ft)

stress (lbft 2 )

Q - Angle of repose (radan)

9

REFEIENCE

1-1 Ahmed Hushtaq $ Relman Ahlur 1962 Design or Alluvial

channels as influenced by Sediment Charge Proc West Pakistan Engg

Congress Lahore Paper 351

Aihmed Mushtaq Some aspects of the design of weirs on Canals in relations to scour

Allen J 1947 Scale models in Hydraulic Engineering Longmans

Blench T 1957 Disc of Sediment Transport capability in erodible Channels in Journ Iyd Dn ASCE

Blench T 1951 Scales for moving bed models Dock lJarb Author

Blench T 1957 Regime Behaviour od Canals and Rivers futter Worths London

Kinrani SS 1963 Design of Silt stable Canals West Pakistan Water and Power Development Authority Pbn 92 Lahore

King C 1943 Practical design formula for stable Irrigation Channels Tech Report contd Pd Irrigation

Lindley ES 1919 Regime channels Proc Punjab Engg Cong 7

Lacey C1934 Uniform flow in alluvial river and canals Proclnst Civil Engrs

Lacey C 1930 Stable Channels in Alluvial Proc InstCivi Engrs

LIacey C 1939 Regime flow in incoherent alluvium Publ cent 3Id Irrigation India No 20 Simla

Lacey C 1932 Regime diagrams for the design of Canals andf distributions Tech Paper UP publ WKS Dep India (Irrigation Branch) No]

Lacey C 1948 A general theory of flow iii alluvial J lnstn Civil Fngrs Paper 5515 27

LIacey G 1956 low in alluvial channels with Sandy mobile beds Mii Proc Civ Engrs Vol 9 PP 145 - 164

Qureshi MS 1962 Regime relations in a gravel reach of the Red Deer River Alberta University of Alberta MSc thesis

Qtreshi MS 1972 Annual Report on Some Basic Studies on Ilydraulic Problems Technical Report No IIYDDTE396 of 1972

Ifo

TABLE 1 RESULTS OF MODEL TEST ON TIHE EFFECT OF DS GLACIS SLOPE ON SCOUR

sTr 10

q cusecs

1s DeL)th of

flow 1) ft

DS IDepth flowm D2ft

Cut off in ftL

Max Scour Depth (Is ftL

Scour Length in ft

1)s= 1)2 +Velocity

(is f of flow L6fi DS

tsec

1)S Froude Number

F2=V2

ELI

N1)

(1n IT--- 1 D

1 2 3 4 5 6 7 8 u STRIFl GUT-5CS PE = DOWNSTREAM GLACIS SLOPF

9 Ipound j1

10 11 12

111 15 10 05 055 15 155 105 0185 0328 0036

2 122 15 10 05 060 155 160 115 0020 0327 0038

3 133 15 10 05 065 160 165 125 0022 03254 0040

4 144 15 10 05 065 165 165 134 0235 03247 0040

5 111 15 08 07 070 170 153 135 0266 0453 0041

122 15 08 07 075 18 155 140 0276 0452 0042

7 133 15 08 07 080 19 160 162 032 0446 0042

3 144 15 08 07 075 21 160 168 033 0442 0036

111 15 10 05

UPSTREAM GLACIS SLOPE = DOWNSTREAM GLACIS SlOPE=

040 10 140

13

098 017 0329 0004

0 122 15 10 05 05 11 105 111 019 0327 0045

1 133 15 10 05 055 12 155 102 021 0326 0045

2

3

144

111

15

15

10

08

05

07

065

055

14

12

165

135

130

128

023

025

0325

0455

0046

0045

4 122 15 08 07 065 14 145 138 027 0453 0046

5 133 15 08 07 070 145 150 160 0315 0447 0048

6 144 15 08 07 075 155 155 165 0325 0446 -

11

UPSTREAM GLACIS SLOPE = i1 DOWNSTREAM GLACIS SLOPE = 15

2 3 4 5 6 7 8 9 10 it 12

17 111 150 10 05 035 70 135 097 O17 0329 0050

18 122 150 10 05 048 80 148 105 0185 032835 0060

19 t33 150 10 05 052 85 152 115 020 0328 0061 20 144 150 10 05 055 10 155 128 022 0326 0055 21 111 150 08 07 052 85 132 126 0248 0455 0061 22 122 150 08 07 060 10 140 135 0260 0453 0060

23 133 150 08 07 065 11 145 155 0305 0449 0059 24 144 150 08 07 070 12 150 160 0315 0448 0058

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLAC[S SLOPE = 17

25 111 15 10 05 060 10 16 110 0194 0327 0060 26 122 15 10 05 065 11 165 120 0212 0325 0059 27 133 15 10 05 070 115 170 136 0024 0322 0061 28 144 15 10 05 072 120 172 150 0264 0320 0060 29 111 15 08 07 065 110 155 132 0260 0453 0068 30 122 15 08 07 085 120 160 148 0029 0449 0060 31 133 15 03 07 085 130 165 158 0031 0447 0665 32 144 15 08 07 078 135 170 171 0034 0444 0065

UPSTREAM GLACIS SLOPE = 1I DOWNSTREAM GLACIS SIOPE = 15 CISTERN )EPTII = 075 ft

3 111 15 10 05 015 50 115 093 0164 0330 0030 4 122 15 10 05 002 55 120 102 0180 0329 0036 5 133 15 10 05 025 60 125 123 0217 0326 0042 6 144 15 10 05 030 70 130 133 0234 0325 0043

UPSTREAM GLACIS DOWNSTREAM GACIS

SLOPE = SLOPE =

11 15

CISTERN DEPTH = 05 ft 7 111 15 10 05 020 55 120 110 0194 0326 0036 3 122 15 10 05 025 65 125 125 0020 0324 0038

133 15 10 05 030 70 130 134 0236 0323 0043 ) 144 15 10 05 035 80 135 144 0254 0321 0044

12

UPSTREAI GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15

TWO ROWS OF FRICTION BLOCKS (SIZE = 04xO1x12)

1 2 3 4 5 6 7 8 9 10 11 12

41 111 150 10 05 020 80 120 109 0192 0327 0025

42 122 150 10 05 025 85 125 123 0217 0325 029

43 133 150 10 05 030 90 130 130 0229 0324 0033

44 144 150 10 05 035 100 135 138 0243 0323 0035

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15 END BAYS LOWERED BY 05 ft

45 111 150 10 05 025 30 125 124 0219 0323 008

46 144 150 10 05 04 35 140 143 0252 0321 011

13

FIG 1

DESIGN

WITH A

DETAILS

FALL

OF AN EXPERIMENTAL CHANNEL

AA PLAN

4-5 0000000

_

0000000

0_0CD000c

Ioooooooc pooooooq

I L

CROSS

A

SECTION-AA S1 j

LONGI TUDINAL UI L

16

SECTON W1

7

-__S _

2 0 1 5 1 5 4 5 1-5 1-5 2 0

0-51-0 05 16

5

SCALE

I 50 FT

FIG 2EFFECT OF DS GLACIS SLOPE ON SCOUR

DIMENSIONS OF SCOUR WITH GLACIS (1111)

TEST NO-1 US WL1504 -- HL--w

USWL=1 50 EHSTGL -

SDS WL=1-0

USWL=5+- HGL --------- TEST N5

JL fO o - Lop

DSWL

bull

O-8

US WL=I-50

I

-GL

-DS WLO-8

TEST NO-8

lt- -- shy

SCALE HOR I= 5OFT VER - I= 2-SFT

EFFECT OF

DIMENSIONS OF

DS GLACIS SLOPE ON

SCOUR WITH GLACTS (1 1

SCOUR

13)

FIG 3

WL150 F DS WL 10

TEST NO 9

(01

S U S

L

WLI50 Ilt HGL LJ

DS WL 10

TEST NO12TE T N 1

iL US WL 1-50-

-

-- GL -

L- -

DS W0

DS WL 0-8

TEST NO 13

TEST NO16

SCALE tHOR 1-50 FT VER 2 5 FT

FIG4

EFFECT OF DS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (1115)

-- --Li -

USWLI-S IDS WL 1-0 TEST NOA17

US WL1-5 -7DIS

H GL WL 1-0

TEST NO20

J L -o-0

L--- --shy

US W-L 15 H-GL~DS W-L 0-8 TEST NO24

SCALE

HOR- 1=5 OFT

VER 1=2-5FT

EFFECT OF DIS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (I117)

FIG5

USWL1- H GLJ1

tDS W-L 1-0 TEST NO - 25

-LJ

LDSW-L 1-0 TESTrNO shy 2 8

US~HR1HG

_ - S W-L 0-8

OF1T

TEST--NO 29

DS W L 0-8 TEST 1NO - 32

SCALE HORI-5 OFT VER-I--2-5 F Tshy

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG- 6

END BAYS LOWERED BY 05 FT DIMENTION OF SCOUR GLACIS(1115)

US WL 1-5 k-LJ _-H L

DSW-L 1-0TEST NO 46

LEFT

U S WL 1- 5 HltG L gt1D S W-L 10

000-0o-o0o -CENTRE

US W-L 1-5 HGL -_ DSWL 10

RIGHT

EXPERIMENTAL CHANN 4L

0 0 0 0

0 0

L 0 0 0 o 0 o 0 0o

0 0 0 0 00

SCALE HOR- 150 FT VER- 1= 25FT

EFFEC RELATION

2-0

DOs=1-5

DS=I-50

Ds 0-4

OF DS GLA BETWEEN Ds AND

IS SLOPE R DISCHARCE INTENSITY(s)

N7

1i2

12

LEGENDS

GLACIS (11 11)1

GLACIS 111 13) GLACIS (11 15)

0GLACIS (111 7)

-

to

0 06 q

0 8 10

1-5 2-00-2

EFFECT RELATION

OF DS GLACIS SLOPE ON SCOUR BETWEEN Ds AND DS FROUDS NOFG FIGURE 8

2 ~~~D 0( = 2) - - _ _ _ _ _ _ _ _ _ _ _

Ds= 21 (F2)Ds= 2 (F2) v

Ds=19(F2)0 2

0-8

)s

0-4

LEGENDS GLACIS(1I 1)----shy

GLACIS(111 3 )

GLACIS(1qIS)-s

GLACISWII 17) - A

0-2

001 0-02 0-06 0-10 015 0-20 0-25 0-30 0-50 1-0 F2 bull

0-2

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG9 RELATION BETWEEN ds AND DISCHAGE INTENSITY(q)

LS

0108

Ls0

0d06

0-04

iSoO045qAJLs

8

LEGENDS

GLACIS(IW 1l1) GLACIS(II 11)GLACS(1I13)

GLACIS(1I1I 7)

- 0

001

02 0-3 04 06

C

08 10 1-5 20 30)

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG10 RELATION BETWEEN DS AND ELEl

20

1-5

08

I Ds

DSI D)S=O-49(E LI E1115

DS= 045(ELIE 1)1 5 0 z D~CS= 0 -37(E L E 1)1-5 x

DS= 0-37(E L IEl) 5)

LEGENDS

0 2GLACIS (11 11) -GLACIS (11 13) -

GLACIS(I 15) -GLACIS(I1 17) - L

01

0-01 0-02 003 0-04 _

0-06 EL E0 1-_ _ _ __ _ _

02 _ _

03 1___

0-4 0-5 1__

10

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

- efficiency of hydraulic jump Tle best efficiency when the value of downstream Froude number F2 is about 8

length of jump For a given downstream sequent denth the maximum length of jump occurs when the value of fI is

about 6

- median size of bed material The larger the median size of material the greater cohesive force Naturally the coarser bed canmaterial withstand relatively more

tractive force T7he permissible tractive stress for a bed material having a median size of 01 mm is about 005

lbft

- length of cistern and downstream pavement

- Additional measures for dissipation of energy such as cistern friction blocks chute blocks baffle walls

etc

OPAIBCTIVES

It is desired to determine

I the relationship

- between scour depth and discharge intensity - between scour depth and downstream froude number

- between scour depth and specific energy - among scour depth length of jump and discharge

intensity

2 the effect of

- Second row of friction blocks on downstream scour

- concentration of flow on the left and right side of the fall on lowering of crest level at the side bays

- extension of floor on downstream scour

- downstream curtain wall on downstream scour

2

MATERIAL AND ME IODS

A cement concrete weir of various profiles with upstream glacis

slope 11 in all cases and different downstream glacis slopes was

constructed on the model (FIGl) A channel length of 300 ft was moulded

with sand (D50 01 rm) The sand was thoroughly compacted and levelled to

attain a bed slope of approximately IfOoo

The design of the experimental channel is given below

Discharge (Cfs) 5-65

Top width (ft) 60

Bottom depth of flow (ft) 15

Downstream depth of flow (ft) = 10 and 08

Free Board (ft) 10

Bottom slope = 1 in 1000

Channel length US of fall (ft) 150

Channel Length DS of fall (ft) = 150

Length of crest (ft) = 35

Width of crest (ft) = 10

Full supply level (ft) = average bed level + 15

Crest level (ft) = 10

Cistern depth (ft) = 075 and 05

Length of loose (ft) = 5 ft

Stone apron US and DS

D5 0 (mm) = 01

The following parameters were adopted on the model

- Discharge intensity (cusecsft) = 11 122 133 and 144

- Downstream glacis slope = 11 13 15 and 17

- Cut - off = 05 and 07

3

Observations consisting of velocity distribution along

section of the channel horizontally as well as longiLudinally

water surface profile (position and length of juil)) bed

conditions(scour depth and length of scour) flow~bed profile

etc were recorded on the model

The model observations are reproduced in Table I

RESULTS AND DISCUSSIONS

Initially tests (1-32) were carried out with upstream

glacis slope 11 in all the cases and varying the downstreai

glacis slope from 11 to 17 The optimum value of glacis slope

has been found as 15

Further tests were carried out by fixing the

downst rean lacis slope to 15 and incorporating other parameters

such as cistern friction blocks extension of floor and lowering

of side bays

In case of tests (33-40) two cistern depths of 075

ft and 05 ft were provided on the model for different test

conditions The change was made because the depth of cistern

seemed to be more in comparison to the downstream depth of flow

he -findings based on the model observations are as

under

1 WATER SURFACE PROFILE

The water surface profile and hydraulic grad[ent

have been observed for all the tests shown in figure qo2345amp

6 The length of trough for glacis slope of 1I varies from 20 to

375 ft for glacis slope of 15 from 35 to 65 Fig(2 CIn[

all cases the hydraulic jump is being formed on the glacis but

with a flater slope of 17 the position of jump shifts towards the

down-stream end of glacis as shown in Fig5 In case of lowering

of side bays by 05 ft the po-ition of jump is almost identical

as compared to the central bay as shown in Fig 6

4

2 BED CONDITIONS

The longitudinal section along the structure showing

the dimensions of scour for tests with glacis slope of 11

1315 and 17 have been plotted in Fig 234 amp 5 The maximum

scour depth (average) for glacis slope of 11 is 068 ft and for

glacis of 15 is 05 ft showing a percentage decrease of about

20 The length of scour (average) for glacis slope of I1 is

1725 ft and for glacis slope of 15 is 94 ft showing a

percentage decrease of about 45

The scour depth appears to be inversely proportional

upto a glacis slope of 15 but the position reverses with further

flatness of the glacis slope (Table -1)

= Provision of cistern and friction blocks (size 04

01xO12) further reduced the scour below the pavement as given

in Table I

3 FLOW PATTERN BED PROFILE

Flow pattern and bed profile are recorded pictorially

for different tests (Photos I to 12) In all cases the hydraulic

jump is being formed on the glacis However in case of fli ter

glacis the position of jump shifts to the down- stream of

g1acis

In order to obtain quantitative relationships

logarithmic plotting was done The following empirical

relationships between total depth of scour ()s) d i scharge

intensity (q) Froude No(F 2 ) and specific energy (ELEl) were

established and are shown in Fig 789 and 10

(i) Ds = 145 q Glacis (1111)

Ds 135 q2 Glacis (1113)

Ds = 130 q Glacis (1115)Ds = 155 q Glacis (1117)

(ii) Ds 21 (F250 2 Glacis (1117)

Ds 20 (F2 ) Glacis (1113)

Ds = 19 (F2 )02 Glacis (1115)

Ds = 22 (F2 )02 Glacis (1117)

5

x

(iii) ds = 004 q084 acis (1111) Ls

ds = 003 q 0Glacis (1113)

ds b- 84= 0045q 0 Glacis (]115)Ls

ds 084 Ls 005 q Glacis (1117)

(iv) Ds 037 (ELElacis (1111 and 13)

Ds = 045 (ELEl1 acis (1115)

Ds 049 (ELE1- 5 Glacis (1117)

In the next series of experiments the downstream

glacis slope has been fixed as 15 and logarithmic

plotting was evolved and are shown in FIG1I 12 13 and

14

(i) DS 13 q Glacis (1115) Without cistern

Ds = 11 q2 Cistern depth = 075 ft

Ds = 115q1 A Cistern depth = 050 ft

Ds = 120q2 With friction blocks

0 2(ii) Ds = 19 (F2) Glacis (1115)

Ds 165 (F 2 )02 Cistern depth = 075 ft

Ds 170 (F 2 ) 2 Cistern depth = 05 ft

Ds = 180 (F 2 ) 2 With friction blocks

(iii) ds = 0045 q Glacis (1115) without cistern

ds 08L- 0035 q Cistern depth = 075 ft

Ls

ds 084 Ls = 0025 q With friction blocks

6

(iv) DS = 037 (ELEl) 15 (glacis (1115) 15 Without Cistern

Cistern depth = 075 ft

Ds 031 (ELEl)15 Cistern depth = 005 ft

Ds 033 (ELEl) 15 With friction blocks

CONCLUSIONS

The length of trough increases with the flatness of glacis The empirical relations as evolved indicated that scour depth decreases with the increase of glacis slope In other words tile dimensions of scour length and depth decrease with the increase of glacis slope However the position reverses when the glacis slope was increased to 17 The minimum scour depth is observed with a glacis slope 15 which seems to be the optimum

slope

Provision of cistern and two ows of friction blocks (size=O4x01xO12) for different sets of experiments further

reduce the scour below the pavement

The effect of variation of floor length on scour depth has been studied by many scientists It is established that the downstream floor length should be seven times of specific energy

(7 Ef 2 ) In the present case the downstream specific energy is 103 ft and the length of tile floor should be about 7 ft while tile length of 65 ft has been kept on tile model The values greater than 7Ef 2 will not give further scour reduction

The relationship among scour depth length of jumlp and discharge intensity requires further verification

From economic considerations it appears that the provision of glacis slope of 15 will increase the cost to some extent as the length of downstream pavement will also have to be increased at the structure It is advisable to adopt an intermediate glacis slope of 13

SUGGESTIONS FOR FUTURE RESEARCH

The results obtained from model experiments could be incorporated with data on different prototype hydraulic structures

in the Sindh which could provide safeguards against breakdowns and frequent maintenance on coutrol points of the Irrigation Canals In tile meantime efforts are being made to arrange visits to the

7

Irrigation sites to collect the data and consequently to check the authenticity of the empirical formulae already

evol vedes Lablished

ACKNOWIEDGEMENTS

The authors expresses their appreciation to the Government of Pakistan and USAII) through the Internat ional Irrigation Management InsLiLute ( IJMI) for the financial support of this study Technical assistance from IIMI through Dr Baghi AJi Shahid Principal Irrigation Engineer is also appreciated

NOTATIONS

q discharge intensity (cusecsft)

D

I)2

I)S

-

-

Upstream depth of flow (t)

Downstream depth of flow (ft)

(downstream depth of flow +depth of scour) in ft

(is - Maximum depth of scour (ft)

Ls - Length of scour (ft)

V2 - Velocity of flow on the downstream (ftsec)

F2 - Froude Number (ND)

l - Upstream specific energy (ft)

E

f

Fbo

Fbo

-

-

-

Specific energy loss (ft)

Silt factor (Nm)

Bed factor (ftsec )

Zero bed factor (ftsec 2

R

Tc

-

-

Hydraulic mean

Critical shear

radius (ft)

stress (lbft 2 )

Q - Angle of repose (radan)

9

REFEIENCE

1-1 Ahmed Hushtaq $ Relman Ahlur 1962 Design or Alluvial

channels as influenced by Sediment Charge Proc West Pakistan Engg

Congress Lahore Paper 351

Aihmed Mushtaq Some aspects of the design of weirs on Canals in relations to scour

Allen J 1947 Scale models in Hydraulic Engineering Longmans

Blench T 1957 Disc of Sediment Transport capability in erodible Channels in Journ Iyd Dn ASCE

Blench T 1951 Scales for moving bed models Dock lJarb Author

Blench T 1957 Regime Behaviour od Canals and Rivers futter Worths London

Kinrani SS 1963 Design of Silt stable Canals West Pakistan Water and Power Development Authority Pbn 92 Lahore

King C 1943 Practical design formula for stable Irrigation Channels Tech Report contd Pd Irrigation

Lindley ES 1919 Regime channels Proc Punjab Engg Cong 7

Lacey C1934 Uniform flow in alluvial river and canals Proclnst Civil Engrs

Lacey C 1930 Stable Channels in Alluvial Proc InstCivi Engrs

LIacey C 1939 Regime flow in incoherent alluvium Publ cent 3Id Irrigation India No 20 Simla

Lacey C 1932 Regime diagrams for the design of Canals andf distributions Tech Paper UP publ WKS Dep India (Irrigation Branch) No]

Lacey C 1948 A general theory of flow iii alluvial J lnstn Civil Fngrs Paper 5515 27

LIacey G 1956 low in alluvial channels with Sandy mobile beds Mii Proc Civ Engrs Vol 9 PP 145 - 164

Qureshi MS 1962 Regime relations in a gravel reach of the Red Deer River Alberta University of Alberta MSc thesis

Qtreshi MS 1972 Annual Report on Some Basic Studies on Ilydraulic Problems Technical Report No IIYDDTE396 of 1972

Ifo

TABLE 1 RESULTS OF MODEL TEST ON TIHE EFFECT OF DS GLACIS SLOPE ON SCOUR

sTr 10

q cusecs

1s DeL)th of

flow 1) ft

DS IDepth flowm D2ft

Cut off in ftL

Max Scour Depth (Is ftL

Scour Length in ft

1)s= 1)2 +Velocity

(is f of flow L6fi DS

tsec

1)S Froude Number

F2=V2

ELI

N1)

(1n IT--- 1 D

1 2 3 4 5 6 7 8 u STRIFl GUT-5CS PE = DOWNSTREAM GLACIS SLOPF

9 Ipound j1

10 11 12

111 15 10 05 055 15 155 105 0185 0328 0036

2 122 15 10 05 060 155 160 115 0020 0327 0038

3 133 15 10 05 065 160 165 125 0022 03254 0040

4 144 15 10 05 065 165 165 134 0235 03247 0040

5 111 15 08 07 070 170 153 135 0266 0453 0041

122 15 08 07 075 18 155 140 0276 0452 0042

7 133 15 08 07 080 19 160 162 032 0446 0042

3 144 15 08 07 075 21 160 168 033 0442 0036

111 15 10 05

UPSTREAM GLACIS SLOPE = DOWNSTREAM GLACIS SlOPE=

040 10 140

13

098 017 0329 0004

0 122 15 10 05 05 11 105 111 019 0327 0045

1 133 15 10 05 055 12 155 102 021 0326 0045

2

3

144

111

15

15

10

08

05

07

065

055

14

12

165

135

130

128

023

025

0325

0455

0046

0045

4 122 15 08 07 065 14 145 138 027 0453 0046

5 133 15 08 07 070 145 150 160 0315 0447 0048

6 144 15 08 07 075 155 155 165 0325 0446 -

11

UPSTREAM GLACIS SLOPE = i1 DOWNSTREAM GLACIS SLOPE = 15

2 3 4 5 6 7 8 9 10 it 12

17 111 150 10 05 035 70 135 097 O17 0329 0050

18 122 150 10 05 048 80 148 105 0185 032835 0060

19 t33 150 10 05 052 85 152 115 020 0328 0061 20 144 150 10 05 055 10 155 128 022 0326 0055 21 111 150 08 07 052 85 132 126 0248 0455 0061 22 122 150 08 07 060 10 140 135 0260 0453 0060

23 133 150 08 07 065 11 145 155 0305 0449 0059 24 144 150 08 07 070 12 150 160 0315 0448 0058

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLAC[S SLOPE = 17

25 111 15 10 05 060 10 16 110 0194 0327 0060 26 122 15 10 05 065 11 165 120 0212 0325 0059 27 133 15 10 05 070 115 170 136 0024 0322 0061 28 144 15 10 05 072 120 172 150 0264 0320 0060 29 111 15 08 07 065 110 155 132 0260 0453 0068 30 122 15 08 07 085 120 160 148 0029 0449 0060 31 133 15 03 07 085 130 165 158 0031 0447 0665 32 144 15 08 07 078 135 170 171 0034 0444 0065

UPSTREAM GLACIS SLOPE = 1I DOWNSTREAM GLACIS SIOPE = 15 CISTERN )EPTII = 075 ft

3 111 15 10 05 015 50 115 093 0164 0330 0030 4 122 15 10 05 002 55 120 102 0180 0329 0036 5 133 15 10 05 025 60 125 123 0217 0326 0042 6 144 15 10 05 030 70 130 133 0234 0325 0043

UPSTREAM GLACIS DOWNSTREAM GACIS

SLOPE = SLOPE =

11 15

CISTERN DEPTH = 05 ft 7 111 15 10 05 020 55 120 110 0194 0326 0036 3 122 15 10 05 025 65 125 125 0020 0324 0038

133 15 10 05 030 70 130 134 0236 0323 0043 ) 144 15 10 05 035 80 135 144 0254 0321 0044

12

UPSTREAI GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15

TWO ROWS OF FRICTION BLOCKS (SIZE = 04xO1x12)

1 2 3 4 5 6 7 8 9 10 11 12

41 111 150 10 05 020 80 120 109 0192 0327 0025

42 122 150 10 05 025 85 125 123 0217 0325 029

43 133 150 10 05 030 90 130 130 0229 0324 0033

44 144 150 10 05 035 100 135 138 0243 0323 0035

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15 END BAYS LOWERED BY 05 ft

45 111 150 10 05 025 30 125 124 0219 0323 008

46 144 150 10 05 04 35 140 143 0252 0321 011

13

FIG 1

DESIGN

WITH A

DETAILS

FALL

OF AN EXPERIMENTAL CHANNEL

AA PLAN

4-5 0000000

_

0000000

0_0CD000c

Ioooooooc pooooooq

I L

CROSS

A

SECTION-AA S1 j

LONGI TUDINAL UI L

16

SECTON W1

7

-__S _

2 0 1 5 1 5 4 5 1-5 1-5 2 0

0-51-0 05 16

5

SCALE

I 50 FT

FIG 2EFFECT OF DS GLACIS SLOPE ON SCOUR

DIMENSIONS OF SCOUR WITH GLACIS (1111)

TEST NO-1 US WL1504 -- HL--w

USWL=1 50 EHSTGL -

SDS WL=1-0

USWL=5+- HGL --------- TEST N5

JL fO o - Lop

DSWL

bull

O-8

US WL=I-50

I

-GL

-DS WLO-8

TEST NO-8

lt- -- shy

SCALE HOR I= 5OFT VER - I= 2-SFT

EFFECT OF

DIMENSIONS OF

DS GLACIS SLOPE ON

SCOUR WITH GLACTS (1 1

SCOUR

13)

FIG 3

WL150 F DS WL 10

TEST NO 9

(01

S U S

L

WLI50 Ilt HGL LJ

DS WL 10

TEST NO12TE T N 1

iL US WL 1-50-

-

-- GL -

L- -

DS W0

DS WL 0-8

TEST NO 13

TEST NO16

SCALE tHOR 1-50 FT VER 2 5 FT

FIG4

EFFECT OF DS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (1115)

-- --Li -

USWLI-S IDS WL 1-0 TEST NOA17

US WL1-5 -7DIS

H GL WL 1-0

TEST NO20

J L -o-0

L--- --shy

US W-L 15 H-GL~DS W-L 0-8 TEST NO24

SCALE

HOR- 1=5 OFT

VER 1=2-5FT

EFFECT OF DIS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (I117)

FIG5

USWL1- H GLJ1

tDS W-L 1-0 TEST NO - 25

-LJ

LDSW-L 1-0 TESTrNO shy 2 8

US~HR1HG

_ - S W-L 0-8

OF1T

TEST--NO 29

DS W L 0-8 TEST 1NO - 32

SCALE HORI-5 OFT VER-I--2-5 F Tshy

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG- 6

END BAYS LOWERED BY 05 FT DIMENTION OF SCOUR GLACIS(1115)

US WL 1-5 k-LJ _-H L

DSW-L 1-0TEST NO 46

LEFT

U S WL 1- 5 HltG L gt1D S W-L 10

000-0o-o0o -CENTRE

US W-L 1-5 HGL -_ DSWL 10

RIGHT

EXPERIMENTAL CHANN 4L

0 0 0 0

0 0

L 0 0 0 o 0 o 0 0o

0 0 0 0 00

SCALE HOR- 150 FT VER- 1= 25FT

EFFEC RELATION

2-0

DOs=1-5

DS=I-50

Ds 0-4

OF DS GLA BETWEEN Ds AND

IS SLOPE R DISCHARCE INTENSITY(s)

N7

1i2

12

LEGENDS

GLACIS (11 11)1

GLACIS 111 13) GLACIS (11 15)

0GLACIS (111 7)

-

to

0 06 q

0 8 10

1-5 2-00-2

EFFECT RELATION

OF DS GLACIS SLOPE ON SCOUR BETWEEN Ds AND DS FROUDS NOFG FIGURE 8

2 ~~~D 0( = 2) - - _ _ _ _ _ _ _ _ _ _ _

Ds= 21 (F2)Ds= 2 (F2) v

Ds=19(F2)0 2

0-8

)s

0-4

LEGENDS GLACIS(1I 1)----shy

GLACIS(111 3 )

GLACIS(1qIS)-s

GLACISWII 17) - A

0-2

001 0-02 0-06 0-10 015 0-20 0-25 0-30 0-50 1-0 F2 bull

0-2

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG9 RELATION BETWEEN ds AND DISCHAGE INTENSITY(q)

LS

0108

Ls0

0d06

0-04

iSoO045qAJLs

8

LEGENDS

GLACIS(IW 1l1) GLACIS(II 11)GLACS(1I13)

GLACIS(1I1I 7)

- 0

001

02 0-3 04 06

C

08 10 1-5 20 30)

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG10 RELATION BETWEEN DS AND ELEl

20

1-5

08

I Ds

DSI D)S=O-49(E LI E1115

DS= 045(ELIE 1)1 5 0 z D~CS= 0 -37(E L E 1)1-5 x

DS= 0-37(E L IEl) 5)

LEGENDS

0 2GLACIS (11 11) -GLACIS (11 13) -

GLACIS(I 15) -GLACIS(I1 17) - L

01

0-01 0-02 003 0-04 _

0-06 EL E0 1-_ _ _ __ _ _

02 _ _

03 1___

0-4 0-5 1__

10

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

MATERIAL AND ME IODS

A cement concrete weir of various profiles with upstream glacis

slope 11 in all cases and different downstream glacis slopes was

constructed on the model (FIGl) A channel length of 300 ft was moulded

with sand (D50 01 rm) The sand was thoroughly compacted and levelled to

attain a bed slope of approximately IfOoo

The design of the experimental channel is given below

Discharge (Cfs) 5-65

Top width (ft) 60

Bottom depth of flow (ft) 15

Downstream depth of flow (ft) = 10 and 08

Free Board (ft) 10

Bottom slope = 1 in 1000

Channel length US of fall (ft) 150

Channel Length DS of fall (ft) = 150

Length of crest (ft) = 35

Width of crest (ft) = 10

Full supply level (ft) = average bed level + 15

Crest level (ft) = 10

Cistern depth (ft) = 075 and 05

Length of loose (ft) = 5 ft

Stone apron US and DS

D5 0 (mm) = 01

The following parameters were adopted on the model

- Discharge intensity (cusecsft) = 11 122 133 and 144

- Downstream glacis slope = 11 13 15 and 17

- Cut - off = 05 and 07

3

Observations consisting of velocity distribution along

section of the channel horizontally as well as longiLudinally

water surface profile (position and length of juil)) bed

conditions(scour depth and length of scour) flow~bed profile

etc were recorded on the model

The model observations are reproduced in Table I

RESULTS AND DISCUSSIONS

Initially tests (1-32) were carried out with upstream

glacis slope 11 in all the cases and varying the downstreai

glacis slope from 11 to 17 The optimum value of glacis slope

has been found as 15

Further tests were carried out by fixing the

downst rean lacis slope to 15 and incorporating other parameters

such as cistern friction blocks extension of floor and lowering

of side bays

In case of tests (33-40) two cistern depths of 075

ft and 05 ft were provided on the model for different test

conditions The change was made because the depth of cistern

seemed to be more in comparison to the downstream depth of flow

he -findings based on the model observations are as

under

1 WATER SURFACE PROFILE

The water surface profile and hydraulic grad[ent

have been observed for all the tests shown in figure qo2345amp

6 The length of trough for glacis slope of 1I varies from 20 to

375 ft for glacis slope of 15 from 35 to 65 Fig(2 CIn[

all cases the hydraulic jump is being formed on the glacis but

with a flater slope of 17 the position of jump shifts towards the

down-stream end of glacis as shown in Fig5 In case of lowering

of side bays by 05 ft the po-ition of jump is almost identical

as compared to the central bay as shown in Fig 6

4

2 BED CONDITIONS

The longitudinal section along the structure showing

the dimensions of scour for tests with glacis slope of 11

1315 and 17 have been plotted in Fig 234 amp 5 The maximum

scour depth (average) for glacis slope of 11 is 068 ft and for

glacis of 15 is 05 ft showing a percentage decrease of about

20 The length of scour (average) for glacis slope of I1 is

1725 ft and for glacis slope of 15 is 94 ft showing a

percentage decrease of about 45

The scour depth appears to be inversely proportional

upto a glacis slope of 15 but the position reverses with further

flatness of the glacis slope (Table -1)

= Provision of cistern and friction blocks (size 04

01xO12) further reduced the scour below the pavement as given

in Table I

3 FLOW PATTERN BED PROFILE

Flow pattern and bed profile are recorded pictorially

for different tests (Photos I to 12) In all cases the hydraulic

jump is being formed on the glacis However in case of fli ter

glacis the position of jump shifts to the down- stream of

g1acis

In order to obtain quantitative relationships

logarithmic plotting was done The following empirical

relationships between total depth of scour ()s) d i scharge

intensity (q) Froude No(F 2 ) and specific energy (ELEl) were

established and are shown in Fig 789 and 10

(i) Ds = 145 q Glacis (1111)

Ds 135 q2 Glacis (1113)

Ds = 130 q Glacis (1115)Ds = 155 q Glacis (1117)

(ii) Ds 21 (F250 2 Glacis (1117)

Ds 20 (F2 ) Glacis (1113)

Ds = 19 (F2 )02 Glacis (1115)

Ds = 22 (F2 )02 Glacis (1117)

5

x

(iii) ds = 004 q084 acis (1111) Ls

ds = 003 q 0Glacis (1113)

ds b- 84= 0045q 0 Glacis (]115)Ls

ds 084 Ls 005 q Glacis (1117)

(iv) Ds 037 (ELElacis (1111 and 13)

Ds = 045 (ELEl1 acis (1115)

Ds 049 (ELE1- 5 Glacis (1117)

In the next series of experiments the downstream

glacis slope has been fixed as 15 and logarithmic

plotting was evolved and are shown in FIG1I 12 13 and

14

(i) DS 13 q Glacis (1115) Without cistern

Ds = 11 q2 Cistern depth = 075 ft

Ds = 115q1 A Cistern depth = 050 ft

Ds = 120q2 With friction blocks

0 2(ii) Ds = 19 (F2) Glacis (1115)

Ds 165 (F 2 )02 Cistern depth = 075 ft

Ds 170 (F 2 ) 2 Cistern depth = 05 ft

Ds = 180 (F 2 ) 2 With friction blocks

(iii) ds = 0045 q Glacis (1115) without cistern

ds 08L- 0035 q Cistern depth = 075 ft

Ls

ds 084 Ls = 0025 q With friction blocks

6

(iv) DS = 037 (ELEl) 15 (glacis (1115) 15 Without Cistern

Cistern depth = 075 ft

Ds 031 (ELEl)15 Cistern depth = 005 ft

Ds 033 (ELEl) 15 With friction blocks

CONCLUSIONS

The length of trough increases with the flatness of glacis The empirical relations as evolved indicated that scour depth decreases with the increase of glacis slope In other words tile dimensions of scour length and depth decrease with the increase of glacis slope However the position reverses when the glacis slope was increased to 17 The minimum scour depth is observed with a glacis slope 15 which seems to be the optimum

slope

Provision of cistern and two ows of friction blocks (size=O4x01xO12) for different sets of experiments further

reduce the scour below the pavement

The effect of variation of floor length on scour depth has been studied by many scientists It is established that the downstream floor length should be seven times of specific energy

(7 Ef 2 ) In the present case the downstream specific energy is 103 ft and the length of tile floor should be about 7 ft while tile length of 65 ft has been kept on tile model The values greater than 7Ef 2 will not give further scour reduction

The relationship among scour depth length of jumlp and discharge intensity requires further verification

From economic considerations it appears that the provision of glacis slope of 15 will increase the cost to some extent as the length of downstream pavement will also have to be increased at the structure It is advisable to adopt an intermediate glacis slope of 13

SUGGESTIONS FOR FUTURE RESEARCH

The results obtained from model experiments could be incorporated with data on different prototype hydraulic structures

in the Sindh which could provide safeguards against breakdowns and frequent maintenance on coutrol points of the Irrigation Canals In tile meantime efforts are being made to arrange visits to the

7

Irrigation sites to collect the data and consequently to check the authenticity of the empirical formulae already

evol vedes Lablished

ACKNOWIEDGEMENTS

The authors expresses their appreciation to the Government of Pakistan and USAII) through the Internat ional Irrigation Management InsLiLute ( IJMI) for the financial support of this study Technical assistance from IIMI through Dr Baghi AJi Shahid Principal Irrigation Engineer is also appreciated

NOTATIONS

q discharge intensity (cusecsft)

D

I)2

I)S

-

-

Upstream depth of flow (t)

Downstream depth of flow (ft)

(downstream depth of flow +depth of scour) in ft

(is - Maximum depth of scour (ft)

Ls - Length of scour (ft)

V2 - Velocity of flow on the downstream (ftsec)

F2 - Froude Number (ND)

l - Upstream specific energy (ft)

E

f

Fbo

Fbo

-

-

-

Specific energy loss (ft)

Silt factor (Nm)

Bed factor (ftsec )

Zero bed factor (ftsec 2

R

Tc

-

-

Hydraulic mean

Critical shear

radius (ft)

stress (lbft 2 )

Q - Angle of repose (radan)

9

REFEIENCE

1-1 Ahmed Hushtaq $ Relman Ahlur 1962 Design or Alluvial

channels as influenced by Sediment Charge Proc West Pakistan Engg

Congress Lahore Paper 351

Aihmed Mushtaq Some aspects of the design of weirs on Canals in relations to scour

Allen J 1947 Scale models in Hydraulic Engineering Longmans

Blench T 1957 Disc of Sediment Transport capability in erodible Channels in Journ Iyd Dn ASCE

Blench T 1951 Scales for moving bed models Dock lJarb Author

Blench T 1957 Regime Behaviour od Canals and Rivers futter Worths London

Kinrani SS 1963 Design of Silt stable Canals West Pakistan Water and Power Development Authority Pbn 92 Lahore

King C 1943 Practical design formula for stable Irrigation Channels Tech Report contd Pd Irrigation

Lindley ES 1919 Regime channels Proc Punjab Engg Cong 7

Lacey C1934 Uniform flow in alluvial river and canals Proclnst Civil Engrs

Lacey C 1930 Stable Channels in Alluvial Proc InstCivi Engrs

LIacey C 1939 Regime flow in incoherent alluvium Publ cent 3Id Irrigation India No 20 Simla

Lacey C 1932 Regime diagrams for the design of Canals andf distributions Tech Paper UP publ WKS Dep India (Irrigation Branch) No]

Lacey C 1948 A general theory of flow iii alluvial J lnstn Civil Fngrs Paper 5515 27

LIacey G 1956 low in alluvial channels with Sandy mobile beds Mii Proc Civ Engrs Vol 9 PP 145 - 164

Qureshi MS 1962 Regime relations in a gravel reach of the Red Deer River Alberta University of Alberta MSc thesis

Qtreshi MS 1972 Annual Report on Some Basic Studies on Ilydraulic Problems Technical Report No IIYDDTE396 of 1972

Ifo

TABLE 1 RESULTS OF MODEL TEST ON TIHE EFFECT OF DS GLACIS SLOPE ON SCOUR

sTr 10

q cusecs

1s DeL)th of

flow 1) ft

DS IDepth flowm D2ft

Cut off in ftL

Max Scour Depth (Is ftL

Scour Length in ft

1)s= 1)2 +Velocity

(is f of flow L6fi DS

tsec

1)S Froude Number

F2=V2

ELI

N1)

(1n IT--- 1 D

1 2 3 4 5 6 7 8 u STRIFl GUT-5CS PE = DOWNSTREAM GLACIS SLOPF

9 Ipound j1

10 11 12

111 15 10 05 055 15 155 105 0185 0328 0036

2 122 15 10 05 060 155 160 115 0020 0327 0038

3 133 15 10 05 065 160 165 125 0022 03254 0040

4 144 15 10 05 065 165 165 134 0235 03247 0040

5 111 15 08 07 070 170 153 135 0266 0453 0041

122 15 08 07 075 18 155 140 0276 0452 0042

7 133 15 08 07 080 19 160 162 032 0446 0042

3 144 15 08 07 075 21 160 168 033 0442 0036

111 15 10 05

UPSTREAM GLACIS SLOPE = DOWNSTREAM GLACIS SlOPE=

040 10 140

13

098 017 0329 0004

0 122 15 10 05 05 11 105 111 019 0327 0045

1 133 15 10 05 055 12 155 102 021 0326 0045

2

3

144

111

15

15

10

08

05

07

065

055

14

12

165

135

130

128

023

025

0325

0455

0046

0045

4 122 15 08 07 065 14 145 138 027 0453 0046

5 133 15 08 07 070 145 150 160 0315 0447 0048

6 144 15 08 07 075 155 155 165 0325 0446 -

11

UPSTREAM GLACIS SLOPE = i1 DOWNSTREAM GLACIS SLOPE = 15

2 3 4 5 6 7 8 9 10 it 12

17 111 150 10 05 035 70 135 097 O17 0329 0050

18 122 150 10 05 048 80 148 105 0185 032835 0060

19 t33 150 10 05 052 85 152 115 020 0328 0061 20 144 150 10 05 055 10 155 128 022 0326 0055 21 111 150 08 07 052 85 132 126 0248 0455 0061 22 122 150 08 07 060 10 140 135 0260 0453 0060

23 133 150 08 07 065 11 145 155 0305 0449 0059 24 144 150 08 07 070 12 150 160 0315 0448 0058

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLAC[S SLOPE = 17

25 111 15 10 05 060 10 16 110 0194 0327 0060 26 122 15 10 05 065 11 165 120 0212 0325 0059 27 133 15 10 05 070 115 170 136 0024 0322 0061 28 144 15 10 05 072 120 172 150 0264 0320 0060 29 111 15 08 07 065 110 155 132 0260 0453 0068 30 122 15 08 07 085 120 160 148 0029 0449 0060 31 133 15 03 07 085 130 165 158 0031 0447 0665 32 144 15 08 07 078 135 170 171 0034 0444 0065

UPSTREAM GLACIS SLOPE = 1I DOWNSTREAM GLACIS SIOPE = 15 CISTERN )EPTII = 075 ft

3 111 15 10 05 015 50 115 093 0164 0330 0030 4 122 15 10 05 002 55 120 102 0180 0329 0036 5 133 15 10 05 025 60 125 123 0217 0326 0042 6 144 15 10 05 030 70 130 133 0234 0325 0043

UPSTREAM GLACIS DOWNSTREAM GACIS

SLOPE = SLOPE =

11 15

CISTERN DEPTH = 05 ft 7 111 15 10 05 020 55 120 110 0194 0326 0036 3 122 15 10 05 025 65 125 125 0020 0324 0038

133 15 10 05 030 70 130 134 0236 0323 0043 ) 144 15 10 05 035 80 135 144 0254 0321 0044

12

UPSTREAI GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15

TWO ROWS OF FRICTION BLOCKS (SIZE = 04xO1x12)

1 2 3 4 5 6 7 8 9 10 11 12

41 111 150 10 05 020 80 120 109 0192 0327 0025

42 122 150 10 05 025 85 125 123 0217 0325 029

43 133 150 10 05 030 90 130 130 0229 0324 0033

44 144 150 10 05 035 100 135 138 0243 0323 0035

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15 END BAYS LOWERED BY 05 ft

45 111 150 10 05 025 30 125 124 0219 0323 008

46 144 150 10 05 04 35 140 143 0252 0321 011

13

FIG 1

DESIGN

WITH A

DETAILS

FALL

OF AN EXPERIMENTAL CHANNEL

AA PLAN

4-5 0000000

_

0000000

0_0CD000c

Ioooooooc pooooooq

I L

CROSS

A

SECTION-AA S1 j

LONGI TUDINAL UI L

16

SECTON W1

7

-__S _

2 0 1 5 1 5 4 5 1-5 1-5 2 0

0-51-0 05 16

5

SCALE

I 50 FT

FIG 2EFFECT OF DS GLACIS SLOPE ON SCOUR

DIMENSIONS OF SCOUR WITH GLACIS (1111)

TEST NO-1 US WL1504 -- HL--w

USWL=1 50 EHSTGL -

SDS WL=1-0

USWL=5+- HGL --------- TEST N5

JL fO o - Lop

DSWL

bull

O-8

US WL=I-50

I

-GL

-DS WLO-8

TEST NO-8

lt- -- shy

SCALE HOR I= 5OFT VER - I= 2-SFT

EFFECT OF

DIMENSIONS OF

DS GLACIS SLOPE ON

SCOUR WITH GLACTS (1 1

SCOUR

13)

FIG 3

WL150 F DS WL 10

TEST NO 9

(01

S U S

L

WLI50 Ilt HGL LJ

DS WL 10

TEST NO12TE T N 1

iL US WL 1-50-

-

-- GL -

L- -

DS W0

DS WL 0-8

TEST NO 13

TEST NO16

SCALE tHOR 1-50 FT VER 2 5 FT

FIG4

EFFECT OF DS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (1115)

-- --Li -

USWLI-S IDS WL 1-0 TEST NOA17

US WL1-5 -7DIS

H GL WL 1-0

TEST NO20

J L -o-0

L--- --shy

US W-L 15 H-GL~DS W-L 0-8 TEST NO24

SCALE

HOR- 1=5 OFT

VER 1=2-5FT

EFFECT OF DIS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (I117)

FIG5

USWL1- H GLJ1

tDS W-L 1-0 TEST NO - 25

-LJ

LDSW-L 1-0 TESTrNO shy 2 8

US~HR1HG

_ - S W-L 0-8

OF1T

TEST--NO 29

DS W L 0-8 TEST 1NO - 32

SCALE HORI-5 OFT VER-I--2-5 F Tshy

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG- 6

END BAYS LOWERED BY 05 FT DIMENTION OF SCOUR GLACIS(1115)

US WL 1-5 k-LJ _-H L

DSW-L 1-0TEST NO 46

LEFT

U S WL 1- 5 HltG L gt1D S W-L 10

000-0o-o0o -CENTRE

US W-L 1-5 HGL -_ DSWL 10

RIGHT

EXPERIMENTAL CHANN 4L

0 0 0 0

0 0

L 0 0 0 o 0 o 0 0o

0 0 0 0 00

SCALE HOR- 150 FT VER- 1= 25FT

EFFEC RELATION

2-0

DOs=1-5

DS=I-50

Ds 0-4

OF DS GLA BETWEEN Ds AND

IS SLOPE R DISCHARCE INTENSITY(s)

N7

1i2

12

LEGENDS

GLACIS (11 11)1

GLACIS 111 13) GLACIS (11 15)

0GLACIS (111 7)

-

to

0 06 q

0 8 10

1-5 2-00-2

EFFECT RELATION

OF DS GLACIS SLOPE ON SCOUR BETWEEN Ds AND DS FROUDS NOFG FIGURE 8

2 ~~~D 0( = 2) - - _ _ _ _ _ _ _ _ _ _ _

Ds= 21 (F2)Ds= 2 (F2) v

Ds=19(F2)0 2

0-8

)s

0-4

LEGENDS GLACIS(1I 1)----shy

GLACIS(111 3 )

GLACIS(1qIS)-s

GLACISWII 17) - A

0-2

001 0-02 0-06 0-10 015 0-20 0-25 0-30 0-50 1-0 F2 bull

0-2

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG9 RELATION BETWEEN ds AND DISCHAGE INTENSITY(q)

LS

0108

Ls0

0d06

0-04

iSoO045qAJLs

8

LEGENDS

GLACIS(IW 1l1) GLACIS(II 11)GLACS(1I13)

GLACIS(1I1I 7)

- 0

001

02 0-3 04 06

C

08 10 1-5 20 30)

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG10 RELATION BETWEEN DS AND ELEl

20

1-5

08

I Ds

DSI D)S=O-49(E LI E1115

DS= 045(ELIE 1)1 5 0 z D~CS= 0 -37(E L E 1)1-5 x

DS= 0-37(E L IEl) 5)

LEGENDS

0 2GLACIS (11 11) -GLACIS (11 13) -

GLACIS(I 15) -GLACIS(I1 17) - L

01

0-01 0-02 003 0-04 _

0-06 EL E0 1-_ _ _ __ _ _

02 _ _

03 1___

0-4 0-5 1__

10

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

Observations consisting of velocity distribution along

section of the channel horizontally as well as longiLudinally

water surface profile (position and length of juil)) bed

conditions(scour depth and length of scour) flow~bed profile

etc were recorded on the model

The model observations are reproduced in Table I

RESULTS AND DISCUSSIONS

Initially tests (1-32) were carried out with upstream

glacis slope 11 in all the cases and varying the downstreai

glacis slope from 11 to 17 The optimum value of glacis slope

has been found as 15

Further tests were carried out by fixing the

downst rean lacis slope to 15 and incorporating other parameters

such as cistern friction blocks extension of floor and lowering

of side bays

In case of tests (33-40) two cistern depths of 075

ft and 05 ft were provided on the model for different test

conditions The change was made because the depth of cistern

seemed to be more in comparison to the downstream depth of flow

he -findings based on the model observations are as

under

1 WATER SURFACE PROFILE

The water surface profile and hydraulic grad[ent

have been observed for all the tests shown in figure qo2345amp

6 The length of trough for glacis slope of 1I varies from 20 to

375 ft for glacis slope of 15 from 35 to 65 Fig(2 CIn[

all cases the hydraulic jump is being formed on the glacis but

with a flater slope of 17 the position of jump shifts towards the

down-stream end of glacis as shown in Fig5 In case of lowering

of side bays by 05 ft the po-ition of jump is almost identical

as compared to the central bay as shown in Fig 6

4

2 BED CONDITIONS

The longitudinal section along the structure showing

the dimensions of scour for tests with glacis slope of 11

1315 and 17 have been plotted in Fig 234 amp 5 The maximum

scour depth (average) for glacis slope of 11 is 068 ft and for

glacis of 15 is 05 ft showing a percentage decrease of about

20 The length of scour (average) for glacis slope of I1 is

1725 ft and for glacis slope of 15 is 94 ft showing a

percentage decrease of about 45

The scour depth appears to be inversely proportional

upto a glacis slope of 15 but the position reverses with further

flatness of the glacis slope (Table -1)

= Provision of cistern and friction blocks (size 04

01xO12) further reduced the scour below the pavement as given

in Table I

3 FLOW PATTERN BED PROFILE

Flow pattern and bed profile are recorded pictorially

for different tests (Photos I to 12) In all cases the hydraulic

jump is being formed on the glacis However in case of fli ter

glacis the position of jump shifts to the down- stream of

g1acis

In order to obtain quantitative relationships

logarithmic plotting was done The following empirical

relationships between total depth of scour ()s) d i scharge

intensity (q) Froude No(F 2 ) and specific energy (ELEl) were

established and are shown in Fig 789 and 10

(i) Ds = 145 q Glacis (1111)

Ds 135 q2 Glacis (1113)

Ds = 130 q Glacis (1115)Ds = 155 q Glacis (1117)

(ii) Ds 21 (F250 2 Glacis (1117)

Ds 20 (F2 ) Glacis (1113)

Ds = 19 (F2 )02 Glacis (1115)

Ds = 22 (F2 )02 Glacis (1117)

5

x

(iii) ds = 004 q084 acis (1111) Ls

ds = 003 q 0Glacis (1113)

ds b- 84= 0045q 0 Glacis (]115)Ls

ds 084 Ls 005 q Glacis (1117)

(iv) Ds 037 (ELElacis (1111 and 13)

Ds = 045 (ELEl1 acis (1115)

Ds 049 (ELE1- 5 Glacis (1117)

In the next series of experiments the downstream

glacis slope has been fixed as 15 and logarithmic

plotting was evolved and are shown in FIG1I 12 13 and

14

(i) DS 13 q Glacis (1115) Without cistern

Ds = 11 q2 Cistern depth = 075 ft

Ds = 115q1 A Cistern depth = 050 ft

Ds = 120q2 With friction blocks

0 2(ii) Ds = 19 (F2) Glacis (1115)

Ds 165 (F 2 )02 Cistern depth = 075 ft

Ds 170 (F 2 ) 2 Cistern depth = 05 ft

Ds = 180 (F 2 ) 2 With friction blocks

(iii) ds = 0045 q Glacis (1115) without cistern

ds 08L- 0035 q Cistern depth = 075 ft

Ls

ds 084 Ls = 0025 q With friction blocks

6

(iv) DS = 037 (ELEl) 15 (glacis (1115) 15 Without Cistern

Cistern depth = 075 ft

Ds 031 (ELEl)15 Cistern depth = 005 ft

Ds 033 (ELEl) 15 With friction blocks

CONCLUSIONS

The length of trough increases with the flatness of glacis The empirical relations as evolved indicated that scour depth decreases with the increase of glacis slope In other words tile dimensions of scour length and depth decrease with the increase of glacis slope However the position reverses when the glacis slope was increased to 17 The minimum scour depth is observed with a glacis slope 15 which seems to be the optimum

slope

Provision of cistern and two ows of friction blocks (size=O4x01xO12) for different sets of experiments further

reduce the scour below the pavement

The effect of variation of floor length on scour depth has been studied by many scientists It is established that the downstream floor length should be seven times of specific energy

(7 Ef 2 ) In the present case the downstream specific energy is 103 ft and the length of tile floor should be about 7 ft while tile length of 65 ft has been kept on tile model The values greater than 7Ef 2 will not give further scour reduction

The relationship among scour depth length of jumlp and discharge intensity requires further verification

From economic considerations it appears that the provision of glacis slope of 15 will increase the cost to some extent as the length of downstream pavement will also have to be increased at the structure It is advisable to adopt an intermediate glacis slope of 13

SUGGESTIONS FOR FUTURE RESEARCH

The results obtained from model experiments could be incorporated with data on different prototype hydraulic structures

in the Sindh which could provide safeguards against breakdowns and frequent maintenance on coutrol points of the Irrigation Canals In tile meantime efforts are being made to arrange visits to the

7

Irrigation sites to collect the data and consequently to check the authenticity of the empirical formulae already

evol vedes Lablished

ACKNOWIEDGEMENTS

The authors expresses their appreciation to the Government of Pakistan and USAII) through the Internat ional Irrigation Management InsLiLute ( IJMI) for the financial support of this study Technical assistance from IIMI through Dr Baghi AJi Shahid Principal Irrigation Engineer is also appreciated

NOTATIONS

q discharge intensity (cusecsft)

D

I)2

I)S

-

-

Upstream depth of flow (t)

Downstream depth of flow (ft)

(downstream depth of flow +depth of scour) in ft

(is - Maximum depth of scour (ft)

Ls - Length of scour (ft)

V2 - Velocity of flow on the downstream (ftsec)

F2 - Froude Number (ND)

l - Upstream specific energy (ft)

E

f

Fbo

Fbo

-

-

-

Specific energy loss (ft)

Silt factor (Nm)

Bed factor (ftsec )

Zero bed factor (ftsec 2

R

Tc

-

-

Hydraulic mean

Critical shear

radius (ft)

stress (lbft 2 )

Q - Angle of repose (radan)

9

REFEIENCE

1-1 Ahmed Hushtaq $ Relman Ahlur 1962 Design or Alluvial

channels as influenced by Sediment Charge Proc West Pakistan Engg

Congress Lahore Paper 351

Aihmed Mushtaq Some aspects of the design of weirs on Canals in relations to scour

Allen J 1947 Scale models in Hydraulic Engineering Longmans

Blench T 1957 Disc of Sediment Transport capability in erodible Channels in Journ Iyd Dn ASCE

Blench T 1951 Scales for moving bed models Dock lJarb Author

Blench T 1957 Regime Behaviour od Canals and Rivers futter Worths London

Kinrani SS 1963 Design of Silt stable Canals West Pakistan Water and Power Development Authority Pbn 92 Lahore

King C 1943 Practical design formula for stable Irrigation Channels Tech Report contd Pd Irrigation

Lindley ES 1919 Regime channels Proc Punjab Engg Cong 7

Lacey C1934 Uniform flow in alluvial river and canals Proclnst Civil Engrs

Lacey C 1930 Stable Channels in Alluvial Proc InstCivi Engrs

LIacey C 1939 Regime flow in incoherent alluvium Publ cent 3Id Irrigation India No 20 Simla

Lacey C 1932 Regime diagrams for the design of Canals andf distributions Tech Paper UP publ WKS Dep India (Irrigation Branch) No]

Lacey C 1948 A general theory of flow iii alluvial J lnstn Civil Fngrs Paper 5515 27

LIacey G 1956 low in alluvial channels with Sandy mobile beds Mii Proc Civ Engrs Vol 9 PP 145 - 164

Qureshi MS 1962 Regime relations in a gravel reach of the Red Deer River Alberta University of Alberta MSc thesis

Qtreshi MS 1972 Annual Report on Some Basic Studies on Ilydraulic Problems Technical Report No IIYDDTE396 of 1972

Ifo

TABLE 1 RESULTS OF MODEL TEST ON TIHE EFFECT OF DS GLACIS SLOPE ON SCOUR

sTr 10

q cusecs

1s DeL)th of

flow 1) ft

DS IDepth flowm D2ft

Cut off in ftL

Max Scour Depth (Is ftL

Scour Length in ft

1)s= 1)2 +Velocity

(is f of flow L6fi DS

tsec

1)S Froude Number

F2=V2

ELI

N1)

(1n IT--- 1 D

1 2 3 4 5 6 7 8 u STRIFl GUT-5CS PE = DOWNSTREAM GLACIS SLOPF

9 Ipound j1

10 11 12

111 15 10 05 055 15 155 105 0185 0328 0036

2 122 15 10 05 060 155 160 115 0020 0327 0038

3 133 15 10 05 065 160 165 125 0022 03254 0040

4 144 15 10 05 065 165 165 134 0235 03247 0040

5 111 15 08 07 070 170 153 135 0266 0453 0041

122 15 08 07 075 18 155 140 0276 0452 0042

7 133 15 08 07 080 19 160 162 032 0446 0042

3 144 15 08 07 075 21 160 168 033 0442 0036

111 15 10 05

UPSTREAM GLACIS SLOPE = DOWNSTREAM GLACIS SlOPE=

040 10 140

13

098 017 0329 0004

0 122 15 10 05 05 11 105 111 019 0327 0045

1 133 15 10 05 055 12 155 102 021 0326 0045

2

3

144

111

15

15

10

08

05

07

065

055

14

12

165

135

130

128

023

025

0325

0455

0046

0045

4 122 15 08 07 065 14 145 138 027 0453 0046

5 133 15 08 07 070 145 150 160 0315 0447 0048

6 144 15 08 07 075 155 155 165 0325 0446 -

11

UPSTREAM GLACIS SLOPE = i1 DOWNSTREAM GLACIS SLOPE = 15

2 3 4 5 6 7 8 9 10 it 12

17 111 150 10 05 035 70 135 097 O17 0329 0050

18 122 150 10 05 048 80 148 105 0185 032835 0060

19 t33 150 10 05 052 85 152 115 020 0328 0061 20 144 150 10 05 055 10 155 128 022 0326 0055 21 111 150 08 07 052 85 132 126 0248 0455 0061 22 122 150 08 07 060 10 140 135 0260 0453 0060

23 133 150 08 07 065 11 145 155 0305 0449 0059 24 144 150 08 07 070 12 150 160 0315 0448 0058

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLAC[S SLOPE = 17

25 111 15 10 05 060 10 16 110 0194 0327 0060 26 122 15 10 05 065 11 165 120 0212 0325 0059 27 133 15 10 05 070 115 170 136 0024 0322 0061 28 144 15 10 05 072 120 172 150 0264 0320 0060 29 111 15 08 07 065 110 155 132 0260 0453 0068 30 122 15 08 07 085 120 160 148 0029 0449 0060 31 133 15 03 07 085 130 165 158 0031 0447 0665 32 144 15 08 07 078 135 170 171 0034 0444 0065

UPSTREAM GLACIS SLOPE = 1I DOWNSTREAM GLACIS SIOPE = 15 CISTERN )EPTII = 075 ft

3 111 15 10 05 015 50 115 093 0164 0330 0030 4 122 15 10 05 002 55 120 102 0180 0329 0036 5 133 15 10 05 025 60 125 123 0217 0326 0042 6 144 15 10 05 030 70 130 133 0234 0325 0043

UPSTREAM GLACIS DOWNSTREAM GACIS

SLOPE = SLOPE =

11 15

CISTERN DEPTH = 05 ft 7 111 15 10 05 020 55 120 110 0194 0326 0036 3 122 15 10 05 025 65 125 125 0020 0324 0038

133 15 10 05 030 70 130 134 0236 0323 0043 ) 144 15 10 05 035 80 135 144 0254 0321 0044

12

UPSTREAI GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15

TWO ROWS OF FRICTION BLOCKS (SIZE = 04xO1x12)

1 2 3 4 5 6 7 8 9 10 11 12

41 111 150 10 05 020 80 120 109 0192 0327 0025

42 122 150 10 05 025 85 125 123 0217 0325 029

43 133 150 10 05 030 90 130 130 0229 0324 0033

44 144 150 10 05 035 100 135 138 0243 0323 0035

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15 END BAYS LOWERED BY 05 ft

45 111 150 10 05 025 30 125 124 0219 0323 008

46 144 150 10 05 04 35 140 143 0252 0321 011

13

FIG 1

DESIGN

WITH A

DETAILS

FALL

OF AN EXPERIMENTAL CHANNEL

AA PLAN

4-5 0000000

_

0000000

0_0CD000c

Ioooooooc pooooooq

I L

CROSS

A

SECTION-AA S1 j

LONGI TUDINAL UI L

16

SECTON W1

7

-__S _

2 0 1 5 1 5 4 5 1-5 1-5 2 0

0-51-0 05 16

5

SCALE

I 50 FT

FIG 2EFFECT OF DS GLACIS SLOPE ON SCOUR

DIMENSIONS OF SCOUR WITH GLACIS (1111)

TEST NO-1 US WL1504 -- HL--w

USWL=1 50 EHSTGL -

SDS WL=1-0

USWL=5+- HGL --------- TEST N5

JL fO o - Lop

DSWL

bull

O-8

US WL=I-50

I

-GL

-DS WLO-8

TEST NO-8

lt- -- shy

SCALE HOR I= 5OFT VER - I= 2-SFT

EFFECT OF

DIMENSIONS OF

DS GLACIS SLOPE ON

SCOUR WITH GLACTS (1 1

SCOUR

13)

FIG 3

WL150 F DS WL 10

TEST NO 9

(01

S U S

L

WLI50 Ilt HGL LJ

DS WL 10

TEST NO12TE T N 1

iL US WL 1-50-

-

-- GL -

L- -

DS W0

DS WL 0-8

TEST NO 13

TEST NO16

SCALE tHOR 1-50 FT VER 2 5 FT

FIG4

EFFECT OF DS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (1115)

-- --Li -

USWLI-S IDS WL 1-0 TEST NOA17

US WL1-5 -7DIS

H GL WL 1-0

TEST NO20

J L -o-0

L--- --shy

US W-L 15 H-GL~DS W-L 0-8 TEST NO24

SCALE

HOR- 1=5 OFT

VER 1=2-5FT

EFFECT OF DIS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (I117)

FIG5

USWL1- H GLJ1

tDS W-L 1-0 TEST NO - 25

-LJ

LDSW-L 1-0 TESTrNO shy 2 8

US~HR1HG

_ - S W-L 0-8

OF1T

TEST--NO 29

DS W L 0-8 TEST 1NO - 32

SCALE HORI-5 OFT VER-I--2-5 F Tshy

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG- 6

END BAYS LOWERED BY 05 FT DIMENTION OF SCOUR GLACIS(1115)

US WL 1-5 k-LJ _-H L

DSW-L 1-0TEST NO 46

LEFT

U S WL 1- 5 HltG L gt1D S W-L 10

000-0o-o0o -CENTRE

US W-L 1-5 HGL -_ DSWL 10

RIGHT

EXPERIMENTAL CHANN 4L

0 0 0 0

0 0

L 0 0 0 o 0 o 0 0o

0 0 0 0 00

SCALE HOR- 150 FT VER- 1= 25FT

EFFEC RELATION

2-0

DOs=1-5

DS=I-50

Ds 0-4

OF DS GLA BETWEEN Ds AND

IS SLOPE R DISCHARCE INTENSITY(s)

N7

1i2

12

LEGENDS

GLACIS (11 11)1

GLACIS 111 13) GLACIS (11 15)

0GLACIS (111 7)

-

to

0 06 q

0 8 10

1-5 2-00-2

EFFECT RELATION

OF DS GLACIS SLOPE ON SCOUR BETWEEN Ds AND DS FROUDS NOFG FIGURE 8

2 ~~~D 0( = 2) - - _ _ _ _ _ _ _ _ _ _ _

Ds= 21 (F2)Ds= 2 (F2) v

Ds=19(F2)0 2

0-8

)s

0-4

LEGENDS GLACIS(1I 1)----shy

GLACIS(111 3 )

GLACIS(1qIS)-s

GLACISWII 17) - A

0-2

001 0-02 0-06 0-10 015 0-20 0-25 0-30 0-50 1-0 F2 bull

0-2

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG9 RELATION BETWEEN ds AND DISCHAGE INTENSITY(q)

LS

0108

Ls0

0d06

0-04

iSoO045qAJLs

8

LEGENDS

GLACIS(IW 1l1) GLACIS(II 11)GLACS(1I13)

GLACIS(1I1I 7)

- 0

001

02 0-3 04 06

C

08 10 1-5 20 30)

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG10 RELATION BETWEEN DS AND ELEl

20

1-5

08

I Ds

DSI D)S=O-49(E LI E1115

DS= 045(ELIE 1)1 5 0 z D~CS= 0 -37(E L E 1)1-5 x

DS= 0-37(E L IEl) 5)

LEGENDS

0 2GLACIS (11 11) -GLACIS (11 13) -

GLACIS(I 15) -GLACIS(I1 17) - L

01

0-01 0-02 003 0-04 _

0-06 EL E0 1-_ _ _ __ _ _

02 _ _

03 1___

0-4 0-5 1__

10

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

2 BED CONDITIONS

The longitudinal section along the structure showing

the dimensions of scour for tests with glacis slope of 11

1315 and 17 have been plotted in Fig 234 amp 5 The maximum

scour depth (average) for glacis slope of 11 is 068 ft and for

glacis of 15 is 05 ft showing a percentage decrease of about

20 The length of scour (average) for glacis slope of I1 is

1725 ft and for glacis slope of 15 is 94 ft showing a

percentage decrease of about 45

The scour depth appears to be inversely proportional

upto a glacis slope of 15 but the position reverses with further

flatness of the glacis slope (Table -1)

= Provision of cistern and friction blocks (size 04

01xO12) further reduced the scour below the pavement as given

in Table I

3 FLOW PATTERN BED PROFILE

Flow pattern and bed profile are recorded pictorially

for different tests (Photos I to 12) In all cases the hydraulic

jump is being formed on the glacis However in case of fli ter

glacis the position of jump shifts to the down- stream of

g1acis

In order to obtain quantitative relationships

logarithmic plotting was done The following empirical

relationships between total depth of scour ()s) d i scharge

intensity (q) Froude No(F 2 ) and specific energy (ELEl) were

established and are shown in Fig 789 and 10

(i) Ds = 145 q Glacis (1111)

Ds 135 q2 Glacis (1113)

Ds = 130 q Glacis (1115)Ds = 155 q Glacis (1117)

(ii) Ds 21 (F250 2 Glacis (1117)

Ds 20 (F2 ) Glacis (1113)

Ds = 19 (F2 )02 Glacis (1115)

Ds = 22 (F2 )02 Glacis (1117)

5

x

(iii) ds = 004 q084 acis (1111) Ls

ds = 003 q 0Glacis (1113)

ds b- 84= 0045q 0 Glacis (]115)Ls

ds 084 Ls 005 q Glacis (1117)

(iv) Ds 037 (ELElacis (1111 and 13)

Ds = 045 (ELEl1 acis (1115)

Ds 049 (ELE1- 5 Glacis (1117)

In the next series of experiments the downstream

glacis slope has been fixed as 15 and logarithmic

plotting was evolved and are shown in FIG1I 12 13 and

14

(i) DS 13 q Glacis (1115) Without cistern

Ds = 11 q2 Cistern depth = 075 ft

Ds = 115q1 A Cistern depth = 050 ft

Ds = 120q2 With friction blocks

0 2(ii) Ds = 19 (F2) Glacis (1115)

Ds 165 (F 2 )02 Cistern depth = 075 ft

Ds 170 (F 2 ) 2 Cistern depth = 05 ft

Ds = 180 (F 2 ) 2 With friction blocks

(iii) ds = 0045 q Glacis (1115) without cistern

ds 08L- 0035 q Cistern depth = 075 ft

Ls

ds 084 Ls = 0025 q With friction blocks

6

(iv) DS = 037 (ELEl) 15 (glacis (1115) 15 Without Cistern

Cistern depth = 075 ft

Ds 031 (ELEl)15 Cistern depth = 005 ft

Ds 033 (ELEl) 15 With friction blocks

CONCLUSIONS

The length of trough increases with the flatness of glacis The empirical relations as evolved indicated that scour depth decreases with the increase of glacis slope In other words tile dimensions of scour length and depth decrease with the increase of glacis slope However the position reverses when the glacis slope was increased to 17 The minimum scour depth is observed with a glacis slope 15 which seems to be the optimum

slope

Provision of cistern and two ows of friction blocks (size=O4x01xO12) for different sets of experiments further

reduce the scour below the pavement

The effect of variation of floor length on scour depth has been studied by many scientists It is established that the downstream floor length should be seven times of specific energy

(7 Ef 2 ) In the present case the downstream specific energy is 103 ft and the length of tile floor should be about 7 ft while tile length of 65 ft has been kept on tile model The values greater than 7Ef 2 will not give further scour reduction

The relationship among scour depth length of jumlp and discharge intensity requires further verification

From economic considerations it appears that the provision of glacis slope of 15 will increase the cost to some extent as the length of downstream pavement will also have to be increased at the structure It is advisable to adopt an intermediate glacis slope of 13

SUGGESTIONS FOR FUTURE RESEARCH

The results obtained from model experiments could be incorporated with data on different prototype hydraulic structures

in the Sindh which could provide safeguards against breakdowns and frequent maintenance on coutrol points of the Irrigation Canals In tile meantime efforts are being made to arrange visits to the

7

Irrigation sites to collect the data and consequently to check the authenticity of the empirical formulae already

evol vedes Lablished

ACKNOWIEDGEMENTS

The authors expresses their appreciation to the Government of Pakistan and USAII) through the Internat ional Irrigation Management InsLiLute ( IJMI) for the financial support of this study Technical assistance from IIMI through Dr Baghi AJi Shahid Principal Irrigation Engineer is also appreciated

NOTATIONS

q discharge intensity (cusecsft)

D

I)2

I)S

-

-

Upstream depth of flow (t)

Downstream depth of flow (ft)

(downstream depth of flow +depth of scour) in ft

(is - Maximum depth of scour (ft)

Ls - Length of scour (ft)

V2 - Velocity of flow on the downstream (ftsec)

F2 - Froude Number (ND)

l - Upstream specific energy (ft)

E

f

Fbo

Fbo

-

-

-

Specific energy loss (ft)

Silt factor (Nm)

Bed factor (ftsec )

Zero bed factor (ftsec 2

R

Tc

-

-

Hydraulic mean

Critical shear

radius (ft)

stress (lbft 2 )

Q - Angle of repose (radan)

9

REFEIENCE

1-1 Ahmed Hushtaq $ Relman Ahlur 1962 Design or Alluvial

channels as influenced by Sediment Charge Proc West Pakistan Engg

Congress Lahore Paper 351

Aihmed Mushtaq Some aspects of the design of weirs on Canals in relations to scour

Allen J 1947 Scale models in Hydraulic Engineering Longmans

Blench T 1957 Disc of Sediment Transport capability in erodible Channels in Journ Iyd Dn ASCE

Blench T 1951 Scales for moving bed models Dock lJarb Author

Blench T 1957 Regime Behaviour od Canals and Rivers futter Worths London

Kinrani SS 1963 Design of Silt stable Canals West Pakistan Water and Power Development Authority Pbn 92 Lahore

King C 1943 Practical design formula for stable Irrigation Channels Tech Report contd Pd Irrigation

Lindley ES 1919 Regime channels Proc Punjab Engg Cong 7

Lacey C1934 Uniform flow in alluvial river and canals Proclnst Civil Engrs

Lacey C 1930 Stable Channels in Alluvial Proc InstCivi Engrs

LIacey C 1939 Regime flow in incoherent alluvium Publ cent 3Id Irrigation India No 20 Simla

Lacey C 1932 Regime diagrams for the design of Canals andf distributions Tech Paper UP publ WKS Dep India (Irrigation Branch) No]

Lacey C 1948 A general theory of flow iii alluvial J lnstn Civil Fngrs Paper 5515 27

LIacey G 1956 low in alluvial channels with Sandy mobile beds Mii Proc Civ Engrs Vol 9 PP 145 - 164

Qureshi MS 1962 Regime relations in a gravel reach of the Red Deer River Alberta University of Alberta MSc thesis

Qtreshi MS 1972 Annual Report on Some Basic Studies on Ilydraulic Problems Technical Report No IIYDDTE396 of 1972

Ifo

TABLE 1 RESULTS OF MODEL TEST ON TIHE EFFECT OF DS GLACIS SLOPE ON SCOUR

sTr 10

q cusecs

1s DeL)th of

flow 1) ft

DS IDepth flowm D2ft

Cut off in ftL

Max Scour Depth (Is ftL

Scour Length in ft

1)s= 1)2 +Velocity

(is f of flow L6fi DS

tsec

1)S Froude Number

F2=V2

ELI

N1)

(1n IT--- 1 D

1 2 3 4 5 6 7 8 u STRIFl GUT-5CS PE = DOWNSTREAM GLACIS SLOPF

9 Ipound j1

10 11 12

111 15 10 05 055 15 155 105 0185 0328 0036

2 122 15 10 05 060 155 160 115 0020 0327 0038

3 133 15 10 05 065 160 165 125 0022 03254 0040

4 144 15 10 05 065 165 165 134 0235 03247 0040

5 111 15 08 07 070 170 153 135 0266 0453 0041

122 15 08 07 075 18 155 140 0276 0452 0042

7 133 15 08 07 080 19 160 162 032 0446 0042

3 144 15 08 07 075 21 160 168 033 0442 0036

111 15 10 05

UPSTREAM GLACIS SLOPE = DOWNSTREAM GLACIS SlOPE=

040 10 140

13

098 017 0329 0004

0 122 15 10 05 05 11 105 111 019 0327 0045

1 133 15 10 05 055 12 155 102 021 0326 0045

2

3

144

111

15

15

10

08

05

07

065

055

14

12

165

135

130

128

023

025

0325

0455

0046

0045

4 122 15 08 07 065 14 145 138 027 0453 0046

5 133 15 08 07 070 145 150 160 0315 0447 0048

6 144 15 08 07 075 155 155 165 0325 0446 -

11

UPSTREAM GLACIS SLOPE = i1 DOWNSTREAM GLACIS SLOPE = 15

2 3 4 5 6 7 8 9 10 it 12

17 111 150 10 05 035 70 135 097 O17 0329 0050

18 122 150 10 05 048 80 148 105 0185 032835 0060

19 t33 150 10 05 052 85 152 115 020 0328 0061 20 144 150 10 05 055 10 155 128 022 0326 0055 21 111 150 08 07 052 85 132 126 0248 0455 0061 22 122 150 08 07 060 10 140 135 0260 0453 0060

23 133 150 08 07 065 11 145 155 0305 0449 0059 24 144 150 08 07 070 12 150 160 0315 0448 0058

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLAC[S SLOPE = 17

25 111 15 10 05 060 10 16 110 0194 0327 0060 26 122 15 10 05 065 11 165 120 0212 0325 0059 27 133 15 10 05 070 115 170 136 0024 0322 0061 28 144 15 10 05 072 120 172 150 0264 0320 0060 29 111 15 08 07 065 110 155 132 0260 0453 0068 30 122 15 08 07 085 120 160 148 0029 0449 0060 31 133 15 03 07 085 130 165 158 0031 0447 0665 32 144 15 08 07 078 135 170 171 0034 0444 0065

UPSTREAM GLACIS SLOPE = 1I DOWNSTREAM GLACIS SIOPE = 15 CISTERN )EPTII = 075 ft

3 111 15 10 05 015 50 115 093 0164 0330 0030 4 122 15 10 05 002 55 120 102 0180 0329 0036 5 133 15 10 05 025 60 125 123 0217 0326 0042 6 144 15 10 05 030 70 130 133 0234 0325 0043

UPSTREAM GLACIS DOWNSTREAM GACIS

SLOPE = SLOPE =

11 15

CISTERN DEPTH = 05 ft 7 111 15 10 05 020 55 120 110 0194 0326 0036 3 122 15 10 05 025 65 125 125 0020 0324 0038

133 15 10 05 030 70 130 134 0236 0323 0043 ) 144 15 10 05 035 80 135 144 0254 0321 0044

12

UPSTREAI GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15

TWO ROWS OF FRICTION BLOCKS (SIZE = 04xO1x12)

1 2 3 4 5 6 7 8 9 10 11 12

41 111 150 10 05 020 80 120 109 0192 0327 0025

42 122 150 10 05 025 85 125 123 0217 0325 029

43 133 150 10 05 030 90 130 130 0229 0324 0033

44 144 150 10 05 035 100 135 138 0243 0323 0035

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15 END BAYS LOWERED BY 05 ft

45 111 150 10 05 025 30 125 124 0219 0323 008

46 144 150 10 05 04 35 140 143 0252 0321 011

13

FIG 1

DESIGN

WITH A

DETAILS

FALL

OF AN EXPERIMENTAL CHANNEL

AA PLAN

4-5 0000000

_

0000000

0_0CD000c

Ioooooooc pooooooq

I L

CROSS

A

SECTION-AA S1 j

LONGI TUDINAL UI L

16

SECTON W1

7

-__S _

2 0 1 5 1 5 4 5 1-5 1-5 2 0

0-51-0 05 16

5

SCALE

I 50 FT

FIG 2EFFECT OF DS GLACIS SLOPE ON SCOUR

DIMENSIONS OF SCOUR WITH GLACIS (1111)

TEST NO-1 US WL1504 -- HL--w

USWL=1 50 EHSTGL -

SDS WL=1-0

USWL=5+- HGL --------- TEST N5

JL fO o - Lop

DSWL

bull

O-8

US WL=I-50

I

-GL

-DS WLO-8

TEST NO-8

lt- -- shy

SCALE HOR I= 5OFT VER - I= 2-SFT

EFFECT OF

DIMENSIONS OF

DS GLACIS SLOPE ON

SCOUR WITH GLACTS (1 1

SCOUR

13)

FIG 3

WL150 F DS WL 10

TEST NO 9

(01

S U S

L

WLI50 Ilt HGL LJ

DS WL 10

TEST NO12TE T N 1

iL US WL 1-50-

-

-- GL -

L- -

DS W0

DS WL 0-8

TEST NO 13

TEST NO16

SCALE tHOR 1-50 FT VER 2 5 FT

FIG4

EFFECT OF DS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (1115)

-- --Li -

USWLI-S IDS WL 1-0 TEST NOA17

US WL1-5 -7DIS

H GL WL 1-0

TEST NO20

J L -o-0

L--- --shy

US W-L 15 H-GL~DS W-L 0-8 TEST NO24

SCALE

HOR- 1=5 OFT

VER 1=2-5FT

EFFECT OF DIS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (I117)

FIG5

USWL1- H GLJ1

tDS W-L 1-0 TEST NO - 25

-LJ

LDSW-L 1-0 TESTrNO shy 2 8

US~HR1HG

_ - S W-L 0-8

OF1T

TEST--NO 29

DS W L 0-8 TEST 1NO - 32

SCALE HORI-5 OFT VER-I--2-5 F Tshy

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG- 6

END BAYS LOWERED BY 05 FT DIMENTION OF SCOUR GLACIS(1115)

US WL 1-5 k-LJ _-H L

DSW-L 1-0TEST NO 46

LEFT

U S WL 1- 5 HltG L gt1D S W-L 10

000-0o-o0o -CENTRE

US W-L 1-5 HGL -_ DSWL 10

RIGHT

EXPERIMENTAL CHANN 4L

0 0 0 0

0 0

L 0 0 0 o 0 o 0 0o

0 0 0 0 00

SCALE HOR- 150 FT VER- 1= 25FT

EFFEC RELATION

2-0

DOs=1-5

DS=I-50

Ds 0-4

OF DS GLA BETWEEN Ds AND

IS SLOPE R DISCHARCE INTENSITY(s)

N7

1i2

12

LEGENDS

GLACIS (11 11)1

GLACIS 111 13) GLACIS (11 15)

0GLACIS (111 7)

-

to

0 06 q

0 8 10

1-5 2-00-2

EFFECT RELATION

OF DS GLACIS SLOPE ON SCOUR BETWEEN Ds AND DS FROUDS NOFG FIGURE 8

2 ~~~D 0( = 2) - - _ _ _ _ _ _ _ _ _ _ _

Ds= 21 (F2)Ds= 2 (F2) v

Ds=19(F2)0 2

0-8

)s

0-4

LEGENDS GLACIS(1I 1)----shy

GLACIS(111 3 )

GLACIS(1qIS)-s

GLACISWII 17) - A

0-2

001 0-02 0-06 0-10 015 0-20 0-25 0-30 0-50 1-0 F2 bull

0-2

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG9 RELATION BETWEEN ds AND DISCHAGE INTENSITY(q)

LS

0108

Ls0

0d06

0-04

iSoO045qAJLs

8

LEGENDS

GLACIS(IW 1l1) GLACIS(II 11)GLACS(1I13)

GLACIS(1I1I 7)

- 0

001

02 0-3 04 06

C

08 10 1-5 20 30)

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG10 RELATION BETWEEN DS AND ELEl

20

1-5

08

I Ds

DSI D)S=O-49(E LI E1115

DS= 045(ELIE 1)1 5 0 z D~CS= 0 -37(E L E 1)1-5 x

DS= 0-37(E L IEl) 5)

LEGENDS

0 2GLACIS (11 11) -GLACIS (11 13) -

GLACIS(I 15) -GLACIS(I1 17) - L

01

0-01 0-02 003 0-04 _

0-06 EL E0 1-_ _ _ __ _ _

02 _ _

03 1___

0-4 0-5 1__

10

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

(iii) ds = 004 q084 acis (1111) Ls

ds = 003 q 0Glacis (1113)

ds b- 84= 0045q 0 Glacis (]115)Ls

ds 084 Ls 005 q Glacis (1117)

(iv) Ds 037 (ELElacis (1111 and 13)

Ds = 045 (ELEl1 acis (1115)

Ds 049 (ELE1- 5 Glacis (1117)

In the next series of experiments the downstream

glacis slope has been fixed as 15 and logarithmic

plotting was evolved and are shown in FIG1I 12 13 and

14

(i) DS 13 q Glacis (1115) Without cistern

Ds = 11 q2 Cistern depth = 075 ft

Ds = 115q1 A Cistern depth = 050 ft

Ds = 120q2 With friction blocks

0 2(ii) Ds = 19 (F2) Glacis (1115)

Ds 165 (F 2 )02 Cistern depth = 075 ft

Ds 170 (F 2 ) 2 Cistern depth = 05 ft

Ds = 180 (F 2 ) 2 With friction blocks

(iii) ds = 0045 q Glacis (1115) without cistern

ds 08L- 0035 q Cistern depth = 075 ft

Ls

ds 084 Ls = 0025 q With friction blocks

6

(iv) DS = 037 (ELEl) 15 (glacis (1115) 15 Without Cistern

Cistern depth = 075 ft

Ds 031 (ELEl)15 Cistern depth = 005 ft

Ds 033 (ELEl) 15 With friction blocks

CONCLUSIONS

The length of trough increases with the flatness of glacis The empirical relations as evolved indicated that scour depth decreases with the increase of glacis slope In other words tile dimensions of scour length and depth decrease with the increase of glacis slope However the position reverses when the glacis slope was increased to 17 The minimum scour depth is observed with a glacis slope 15 which seems to be the optimum

slope

Provision of cistern and two ows of friction blocks (size=O4x01xO12) for different sets of experiments further

reduce the scour below the pavement

The effect of variation of floor length on scour depth has been studied by many scientists It is established that the downstream floor length should be seven times of specific energy

(7 Ef 2 ) In the present case the downstream specific energy is 103 ft and the length of tile floor should be about 7 ft while tile length of 65 ft has been kept on tile model The values greater than 7Ef 2 will not give further scour reduction

The relationship among scour depth length of jumlp and discharge intensity requires further verification

From economic considerations it appears that the provision of glacis slope of 15 will increase the cost to some extent as the length of downstream pavement will also have to be increased at the structure It is advisable to adopt an intermediate glacis slope of 13

SUGGESTIONS FOR FUTURE RESEARCH

The results obtained from model experiments could be incorporated with data on different prototype hydraulic structures

in the Sindh which could provide safeguards against breakdowns and frequent maintenance on coutrol points of the Irrigation Canals In tile meantime efforts are being made to arrange visits to the

7

Irrigation sites to collect the data and consequently to check the authenticity of the empirical formulae already

evol vedes Lablished

ACKNOWIEDGEMENTS

The authors expresses their appreciation to the Government of Pakistan and USAII) through the Internat ional Irrigation Management InsLiLute ( IJMI) for the financial support of this study Technical assistance from IIMI through Dr Baghi AJi Shahid Principal Irrigation Engineer is also appreciated

NOTATIONS

q discharge intensity (cusecsft)

D

I)2

I)S

-

-

Upstream depth of flow (t)

Downstream depth of flow (ft)

(downstream depth of flow +depth of scour) in ft

(is - Maximum depth of scour (ft)

Ls - Length of scour (ft)

V2 - Velocity of flow on the downstream (ftsec)

F2 - Froude Number (ND)

l - Upstream specific energy (ft)

E

f

Fbo

Fbo

-

-

-

Specific energy loss (ft)

Silt factor (Nm)

Bed factor (ftsec )

Zero bed factor (ftsec 2

R

Tc

-

-

Hydraulic mean

Critical shear

radius (ft)

stress (lbft 2 )

Q - Angle of repose (radan)

9

REFEIENCE

1-1 Ahmed Hushtaq $ Relman Ahlur 1962 Design or Alluvial

channels as influenced by Sediment Charge Proc West Pakistan Engg

Congress Lahore Paper 351

Aihmed Mushtaq Some aspects of the design of weirs on Canals in relations to scour

Allen J 1947 Scale models in Hydraulic Engineering Longmans

Blench T 1957 Disc of Sediment Transport capability in erodible Channels in Journ Iyd Dn ASCE

Blench T 1951 Scales for moving bed models Dock lJarb Author

Blench T 1957 Regime Behaviour od Canals and Rivers futter Worths London

Kinrani SS 1963 Design of Silt stable Canals West Pakistan Water and Power Development Authority Pbn 92 Lahore

King C 1943 Practical design formula for stable Irrigation Channels Tech Report contd Pd Irrigation

Lindley ES 1919 Regime channels Proc Punjab Engg Cong 7

Lacey C1934 Uniform flow in alluvial river and canals Proclnst Civil Engrs

Lacey C 1930 Stable Channels in Alluvial Proc InstCivi Engrs

LIacey C 1939 Regime flow in incoherent alluvium Publ cent 3Id Irrigation India No 20 Simla

Lacey C 1932 Regime diagrams for the design of Canals andf distributions Tech Paper UP publ WKS Dep India (Irrigation Branch) No]

Lacey C 1948 A general theory of flow iii alluvial J lnstn Civil Fngrs Paper 5515 27

LIacey G 1956 low in alluvial channels with Sandy mobile beds Mii Proc Civ Engrs Vol 9 PP 145 - 164

Qureshi MS 1962 Regime relations in a gravel reach of the Red Deer River Alberta University of Alberta MSc thesis

Qtreshi MS 1972 Annual Report on Some Basic Studies on Ilydraulic Problems Technical Report No IIYDDTE396 of 1972

Ifo

TABLE 1 RESULTS OF MODEL TEST ON TIHE EFFECT OF DS GLACIS SLOPE ON SCOUR

sTr 10

q cusecs

1s DeL)th of

flow 1) ft

DS IDepth flowm D2ft

Cut off in ftL

Max Scour Depth (Is ftL

Scour Length in ft

1)s= 1)2 +Velocity

(is f of flow L6fi DS

tsec

1)S Froude Number

F2=V2

ELI

N1)

(1n IT--- 1 D

1 2 3 4 5 6 7 8 u STRIFl GUT-5CS PE = DOWNSTREAM GLACIS SLOPF

9 Ipound j1

10 11 12

111 15 10 05 055 15 155 105 0185 0328 0036

2 122 15 10 05 060 155 160 115 0020 0327 0038

3 133 15 10 05 065 160 165 125 0022 03254 0040

4 144 15 10 05 065 165 165 134 0235 03247 0040

5 111 15 08 07 070 170 153 135 0266 0453 0041

122 15 08 07 075 18 155 140 0276 0452 0042

7 133 15 08 07 080 19 160 162 032 0446 0042

3 144 15 08 07 075 21 160 168 033 0442 0036

111 15 10 05

UPSTREAM GLACIS SLOPE = DOWNSTREAM GLACIS SlOPE=

040 10 140

13

098 017 0329 0004

0 122 15 10 05 05 11 105 111 019 0327 0045

1 133 15 10 05 055 12 155 102 021 0326 0045

2

3

144

111

15

15

10

08

05

07

065

055

14

12

165

135

130

128

023

025

0325

0455

0046

0045

4 122 15 08 07 065 14 145 138 027 0453 0046

5 133 15 08 07 070 145 150 160 0315 0447 0048

6 144 15 08 07 075 155 155 165 0325 0446 -

11

UPSTREAM GLACIS SLOPE = i1 DOWNSTREAM GLACIS SLOPE = 15

2 3 4 5 6 7 8 9 10 it 12

17 111 150 10 05 035 70 135 097 O17 0329 0050

18 122 150 10 05 048 80 148 105 0185 032835 0060

19 t33 150 10 05 052 85 152 115 020 0328 0061 20 144 150 10 05 055 10 155 128 022 0326 0055 21 111 150 08 07 052 85 132 126 0248 0455 0061 22 122 150 08 07 060 10 140 135 0260 0453 0060

23 133 150 08 07 065 11 145 155 0305 0449 0059 24 144 150 08 07 070 12 150 160 0315 0448 0058

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLAC[S SLOPE = 17

25 111 15 10 05 060 10 16 110 0194 0327 0060 26 122 15 10 05 065 11 165 120 0212 0325 0059 27 133 15 10 05 070 115 170 136 0024 0322 0061 28 144 15 10 05 072 120 172 150 0264 0320 0060 29 111 15 08 07 065 110 155 132 0260 0453 0068 30 122 15 08 07 085 120 160 148 0029 0449 0060 31 133 15 03 07 085 130 165 158 0031 0447 0665 32 144 15 08 07 078 135 170 171 0034 0444 0065

UPSTREAM GLACIS SLOPE = 1I DOWNSTREAM GLACIS SIOPE = 15 CISTERN )EPTII = 075 ft

3 111 15 10 05 015 50 115 093 0164 0330 0030 4 122 15 10 05 002 55 120 102 0180 0329 0036 5 133 15 10 05 025 60 125 123 0217 0326 0042 6 144 15 10 05 030 70 130 133 0234 0325 0043

UPSTREAM GLACIS DOWNSTREAM GACIS

SLOPE = SLOPE =

11 15

CISTERN DEPTH = 05 ft 7 111 15 10 05 020 55 120 110 0194 0326 0036 3 122 15 10 05 025 65 125 125 0020 0324 0038

133 15 10 05 030 70 130 134 0236 0323 0043 ) 144 15 10 05 035 80 135 144 0254 0321 0044

12

UPSTREAI GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15

TWO ROWS OF FRICTION BLOCKS (SIZE = 04xO1x12)

1 2 3 4 5 6 7 8 9 10 11 12

41 111 150 10 05 020 80 120 109 0192 0327 0025

42 122 150 10 05 025 85 125 123 0217 0325 029

43 133 150 10 05 030 90 130 130 0229 0324 0033

44 144 150 10 05 035 100 135 138 0243 0323 0035

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15 END BAYS LOWERED BY 05 ft

45 111 150 10 05 025 30 125 124 0219 0323 008

46 144 150 10 05 04 35 140 143 0252 0321 011

13

FIG 1

DESIGN

WITH A

DETAILS

FALL

OF AN EXPERIMENTAL CHANNEL

AA PLAN

4-5 0000000

_

0000000

0_0CD000c

Ioooooooc pooooooq

I L

CROSS

A

SECTION-AA S1 j

LONGI TUDINAL UI L

16

SECTON W1

7

-__S _

2 0 1 5 1 5 4 5 1-5 1-5 2 0

0-51-0 05 16

5

SCALE

I 50 FT

FIG 2EFFECT OF DS GLACIS SLOPE ON SCOUR

DIMENSIONS OF SCOUR WITH GLACIS (1111)

TEST NO-1 US WL1504 -- HL--w

USWL=1 50 EHSTGL -

SDS WL=1-0

USWL=5+- HGL --------- TEST N5

JL fO o - Lop

DSWL

bull

O-8

US WL=I-50

I

-GL

-DS WLO-8

TEST NO-8

lt- -- shy

SCALE HOR I= 5OFT VER - I= 2-SFT

EFFECT OF

DIMENSIONS OF

DS GLACIS SLOPE ON

SCOUR WITH GLACTS (1 1

SCOUR

13)

FIG 3

WL150 F DS WL 10

TEST NO 9

(01

S U S

L

WLI50 Ilt HGL LJ

DS WL 10

TEST NO12TE T N 1

iL US WL 1-50-

-

-- GL -

L- -

DS W0

DS WL 0-8

TEST NO 13

TEST NO16

SCALE tHOR 1-50 FT VER 2 5 FT

FIG4

EFFECT OF DS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (1115)

-- --Li -

USWLI-S IDS WL 1-0 TEST NOA17

US WL1-5 -7DIS

H GL WL 1-0

TEST NO20

J L -o-0

L--- --shy

US W-L 15 H-GL~DS W-L 0-8 TEST NO24

SCALE

HOR- 1=5 OFT

VER 1=2-5FT

EFFECT OF DIS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (I117)

FIG5

USWL1- H GLJ1

tDS W-L 1-0 TEST NO - 25

-LJ

LDSW-L 1-0 TESTrNO shy 2 8

US~HR1HG

_ - S W-L 0-8

OF1T

TEST--NO 29

DS W L 0-8 TEST 1NO - 32

SCALE HORI-5 OFT VER-I--2-5 F Tshy

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG- 6

END BAYS LOWERED BY 05 FT DIMENTION OF SCOUR GLACIS(1115)

US WL 1-5 k-LJ _-H L

DSW-L 1-0TEST NO 46

LEFT

U S WL 1- 5 HltG L gt1D S W-L 10

000-0o-o0o -CENTRE

US W-L 1-5 HGL -_ DSWL 10

RIGHT

EXPERIMENTAL CHANN 4L

0 0 0 0

0 0

L 0 0 0 o 0 o 0 0o

0 0 0 0 00

SCALE HOR- 150 FT VER- 1= 25FT

EFFEC RELATION

2-0

DOs=1-5

DS=I-50

Ds 0-4

OF DS GLA BETWEEN Ds AND

IS SLOPE R DISCHARCE INTENSITY(s)

N7

1i2

12

LEGENDS

GLACIS (11 11)1

GLACIS 111 13) GLACIS (11 15)

0GLACIS (111 7)

-

to

0 06 q

0 8 10

1-5 2-00-2

EFFECT RELATION

OF DS GLACIS SLOPE ON SCOUR BETWEEN Ds AND DS FROUDS NOFG FIGURE 8

2 ~~~D 0( = 2) - - _ _ _ _ _ _ _ _ _ _ _

Ds= 21 (F2)Ds= 2 (F2) v

Ds=19(F2)0 2

0-8

)s

0-4

LEGENDS GLACIS(1I 1)----shy

GLACIS(111 3 )

GLACIS(1qIS)-s

GLACISWII 17) - A

0-2

001 0-02 0-06 0-10 015 0-20 0-25 0-30 0-50 1-0 F2 bull

0-2

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG9 RELATION BETWEEN ds AND DISCHAGE INTENSITY(q)

LS

0108

Ls0

0d06

0-04

iSoO045qAJLs

8

LEGENDS

GLACIS(IW 1l1) GLACIS(II 11)GLACS(1I13)

GLACIS(1I1I 7)

- 0

001

02 0-3 04 06

C

08 10 1-5 20 30)

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG10 RELATION BETWEEN DS AND ELEl

20

1-5

08

I Ds

DSI D)S=O-49(E LI E1115

DS= 045(ELIE 1)1 5 0 z D~CS= 0 -37(E L E 1)1-5 x

DS= 0-37(E L IEl) 5)

LEGENDS

0 2GLACIS (11 11) -GLACIS (11 13) -

GLACIS(I 15) -GLACIS(I1 17) - L

01

0-01 0-02 003 0-04 _

0-06 EL E0 1-_ _ _ __ _ _

02 _ _

03 1___

0-4 0-5 1__

10

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

(iv) DS = 037 (ELEl) 15 (glacis (1115) 15 Without Cistern

Cistern depth = 075 ft

Ds 031 (ELEl)15 Cistern depth = 005 ft

Ds 033 (ELEl) 15 With friction blocks

CONCLUSIONS

The length of trough increases with the flatness of glacis The empirical relations as evolved indicated that scour depth decreases with the increase of glacis slope In other words tile dimensions of scour length and depth decrease with the increase of glacis slope However the position reverses when the glacis slope was increased to 17 The minimum scour depth is observed with a glacis slope 15 which seems to be the optimum

slope

Provision of cistern and two ows of friction blocks (size=O4x01xO12) for different sets of experiments further

reduce the scour below the pavement

The effect of variation of floor length on scour depth has been studied by many scientists It is established that the downstream floor length should be seven times of specific energy

(7 Ef 2 ) In the present case the downstream specific energy is 103 ft and the length of tile floor should be about 7 ft while tile length of 65 ft has been kept on tile model The values greater than 7Ef 2 will not give further scour reduction

The relationship among scour depth length of jumlp and discharge intensity requires further verification

From economic considerations it appears that the provision of glacis slope of 15 will increase the cost to some extent as the length of downstream pavement will also have to be increased at the structure It is advisable to adopt an intermediate glacis slope of 13

SUGGESTIONS FOR FUTURE RESEARCH

The results obtained from model experiments could be incorporated with data on different prototype hydraulic structures

in the Sindh which could provide safeguards against breakdowns and frequent maintenance on coutrol points of the Irrigation Canals In tile meantime efforts are being made to arrange visits to the

7

Irrigation sites to collect the data and consequently to check the authenticity of the empirical formulae already

evol vedes Lablished

ACKNOWIEDGEMENTS

The authors expresses their appreciation to the Government of Pakistan and USAII) through the Internat ional Irrigation Management InsLiLute ( IJMI) for the financial support of this study Technical assistance from IIMI through Dr Baghi AJi Shahid Principal Irrigation Engineer is also appreciated

NOTATIONS

q discharge intensity (cusecsft)

D

I)2

I)S

-

-

Upstream depth of flow (t)

Downstream depth of flow (ft)

(downstream depth of flow +depth of scour) in ft

(is - Maximum depth of scour (ft)

Ls - Length of scour (ft)

V2 - Velocity of flow on the downstream (ftsec)

F2 - Froude Number (ND)

l - Upstream specific energy (ft)

E

f

Fbo

Fbo

-

-

-

Specific energy loss (ft)

Silt factor (Nm)

Bed factor (ftsec )

Zero bed factor (ftsec 2

R

Tc

-

-

Hydraulic mean

Critical shear

radius (ft)

stress (lbft 2 )

Q - Angle of repose (radan)

9

REFEIENCE

1-1 Ahmed Hushtaq $ Relman Ahlur 1962 Design or Alluvial

channels as influenced by Sediment Charge Proc West Pakistan Engg

Congress Lahore Paper 351

Aihmed Mushtaq Some aspects of the design of weirs on Canals in relations to scour

Allen J 1947 Scale models in Hydraulic Engineering Longmans

Blench T 1957 Disc of Sediment Transport capability in erodible Channels in Journ Iyd Dn ASCE

Blench T 1951 Scales for moving bed models Dock lJarb Author

Blench T 1957 Regime Behaviour od Canals and Rivers futter Worths London

Kinrani SS 1963 Design of Silt stable Canals West Pakistan Water and Power Development Authority Pbn 92 Lahore

King C 1943 Practical design formula for stable Irrigation Channels Tech Report contd Pd Irrigation

Lindley ES 1919 Regime channels Proc Punjab Engg Cong 7

Lacey C1934 Uniform flow in alluvial river and canals Proclnst Civil Engrs

Lacey C 1930 Stable Channels in Alluvial Proc InstCivi Engrs

LIacey C 1939 Regime flow in incoherent alluvium Publ cent 3Id Irrigation India No 20 Simla

Lacey C 1932 Regime diagrams for the design of Canals andf distributions Tech Paper UP publ WKS Dep India (Irrigation Branch) No]

Lacey C 1948 A general theory of flow iii alluvial J lnstn Civil Fngrs Paper 5515 27

LIacey G 1956 low in alluvial channels with Sandy mobile beds Mii Proc Civ Engrs Vol 9 PP 145 - 164

Qureshi MS 1962 Regime relations in a gravel reach of the Red Deer River Alberta University of Alberta MSc thesis

Qtreshi MS 1972 Annual Report on Some Basic Studies on Ilydraulic Problems Technical Report No IIYDDTE396 of 1972

Ifo

TABLE 1 RESULTS OF MODEL TEST ON TIHE EFFECT OF DS GLACIS SLOPE ON SCOUR

sTr 10

q cusecs

1s DeL)th of

flow 1) ft

DS IDepth flowm D2ft

Cut off in ftL

Max Scour Depth (Is ftL

Scour Length in ft

1)s= 1)2 +Velocity

(is f of flow L6fi DS

tsec

1)S Froude Number

F2=V2

ELI

N1)

(1n IT--- 1 D

1 2 3 4 5 6 7 8 u STRIFl GUT-5CS PE = DOWNSTREAM GLACIS SLOPF

9 Ipound j1

10 11 12

111 15 10 05 055 15 155 105 0185 0328 0036

2 122 15 10 05 060 155 160 115 0020 0327 0038

3 133 15 10 05 065 160 165 125 0022 03254 0040

4 144 15 10 05 065 165 165 134 0235 03247 0040

5 111 15 08 07 070 170 153 135 0266 0453 0041

122 15 08 07 075 18 155 140 0276 0452 0042

7 133 15 08 07 080 19 160 162 032 0446 0042

3 144 15 08 07 075 21 160 168 033 0442 0036

111 15 10 05

UPSTREAM GLACIS SLOPE = DOWNSTREAM GLACIS SlOPE=

040 10 140

13

098 017 0329 0004

0 122 15 10 05 05 11 105 111 019 0327 0045

1 133 15 10 05 055 12 155 102 021 0326 0045

2

3

144

111

15

15

10

08

05

07

065

055

14

12

165

135

130

128

023

025

0325

0455

0046

0045

4 122 15 08 07 065 14 145 138 027 0453 0046

5 133 15 08 07 070 145 150 160 0315 0447 0048

6 144 15 08 07 075 155 155 165 0325 0446 -

11

UPSTREAM GLACIS SLOPE = i1 DOWNSTREAM GLACIS SLOPE = 15

2 3 4 5 6 7 8 9 10 it 12

17 111 150 10 05 035 70 135 097 O17 0329 0050

18 122 150 10 05 048 80 148 105 0185 032835 0060

19 t33 150 10 05 052 85 152 115 020 0328 0061 20 144 150 10 05 055 10 155 128 022 0326 0055 21 111 150 08 07 052 85 132 126 0248 0455 0061 22 122 150 08 07 060 10 140 135 0260 0453 0060

23 133 150 08 07 065 11 145 155 0305 0449 0059 24 144 150 08 07 070 12 150 160 0315 0448 0058

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLAC[S SLOPE = 17

25 111 15 10 05 060 10 16 110 0194 0327 0060 26 122 15 10 05 065 11 165 120 0212 0325 0059 27 133 15 10 05 070 115 170 136 0024 0322 0061 28 144 15 10 05 072 120 172 150 0264 0320 0060 29 111 15 08 07 065 110 155 132 0260 0453 0068 30 122 15 08 07 085 120 160 148 0029 0449 0060 31 133 15 03 07 085 130 165 158 0031 0447 0665 32 144 15 08 07 078 135 170 171 0034 0444 0065

UPSTREAM GLACIS SLOPE = 1I DOWNSTREAM GLACIS SIOPE = 15 CISTERN )EPTII = 075 ft

3 111 15 10 05 015 50 115 093 0164 0330 0030 4 122 15 10 05 002 55 120 102 0180 0329 0036 5 133 15 10 05 025 60 125 123 0217 0326 0042 6 144 15 10 05 030 70 130 133 0234 0325 0043

UPSTREAM GLACIS DOWNSTREAM GACIS

SLOPE = SLOPE =

11 15

CISTERN DEPTH = 05 ft 7 111 15 10 05 020 55 120 110 0194 0326 0036 3 122 15 10 05 025 65 125 125 0020 0324 0038

133 15 10 05 030 70 130 134 0236 0323 0043 ) 144 15 10 05 035 80 135 144 0254 0321 0044

12

UPSTREAI GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15

TWO ROWS OF FRICTION BLOCKS (SIZE = 04xO1x12)

1 2 3 4 5 6 7 8 9 10 11 12

41 111 150 10 05 020 80 120 109 0192 0327 0025

42 122 150 10 05 025 85 125 123 0217 0325 029

43 133 150 10 05 030 90 130 130 0229 0324 0033

44 144 150 10 05 035 100 135 138 0243 0323 0035

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15 END BAYS LOWERED BY 05 ft

45 111 150 10 05 025 30 125 124 0219 0323 008

46 144 150 10 05 04 35 140 143 0252 0321 011

13

FIG 1

DESIGN

WITH A

DETAILS

FALL

OF AN EXPERIMENTAL CHANNEL

AA PLAN

4-5 0000000

_

0000000

0_0CD000c

Ioooooooc pooooooq

I L

CROSS

A

SECTION-AA S1 j

LONGI TUDINAL UI L

16

SECTON W1

7

-__S _

2 0 1 5 1 5 4 5 1-5 1-5 2 0

0-51-0 05 16

5

SCALE

I 50 FT

FIG 2EFFECT OF DS GLACIS SLOPE ON SCOUR

DIMENSIONS OF SCOUR WITH GLACIS (1111)

TEST NO-1 US WL1504 -- HL--w

USWL=1 50 EHSTGL -

SDS WL=1-0

USWL=5+- HGL --------- TEST N5

JL fO o - Lop

DSWL

bull

O-8

US WL=I-50

I

-GL

-DS WLO-8

TEST NO-8

lt- -- shy

SCALE HOR I= 5OFT VER - I= 2-SFT

EFFECT OF

DIMENSIONS OF

DS GLACIS SLOPE ON

SCOUR WITH GLACTS (1 1

SCOUR

13)

FIG 3

WL150 F DS WL 10

TEST NO 9

(01

S U S

L

WLI50 Ilt HGL LJ

DS WL 10

TEST NO12TE T N 1

iL US WL 1-50-

-

-- GL -

L- -

DS W0

DS WL 0-8

TEST NO 13

TEST NO16

SCALE tHOR 1-50 FT VER 2 5 FT

FIG4

EFFECT OF DS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (1115)

-- --Li -

USWLI-S IDS WL 1-0 TEST NOA17

US WL1-5 -7DIS

H GL WL 1-0

TEST NO20

J L -o-0

L--- --shy

US W-L 15 H-GL~DS W-L 0-8 TEST NO24

SCALE

HOR- 1=5 OFT

VER 1=2-5FT

EFFECT OF DIS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (I117)

FIG5

USWL1- H GLJ1

tDS W-L 1-0 TEST NO - 25

-LJ

LDSW-L 1-0 TESTrNO shy 2 8

US~HR1HG

_ - S W-L 0-8

OF1T

TEST--NO 29

DS W L 0-8 TEST 1NO - 32

SCALE HORI-5 OFT VER-I--2-5 F Tshy

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG- 6

END BAYS LOWERED BY 05 FT DIMENTION OF SCOUR GLACIS(1115)

US WL 1-5 k-LJ _-H L

DSW-L 1-0TEST NO 46

LEFT

U S WL 1- 5 HltG L gt1D S W-L 10

000-0o-o0o -CENTRE

US W-L 1-5 HGL -_ DSWL 10

RIGHT

EXPERIMENTAL CHANN 4L

0 0 0 0

0 0

L 0 0 0 o 0 o 0 0o

0 0 0 0 00

SCALE HOR- 150 FT VER- 1= 25FT

EFFEC RELATION

2-0

DOs=1-5

DS=I-50

Ds 0-4

OF DS GLA BETWEEN Ds AND

IS SLOPE R DISCHARCE INTENSITY(s)

N7

1i2

12

LEGENDS

GLACIS (11 11)1

GLACIS 111 13) GLACIS (11 15)

0GLACIS (111 7)

-

to

0 06 q

0 8 10

1-5 2-00-2

EFFECT RELATION

OF DS GLACIS SLOPE ON SCOUR BETWEEN Ds AND DS FROUDS NOFG FIGURE 8

2 ~~~D 0( = 2) - - _ _ _ _ _ _ _ _ _ _ _

Ds= 21 (F2)Ds= 2 (F2) v

Ds=19(F2)0 2

0-8

)s

0-4

LEGENDS GLACIS(1I 1)----shy

GLACIS(111 3 )

GLACIS(1qIS)-s

GLACISWII 17) - A

0-2

001 0-02 0-06 0-10 015 0-20 0-25 0-30 0-50 1-0 F2 bull

0-2

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG9 RELATION BETWEEN ds AND DISCHAGE INTENSITY(q)

LS

0108

Ls0

0d06

0-04

iSoO045qAJLs

8

LEGENDS

GLACIS(IW 1l1) GLACIS(II 11)GLACS(1I13)

GLACIS(1I1I 7)

- 0

001

02 0-3 04 06

C

08 10 1-5 20 30)

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG10 RELATION BETWEEN DS AND ELEl

20

1-5

08

I Ds

DSI D)S=O-49(E LI E1115

DS= 045(ELIE 1)1 5 0 z D~CS= 0 -37(E L E 1)1-5 x

DS= 0-37(E L IEl) 5)

LEGENDS

0 2GLACIS (11 11) -GLACIS (11 13) -

GLACIS(I 15) -GLACIS(I1 17) - L

01

0-01 0-02 003 0-04 _

0-06 EL E0 1-_ _ _ __ _ _

02 _ _

03 1___

0-4 0-5 1__

10

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

Irrigation sites to collect the data and consequently to check the authenticity of the empirical formulae already

evol vedes Lablished

ACKNOWIEDGEMENTS

The authors expresses their appreciation to the Government of Pakistan and USAII) through the Internat ional Irrigation Management InsLiLute ( IJMI) for the financial support of this study Technical assistance from IIMI through Dr Baghi AJi Shahid Principal Irrigation Engineer is also appreciated

NOTATIONS

q discharge intensity (cusecsft)

D

I)2

I)S

-

-

Upstream depth of flow (t)

Downstream depth of flow (ft)

(downstream depth of flow +depth of scour) in ft

(is - Maximum depth of scour (ft)

Ls - Length of scour (ft)

V2 - Velocity of flow on the downstream (ftsec)

F2 - Froude Number (ND)

l - Upstream specific energy (ft)

E

f

Fbo

Fbo

-

-

-

Specific energy loss (ft)

Silt factor (Nm)

Bed factor (ftsec )

Zero bed factor (ftsec 2

R

Tc

-

-

Hydraulic mean

Critical shear

radius (ft)

stress (lbft 2 )

Q - Angle of repose (radan)

9

REFEIENCE

1-1 Ahmed Hushtaq $ Relman Ahlur 1962 Design or Alluvial

channels as influenced by Sediment Charge Proc West Pakistan Engg

Congress Lahore Paper 351

Aihmed Mushtaq Some aspects of the design of weirs on Canals in relations to scour

Allen J 1947 Scale models in Hydraulic Engineering Longmans

Blench T 1957 Disc of Sediment Transport capability in erodible Channels in Journ Iyd Dn ASCE

Blench T 1951 Scales for moving bed models Dock lJarb Author

Blench T 1957 Regime Behaviour od Canals and Rivers futter Worths London

Kinrani SS 1963 Design of Silt stable Canals West Pakistan Water and Power Development Authority Pbn 92 Lahore

King C 1943 Practical design formula for stable Irrigation Channels Tech Report contd Pd Irrigation

Lindley ES 1919 Regime channels Proc Punjab Engg Cong 7

Lacey C1934 Uniform flow in alluvial river and canals Proclnst Civil Engrs

Lacey C 1930 Stable Channels in Alluvial Proc InstCivi Engrs

LIacey C 1939 Regime flow in incoherent alluvium Publ cent 3Id Irrigation India No 20 Simla

Lacey C 1932 Regime diagrams for the design of Canals andf distributions Tech Paper UP publ WKS Dep India (Irrigation Branch) No]

Lacey C 1948 A general theory of flow iii alluvial J lnstn Civil Fngrs Paper 5515 27

LIacey G 1956 low in alluvial channels with Sandy mobile beds Mii Proc Civ Engrs Vol 9 PP 145 - 164

Qureshi MS 1962 Regime relations in a gravel reach of the Red Deer River Alberta University of Alberta MSc thesis

Qtreshi MS 1972 Annual Report on Some Basic Studies on Ilydraulic Problems Technical Report No IIYDDTE396 of 1972

Ifo

TABLE 1 RESULTS OF MODEL TEST ON TIHE EFFECT OF DS GLACIS SLOPE ON SCOUR

sTr 10

q cusecs

1s DeL)th of

flow 1) ft

DS IDepth flowm D2ft

Cut off in ftL

Max Scour Depth (Is ftL

Scour Length in ft

1)s= 1)2 +Velocity

(is f of flow L6fi DS

tsec

1)S Froude Number

F2=V2

ELI

N1)

(1n IT--- 1 D

1 2 3 4 5 6 7 8 u STRIFl GUT-5CS PE = DOWNSTREAM GLACIS SLOPF

9 Ipound j1

10 11 12

111 15 10 05 055 15 155 105 0185 0328 0036

2 122 15 10 05 060 155 160 115 0020 0327 0038

3 133 15 10 05 065 160 165 125 0022 03254 0040

4 144 15 10 05 065 165 165 134 0235 03247 0040

5 111 15 08 07 070 170 153 135 0266 0453 0041

122 15 08 07 075 18 155 140 0276 0452 0042

7 133 15 08 07 080 19 160 162 032 0446 0042

3 144 15 08 07 075 21 160 168 033 0442 0036

111 15 10 05

UPSTREAM GLACIS SLOPE = DOWNSTREAM GLACIS SlOPE=

040 10 140

13

098 017 0329 0004

0 122 15 10 05 05 11 105 111 019 0327 0045

1 133 15 10 05 055 12 155 102 021 0326 0045

2

3

144

111

15

15

10

08

05

07

065

055

14

12

165

135

130

128

023

025

0325

0455

0046

0045

4 122 15 08 07 065 14 145 138 027 0453 0046

5 133 15 08 07 070 145 150 160 0315 0447 0048

6 144 15 08 07 075 155 155 165 0325 0446 -

11

UPSTREAM GLACIS SLOPE = i1 DOWNSTREAM GLACIS SLOPE = 15

2 3 4 5 6 7 8 9 10 it 12

17 111 150 10 05 035 70 135 097 O17 0329 0050

18 122 150 10 05 048 80 148 105 0185 032835 0060

19 t33 150 10 05 052 85 152 115 020 0328 0061 20 144 150 10 05 055 10 155 128 022 0326 0055 21 111 150 08 07 052 85 132 126 0248 0455 0061 22 122 150 08 07 060 10 140 135 0260 0453 0060

23 133 150 08 07 065 11 145 155 0305 0449 0059 24 144 150 08 07 070 12 150 160 0315 0448 0058

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLAC[S SLOPE = 17

25 111 15 10 05 060 10 16 110 0194 0327 0060 26 122 15 10 05 065 11 165 120 0212 0325 0059 27 133 15 10 05 070 115 170 136 0024 0322 0061 28 144 15 10 05 072 120 172 150 0264 0320 0060 29 111 15 08 07 065 110 155 132 0260 0453 0068 30 122 15 08 07 085 120 160 148 0029 0449 0060 31 133 15 03 07 085 130 165 158 0031 0447 0665 32 144 15 08 07 078 135 170 171 0034 0444 0065

UPSTREAM GLACIS SLOPE = 1I DOWNSTREAM GLACIS SIOPE = 15 CISTERN )EPTII = 075 ft

3 111 15 10 05 015 50 115 093 0164 0330 0030 4 122 15 10 05 002 55 120 102 0180 0329 0036 5 133 15 10 05 025 60 125 123 0217 0326 0042 6 144 15 10 05 030 70 130 133 0234 0325 0043

UPSTREAM GLACIS DOWNSTREAM GACIS

SLOPE = SLOPE =

11 15

CISTERN DEPTH = 05 ft 7 111 15 10 05 020 55 120 110 0194 0326 0036 3 122 15 10 05 025 65 125 125 0020 0324 0038

133 15 10 05 030 70 130 134 0236 0323 0043 ) 144 15 10 05 035 80 135 144 0254 0321 0044

12

UPSTREAI GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15

TWO ROWS OF FRICTION BLOCKS (SIZE = 04xO1x12)

1 2 3 4 5 6 7 8 9 10 11 12

41 111 150 10 05 020 80 120 109 0192 0327 0025

42 122 150 10 05 025 85 125 123 0217 0325 029

43 133 150 10 05 030 90 130 130 0229 0324 0033

44 144 150 10 05 035 100 135 138 0243 0323 0035

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15 END BAYS LOWERED BY 05 ft

45 111 150 10 05 025 30 125 124 0219 0323 008

46 144 150 10 05 04 35 140 143 0252 0321 011

13

FIG 1

DESIGN

WITH A

DETAILS

FALL

OF AN EXPERIMENTAL CHANNEL

AA PLAN

4-5 0000000

_

0000000

0_0CD000c

Ioooooooc pooooooq

I L

CROSS

A

SECTION-AA S1 j

LONGI TUDINAL UI L

16

SECTON W1

7

-__S _

2 0 1 5 1 5 4 5 1-5 1-5 2 0

0-51-0 05 16

5

SCALE

I 50 FT

FIG 2EFFECT OF DS GLACIS SLOPE ON SCOUR

DIMENSIONS OF SCOUR WITH GLACIS (1111)

TEST NO-1 US WL1504 -- HL--w

USWL=1 50 EHSTGL -

SDS WL=1-0

USWL=5+- HGL --------- TEST N5

JL fO o - Lop

DSWL

bull

O-8

US WL=I-50

I

-GL

-DS WLO-8

TEST NO-8

lt- -- shy

SCALE HOR I= 5OFT VER - I= 2-SFT

EFFECT OF

DIMENSIONS OF

DS GLACIS SLOPE ON

SCOUR WITH GLACTS (1 1

SCOUR

13)

FIG 3

WL150 F DS WL 10

TEST NO 9

(01

S U S

L

WLI50 Ilt HGL LJ

DS WL 10

TEST NO12TE T N 1

iL US WL 1-50-

-

-- GL -

L- -

DS W0

DS WL 0-8

TEST NO 13

TEST NO16

SCALE tHOR 1-50 FT VER 2 5 FT

FIG4

EFFECT OF DS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (1115)

-- --Li -

USWLI-S IDS WL 1-0 TEST NOA17

US WL1-5 -7DIS

H GL WL 1-0

TEST NO20

J L -o-0

L--- --shy

US W-L 15 H-GL~DS W-L 0-8 TEST NO24

SCALE

HOR- 1=5 OFT

VER 1=2-5FT

EFFECT OF DIS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (I117)

FIG5

USWL1- H GLJ1

tDS W-L 1-0 TEST NO - 25

-LJ

LDSW-L 1-0 TESTrNO shy 2 8

US~HR1HG

_ - S W-L 0-8

OF1T

TEST--NO 29

DS W L 0-8 TEST 1NO - 32

SCALE HORI-5 OFT VER-I--2-5 F Tshy

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG- 6

END BAYS LOWERED BY 05 FT DIMENTION OF SCOUR GLACIS(1115)

US WL 1-5 k-LJ _-H L

DSW-L 1-0TEST NO 46

LEFT

U S WL 1- 5 HltG L gt1D S W-L 10

000-0o-o0o -CENTRE

US W-L 1-5 HGL -_ DSWL 10

RIGHT

EXPERIMENTAL CHANN 4L

0 0 0 0

0 0

L 0 0 0 o 0 o 0 0o

0 0 0 0 00

SCALE HOR- 150 FT VER- 1= 25FT

EFFEC RELATION

2-0

DOs=1-5

DS=I-50

Ds 0-4

OF DS GLA BETWEEN Ds AND

IS SLOPE R DISCHARCE INTENSITY(s)

N7

1i2

12

LEGENDS

GLACIS (11 11)1

GLACIS 111 13) GLACIS (11 15)

0GLACIS (111 7)

-

to

0 06 q

0 8 10

1-5 2-00-2

EFFECT RELATION

OF DS GLACIS SLOPE ON SCOUR BETWEEN Ds AND DS FROUDS NOFG FIGURE 8

2 ~~~D 0( = 2) - - _ _ _ _ _ _ _ _ _ _ _

Ds= 21 (F2)Ds= 2 (F2) v

Ds=19(F2)0 2

0-8

)s

0-4

LEGENDS GLACIS(1I 1)----shy

GLACIS(111 3 )

GLACIS(1qIS)-s

GLACISWII 17) - A

0-2

001 0-02 0-06 0-10 015 0-20 0-25 0-30 0-50 1-0 F2 bull

0-2

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG9 RELATION BETWEEN ds AND DISCHAGE INTENSITY(q)

LS

0108

Ls0

0d06

0-04

iSoO045qAJLs

8

LEGENDS

GLACIS(IW 1l1) GLACIS(II 11)GLACS(1I13)

GLACIS(1I1I 7)

- 0

001

02 0-3 04 06

C

08 10 1-5 20 30)

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG10 RELATION BETWEEN DS AND ELEl

20

1-5

08

I Ds

DSI D)S=O-49(E LI E1115

DS= 045(ELIE 1)1 5 0 z D~CS= 0 -37(E L E 1)1-5 x

DS= 0-37(E L IEl) 5)

LEGENDS

0 2GLACIS (11 11) -GLACIS (11 13) -

GLACIS(I 15) -GLACIS(I1 17) - L

01

0-01 0-02 003 0-04 _

0-06 EL E0 1-_ _ _ __ _ _

02 _ _

03 1___

0-4 0-5 1__

10

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

NOTATIONS

q discharge intensity (cusecsft)

D

I)2

I)S

-

-

Upstream depth of flow (t)

Downstream depth of flow (ft)

(downstream depth of flow +depth of scour) in ft

(is - Maximum depth of scour (ft)

Ls - Length of scour (ft)

V2 - Velocity of flow on the downstream (ftsec)

F2 - Froude Number (ND)

l - Upstream specific energy (ft)

E

f

Fbo

Fbo

-

-

-

Specific energy loss (ft)

Silt factor (Nm)

Bed factor (ftsec )

Zero bed factor (ftsec 2

R

Tc

-

-

Hydraulic mean

Critical shear

radius (ft)

stress (lbft 2 )

Q - Angle of repose (radan)

9

REFEIENCE

1-1 Ahmed Hushtaq $ Relman Ahlur 1962 Design or Alluvial

channels as influenced by Sediment Charge Proc West Pakistan Engg

Congress Lahore Paper 351

Aihmed Mushtaq Some aspects of the design of weirs on Canals in relations to scour

Allen J 1947 Scale models in Hydraulic Engineering Longmans

Blench T 1957 Disc of Sediment Transport capability in erodible Channels in Journ Iyd Dn ASCE

Blench T 1951 Scales for moving bed models Dock lJarb Author

Blench T 1957 Regime Behaviour od Canals and Rivers futter Worths London

Kinrani SS 1963 Design of Silt stable Canals West Pakistan Water and Power Development Authority Pbn 92 Lahore

King C 1943 Practical design formula for stable Irrigation Channels Tech Report contd Pd Irrigation

Lindley ES 1919 Regime channels Proc Punjab Engg Cong 7

Lacey C1934 Uniform flow in alluvial river and canals Proclnst Civil Engrs

Lacey C 1930 Stable Channels in Alluvial Proc InstCivi Engrs

LIacey C 1939 Regime flow in incoherent alluvium Publ cent 3Id Irrigation India No 20 Simla

Lacey C 1932 Regime diagrams for the design of Canals andf distributions Tech Paper UP publ WKS Dep India (Irrigation Branch) No]

Lacey C 1948 A general theory of flow iii alluvial J lnstn Civil Fngrs Paper 5515 27

LIacey G 1956 low in alluvial channels with Sandy mobile beds Mii Proc Civ Engrs Vol 9 PP 145 - 164

Qureshi MS 1962 Regime relations in a gravel reach of the Red Deer River Alberta University of Alberta MSc thesis

Qtreshi MS 1972 Annual Report on Some Basic Studies on Ilydraulic Problems Technical Report No IIYDDTE396 of 1972

Ifo

TABLE 1 RESULTS OF MODEL TEST ON TIHE EFFECT OF DS GLACIS SLOPE ON SCOUR

sTr 10

q cusecs

1s DeL)th of

flow 1) ft

DS IDepth flowm D2ft

Cut off in ftL

Max Scour Depth (Is ftL

Scour Length in ft

1)s= 1)2 +Velocity

(is f of flow L6fi DS

tsec

1)S Froude Number

F2=V2

ELI

N1)

(1n IT--- 1 D

1 2 3 4 5 6 7 8 u STRIFl GUT-5CS PE = DOWNSTREAM GLACIS SLOPF

9 Ipound j1

10 11 12

111 15 10 05 055 15 155 105 0185 0328 0036

2 122 15 10 05 060 155 160 115 0020 0327 0038

3 133 15 10 05 065 160 165 125 0022 03254 0040

4 144 15 10 05 065 165 165 134 0235 03247 0040

5 111 15 08 07 070 170 153 135 0266 0453 0041

122 15 08 07 075 18 155 140 0276 0452 0042

7 133 15 08 07 080 19 160 162 032 0446 0042

3 144 15 08 07 075 21 160 168 033 0442 0036

111 15 10 05

UPSTREAM GLACIS SLOPE = DOWNSTREAM GLACIS SlOPE=

040 10 140

13

098 017 0329 0004

0 122 15 10 05 05 11 105 111 019 0327 0045

1 133 15 10 05 055 12 155 102 021 0326 0045

2

3

144

111

15

15

10

08

05

07

065

055

14

12

165

135

130

128

023

025

0325

0455

0046

0045

4 122 15 08 07 065 14 145 138 027 0453 0046

5 133 15 08 07 070 145 150 160 0315 0447 0048

6 144 15 08 07 075 155 155 165 0325 0446 -

11

UPSTREAM GLACIS SLOPE = i1 DOWNSTREAM GLACIS SLOPE = 15

2 3 4 5 6 7 8 9 10 it 12

17 111 150 10 05 035 70 135 097 O17 0329 0050

18 122 150 10 05 048 80 148 105 0185 032835 0060

19 t33 150 10 05 052 85 152 115 020 0328 0061 20 144 150 10 05 055 10 155 128 022 0326 0055 21 111 150 08 07 052 85 132 126 0248 0455 0061 22 122 150 08 07 060 10 140 135 0260 0453 0060

23 133 150 08 07 065 11 145 155 0305 0449 0059 24 144 150 08 07 070 12 150 160 0315 0448 0058

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLAC[S SLOPE = 17

25 111 15 10 05 060 10 16 110 0194 0327 0060 26 122 15 10 05 065 11 165 120 0212 0325 0059 27 133 15 10 05 070 115 170 136 0024 0322 0061 28 144 15 10 05 072 120 172 150 0264 0320 0060 29 111 15 08 07 065 110 155 132 0260 0453 0068 30 122 15 08 07 085 120 160 148 0029 0449 0060 31 133 15 03 07 085 130 165 158 0031 0447 0665 32 144 15 08 07 078 135 170 171 0034 0444 0065

UPSTREAM GLACIS SLOPE = 1I DOWNSTREAM GLACIS SIOPE = 15 CISTERN )EPTII = 075 ft

3 111 15 10 05 015 50 115 093 0164 0330 0030 4 122 15 10 05 002 55 120 102 0180 0329 0036 5 133 15 10 05 025 60 125 123 0217 0326 0042 6 144 15 10 05 030 70 130 133 0234 0325 0043

UPSTREAM GLACIS DOWNSTREAM GACIS

SLOPE = SLOPE =

11 15

CISTERN DEPTH = 05 ft 7 111 15 10 05 020 55 120 110 0194 0326 0036 3 122 15 10 05 025 65 125 125 0020 0324 0038

133 15 10 05 030 70 130 134 0236 0323 0043 ) 144 15 10 05 035 80 135 144 0254 0321 0044

12

UPSTREAI GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15

TWO ROWS OF FRICTION BLOCKS (SIZE = 04xO1x12)

1 2 3 4 5 6 7 8 9 10 11 12

41 111 150 10 05 020 80 120 109 0192 0327 0025

42 122 150 10 05 025 85 125 123 0217 0325 029

43 133 150 10 05 030 90 130 130 0229 0324 0033

44 144 150 10 05 035 100 135 138 0243 0323 0035

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15 END BAYS LOWERED BY 05 ft

45 111 150 10 05 025 30 125 124 0219 0323 008

46 144 150 10 05 04 35 140 143 0252 0321 011

13

FIG 1

DESIGN

WITH A

DETAILS

FALL

OF AN EXPERIMENTAL CHANNEL

AA PLAN

4-5 0000000

_

0000000

0_0CD000c

Ioooooooc pooooooq

I L

CROSS

A

SECTION-AA S1 j

LONGI TUDINAL UI L

16

SECTON W1

7

-__S _

2 0 1 5 1 5 4 5 1-5 1-5 2 0

0-51-0 05 16

5

SCALE

I 50 FT

FIG 2EFFECT OF DS GLACIS SLOPE ON SCOUR

DIMENSIONS OF SCOUR WITH GLACIS (1111)

TEST NO-1 US WL1504 -- HL--w

USWL=1 50 EHSTGL -

SDS WL=1-0

USWL=5+- HGL --------- TEST N5

JL fO o - Lop

DSWL

bull

O-8

US WL=I-50

I

-GL

-DS WLO-8

TEST NO-8

lt- -- shy

SCALE HOR I= 5OFT VER - I= 2-SFT

EFFECT OF

DIMENSIONS OF

DS GLACIS SLOPE ON

SCOUR WITH GLACTS (1 1

SCOUR

13)

FIG 3

WL150 F DS WL 10

TEST NO 9

(01

S U S

L

WLI50 Ilt HGL LJ

DS WL 10

TEST NO12TE T N 1

iL US WL 1-50-

-

-- GL -

L- -

DS W0

DS WL 0-8

TEST NO 13

TEST NO16

SCALE tHOR 1-50 FT VER 2 5 FT

FIG4

EFFECT OF DS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (1115)

-- --Li -

USWLI-S IDS WL 1-0 TEST NOA17

US WL1-5 -7DIS

H GL WL 1-0

TEST NO20

J L -o-0

L--- --shy

US W-L 15 H-GL~DS W-L 0-8 TEST NO24

SCALE

HOR- 1=5 OFT

VER 1=2-5FT

EFFECT OF DIS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (I117)

FIG5

USWL1- H GLJ1

tDS W-L 1-0 TEST NO - 25

-LJ

LDSW-L 1-0 TESTrNO shy 2 8

US~HR1HG

_ - S W-L 0-8

OF1T

TEST--NO 29

DS W L 0-8 TEST 1NO - 32

SCALE HORI-5 OFT VER-I--2-5 F Tshy

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG- 6

END BAYS LOWERED BY 05 FT DIMENTION OF SCOUR GLACIS(1115)

US WL 1-5 k-LJ _-H L

DSW-L 1-0TEST NO 46

LEFT

U S WL 1- 5 HltG L gt1D S W-L 10

000-0o-o0o -CENTRE

US W-L 1-5 HGL -_ DSWL 10

RIGHT

EXPERIMENTAL CHANN 4L

0 0 0 0

0 0

L 0 0 0 o 0 o 0 0o

0 0 0 0 00

SCALE HOR- 150 FT VER- 1= 25FT

EFFEC RELATION

2-0

DOs=1-5

DS=I-50

Ds 0-4

OF DS GLA BETWEEN Ds AND

IS SLOPE R DISCHARCE INTENSITY(s)

N7

1i2

12

LEGENDS

GLACIS (11 11)1

GLACIS 111 13) GLACIS (11 15)

0GLACIS (111 7)

-

to

0 06 q

0 8 10

1-5 2-00-2

EFFECT RELATION

OF DS GLACIS SLOPE ON SCOUR BETWEEN Ds AND DS FROUDS NOFG FIGURE 8

2 ~~~D 0( = 2) - - _ _ _ _ _ _ _ _ _ _ _

Ds= 21 (F2)Ds= 2 (F2) v

Ds=19(F2)0 2

0-8

)s

0-4

LEGENDS GLACIS(1I 1)----shy

GLACIS(111 3 )

GLACIS(1qIS)-s

GLACISWII 17) - A

0-2

001 0-02 0-06 0-10 015 0-20 0-25 0-30 0-50 1-0 F2 bull

0-2

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG9 RELATION BETWEEN ds AND DISCHAGE INTENSITY(q)

LS

0108

Ls0

0d06

0-04

iSoO045qAJLs

8

LEGENDS

GLACIS(IW 1l1) GLACIS(II 11)GLACS(1I13)

GLACIS(1I1I 7)

- 0

001

02 0-3 04 06

C

08 10 1-5 20 30)

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG10 RELATION BETWEEN DS AND ELEl

20

1-5

08

I Ds

DSI D)S=O-49(E LI E1115

DS= 045(ELIE 1)1 5 0 z D~CS= 0 -37(E L E 1)1-5 x

DS= 0-37(E L IEl) 5)

LEGENDS

0 2GLACIS (11 11) -GLACIS (11 13) -

GLACIS(I 15) -GLACIS(I1 17) - L

01

0-01 0-02 003 0-04 _

0-06 EL E0 1-_ _ _ __ _ _

02 _ _

03 1___

0-4 0-5 1__

10

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

REFEIENCE

1-1 Ahmed Hushtaq $ Relman Ahlur 1962 Design or Alluvial

channels as influenced by Sediment Charge Proc West Pakistan Engg

Congress Lahore Paper 351

Aihmed Mushtaq Some aspects of the design of weirs on Canals in relations to scour

Allen J 1947 Scale models in Hydraulic Engineering Longmans

Blench T 1957 Disc of Sediment Transport capability in erodible Channels in Journ Iyd Dn ASCE

Blench T 1951 Scales for moving bed models Dock lJarb Author

Blench T 1957 Regime Behaviour od Canals and Rivers futter Worths London

Kinrani SS 1963 Design of Silt stable Canals West Pakistan Water and Power Development Authority Pbn 92 Lahore

King C 1943 Practical design formula for stable Irrigation Channels Tech Report contd Pd Irrigation

Lindley ES 1919 Regime channels Proc Punjab Engg Cong 7

Lacey C1934 Uniform flow in alluvial river and canals Proclnst Civil Engrs

Lacey C 1930 Stable Channels in Alluvial Proc InstCivi Engrs

LIacey C 1939 Regime flow in incoherent alluvium Publ cent 3Id Irrigation India No 20 Simla

Lacey C 1932 Regime diagrams for the design of Canals andf distributions Tech Paper UP publ WKS Dep India (Irrigation Branch) No]

Lacey C 1948 A general theory of flow iii alluvial J lnstn Civil Fngrs Paper 5515 27

LIacey G 1956 low in alluvial channels with Sandy mobile beds Mii Proc Civ Engrs Vol 9 PP 145 - 164

Qureshi MS 1962 Regime relations in a gravel reach of the Red Deer River Alberta University of Alberta MSc thesis

Qtreshi MS 1972 Annual Report on Some Basic Studies on Ilydraulic Problems Technical Report No IIYDDTE396 of 1972

Ifo

TABLE 1 RESULTS OF MODEL TEST ON TIHE EFFECT OF DS GLACIS SLOPE ON SCOUR

sTr 10

q cusecs

1s DeL)th of

flow 1) ft

DS IDepth flowm D2ft

Cut off in ftL

Max Scour Depth (Is ftL

Scour Length in ft

1)s= 1)2 +Velocity

(is f of flow L6fi DS

tsec

1)S Froude Number

F2=V2

ELI

N1)

(1n IT--- 1 D

1 2 3 4 5 6 7 8 u STRIFl GUT-5CS PE = DOWNSTREAM GLACIS SLOPF

9 Ipound j1

10 11 12

111 15 10 05 055 15 155 105 0185 0328 0036

2 122 15 10 05 060 155 160 115 0020 0327 0038

3 133 15 10 05 065 160 165 125 0022 03254 0040

4 144 15 10 05 065 165 165 134 0235 03247 0040

5 111 15 08 07 070 170 153 135 0266 0453 0041

122 15 08 07 075 18 155 140 0276 0452 0042

7 133 15 08 07 080 19 160 162 032 0446 0042

3 144 15 08 07 075 21 160 168 033 0442 0036

111 15 10 05

UPSTREAM GLACIS SLOPE = DOWNSTREAM GLACIS SlOPE=

040 10 140

13

098 017 0329 0004

0 122 15 10 05 05 11 105 111 019 0327 0045

1 133 15 10 05 055 12 155 102 021 0326 0045

2

3

144

111

15

15

10

08

05

07

065

055

14

12

165

135

130

128

023

025

0325

0455

0046

0045

4 122 15 08 07 065 14 145 138 027 0453 0046

5 133 15 08 07 070 145 150 160 0315 0447 0048

6 144 15 08 07 075 155 155 165 0325 0446 -

11

UPSTREAM GLACIS SLOPE = i1 DOWNSTREAM GLACIS SLOPE = 15

2 3 4 5 6 7 8 9 10 it 12

17 111 150 10 05 035 70 135 097 O17 0329 0050

18 122 150 10 05 048 80 148 105 0185 032835 0060

19 t33 150 10 05 052 85 152 115 020 0328 0061 20 144 150 10 05 055 10 155 128 022 0326 0055 21 111 150 08 07 052 85 132 126 0248 0455 0061 22 122 150 08 07 060 10 140 135 0260 0453 0060

23 133 150 08 07 065 11 145 155 0305 0449 0059 24 144 150 08 07 070 12 150 160 0315 0448 0058

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLAC[S SLOPE = 17

25 111 15 10 05 060 10 16 110 0194 0327 0060 26 122 15 10 05 065 11 165 120 0212 0325 0059 27 133 15 10 05 070 115 170 136 0024 0322 0061 28 144 15 10 05 072 120 172 150 0264 0320 0060 29 111 15 08 07 065 110 155 132 0260 0453 0068 30 122 15 08 07 085 120 160 148 0029 0449 0060 31 133 15 03 07 085 130 165 158 0031 0447 0665 32 144 15 08 07 078 135 170 171 0034 0444 0065

UPSTREAM GLACIS SLOPE = 1I DOWNSTREAM GLACIS SIOPE = 15 CISTERN )EPTII = 075 ft

3 111 15 10 05 015 50 115 093 0164 0330 0030 4 122 15 10 05 002 55 120 102 0180 0329 0036 5 133 15 10 05 025 60 125 123 0217 0326 0042 6 144 15 10 05 030 70 130 133 0234 0325 0043

UPSTREAM GLACIS DOWNSTREAM GACIS

SLOPE = SLOPE =

11 15

CISTERN DEPTH = 05 ft 7 111 15 10 05 020 55 120 110 0194 0326 0036 3 122 15 10 05 025 65 125 125 0020 0324 0038

133 15 10 05 030 70 130 134 0236 0323 0043 ) 144 15 10 05 035 80 135 144 0254 0321 0044

12

UPSTREAI GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15

TWO ROWS OF FRICTION BLOCKS (SIZE = 04xO1x12)

1 2 3 4 5 6 7 8 9 10 11 12

41 111 150 10 05 020 80 120 109 0192 0327 0025

42 122 150 10 05 025 85 125 123 0217 0325 029

43 133 150 10 05 030 90 130 130 0229 0324 0033

44 144 150 10 05 035 100 135 138 0243 0323 0035

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15 END BAYS LOWERED BY 05 ft

45 111 150 10 05 025 30 125 124 0219 0323 008

46 144 150 10 05 04 35 140 143 0252 0321 011

13

FIG 1

DESIGN

WITH A

DETAILS

FALL

OF AN EXPERIMENTAL CHANNEL

AA PLAN

4-5 0000000

_

0000000

0_0CD000c

Ioooooooc pooooooq

I L

CROSS

A

SECTION-AA S1 j

LONGI TUDINAL UI L

16

SECTON W1

7

-__S _

2 0 1 5 1 5 4 5 1-5 1-5 2 0

0-51-0 05 16

5

SCALE

I 50 FT

FIG 2EFFECT OF DS GLACIS SLOPE ON SCOUR

DIMENSIONS OF SCOUR WITH GLACIS (1111)

TEST NO-1 US WL1504 -- HL--w

USWL=1 50 EHSTGL -

SDS WL=1-0

USWL=5+- HGL --------- TEST N5

JL fO o - Lop

DSWL

bull

O-8

US WL=I-50

I

-GL

-DS WLO-8

TEST NO-8

lt- -- shy

SCALE HOR I= 5OFT VER - I= 2-SFT

EFFECT OF

DIMENSIONS OF

DS GLACIS SLOPE ON

SCOUR WITH GLACTS (1 1

SCOUR

13)

FIG 3

WL150 F DS WL 10

TEST NO 9

(01

S U S

L

WLI50 Ilt HGL LJ

DS WL 10

TEST NO12TE T N 1

iL US WL 1-50-

-

-- GL -

L- -

DS W0

DS WL 0-8

TEST NO 13

TEST NO16

SCALE tHOR 1-50 FT VER 2 5 FT

FIG4

EFFECT OF DS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (1115)

-- --Li -

USWLI-S IDS WL 1-0 TEST NOA17

US WL1-5 -7DIS

H GL WL 1-0

TEST NO20

J L -o-0

L--- --shy

US W-L 15 H-GL~DS W-L 0-8 TEST NO24

SCALE

HOR- 1=5 OFT

VER 1=2-5FT

EFFECT OF DIS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (I117)

FIG5

USWL1- H GLJ1

tDS W-L 1-0 TEST NO - 25

-LJ

LDSW-L 1-0 TESTrNO shy 2 8

US~HR1HG

_ - S W-L 0-8

OF1T

TEST--NO 29

DS W L 0-8 TEST 1NO - 32

SCALE HORI-5 OFT VER-I--2-5 F Tshy

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG- 6

END BAYS LOWERED BY 05 FT DIMENTION OF SCOUR GLACIS(1115)

US WL 1-5 k-LJ _-H L

DSW-L 1-0TEST NO 46

LEFT

U S WL 1- 5 HltG L gt1D S W-L 10

000-0o-o0o -CENTRE

US W-L 1-5 HGL -_ DSWL 10

RIGHT

EXPERIMENTAL CHANN 4L

0 0 0 0

0 0

L 0 0 0 o 0 o 0 0o

0 0 0 0 00

SCALE HOR- 150 FT VER- 1= 25FT

EFFEC RELATION

2-0

DOs=1-5

DS=I-50

Ds 0-4

OF DS GLA BETWEEN Ds AND

IS SLOPE R DISCHARCE INTENSITY(s)

N7

1i2

12

LEGENDS

GLACIS (11 11)1

GLACIS 111 13) GLACIS (11 15)

0GLACIS (111 7)

-

to

0 06 q

0 8 10

1-5 2-00-2

EFFECT RELATION

OF DS GLACIS SLOPE ON SCOUR BETWEEN Ds AND DS FROUDS NOFG FIGURE 8

2 ~~~D 0( = 2) - - _ _ _ _ _ _ _ _ _ _ _

Ds= 21 (F2)Ds= 2 (F2) v

Ds=19(F2)0 2

0-8

)s

0-4

LEGENDS GLACIS(1I 1)----shy

GLACIS(111 3 )

GLACIS(1qIS)-s

GLACISWII 17) - A

0-2

001 0-02 0-06 0-10 015 0-20 0-25 0-30 0-50 1-0 F2 bull

0-2

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG9 RELATION BETWEEN ds AND DISCHAGE INTENSITY(q)

LS

0108

Ls0

0d06

0-04

iSoO045qAJLs

8

LEGENDS

GLACIS(IW 1l1) GLACIS(II 11)GLACS(1I13)

GLACIS(1I1I 7)

- 0

001

02 0-3 04 06

C

08 10 1-5 20 30)

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG10 RELATION BETWEEN DS AND ELEl

20

1-5

08

I Ds

DSI D)S=O-49(E LI E1115

DS= 045(ELIE 1)1 5 0 z D~CS= 0 -37(E L E 1)1-5 x

DS= 0-37(E L IEl) 5)

LEGENDS

0 2GLACIS (11 11) -GLACIS (11 13) -

GLACIS(I 15) -GLACIS(I1 17) - L

01

0-01 0-02 003 0-04 _

0-06 EL E0 1-_ _ _ __ _ _

02 _ _

03 1___

0-4 0-5 1__

10

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

TABLE 1 RESULTS OF MODEL TEST ON TIHE EFFECT OF DS GLACIS SLOPE ON SCOUR

sTr 10

q cusecs

1s DeL)th of

flow 1) ft

DS IDepth flowm D2ft

Cut off in ftL

Max Scour Depth (Is ftL

Scour Length in ft

1)s= 1)2 +Velocity

(is f of flow L6fi DS

tsec

1)S Froude Number

F2=V2

ELI

N1)

(1n IT--- 1 D

1 2 3 4 5 6 7 8 u STRIFl GUT-5CS PE = DOWNSTREAM GLACIS SLOPF

9 Ipound j1

10 11 12

111 15 10 05 055 15 155 105 0185 0328 0036

2 122 15 10 05 060 155 160 115 0020 0327 0038

3 133 15 10 05 065 160 165 125 0022 03254 0040

4 144 15 10 05 065 165 165 134 0235 03247 0040

5 111 15 08 07 070 170 153 135 0266 0453 0041

122 15 08 07 075 18 155 140 0276 0452 0042

7 133 15 08 07 080 19 160 162 032 0446 0042

3 144 15 08 07 075 21 160 168 033 0442 0036

111 15 10 05

UPSTREAM GLACIS SLOPE = DOWNSTREAM GLACIS SlOPE=

040 10 140

13

098 017 0329 0004

0 122 15 10 05 05 11 105 111 019 0327 0045

1 133 15 10 05 055 12 155 102 021 0326 0045

2

3

144

111

15

15

10

08

05

07

065

055

14

12

165

135

130

128

023

025

0325

0455

0046

0045

4 122 15 08 07 065 14 145 138 027 0453 0046

5 133 15 08 07 070 145 150 160 0315 0447 0048

6 144 15 08 07 075 155 155 165 0325 0446 -

11

UPSTREAM GLACIS SLOPE = i1 DOWNSTREAM GLACIS SLOPE = 15

2 3 4 5 6 7 8 9 10 it 12

17 111 150 10 05 035 70 135 097 O17 0329 0050

18 122 150 10 05 048 80 148 105 0185 032835 0060

19 t33 150 10 05 052 85 152 115 020 0328 0061 20 144 150 10 05 055 10 155 128 022 0326 0055 21 111 150 08 07 052 85 132 126 0248 0455 0061 22 122 150 08 07 060 10 140 135 0260 0453 0060

23 133 150 08 07 065 11 145 155 0305 0449 0059 24 144 150 08 07 070 12 150 160 0315 0448 0058

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLAC[S SLOPE = 17

25 111 15 10 05 060 10 16 110 0194 0327 0060 26 122 15 10 05 065 11 165 120 0212 0325 0059 27 133 15 10 05 070 115 170 136 0024 0322 0061 28 144 15 10 05 072 120 172 150 0264 0320 0060 29 111 15 08 07 065 110 155 132 0260 0453 0068 30 122 15 08 07 085 120 160 148 0029 0449 0060 31 133 15 03 07 085 130 165 158 0031 0447 0665 32 144 15 08 07 078 135 170 171 0034 0444 0065

UPSTREAM GLACIS SLOPE = 1I DOWNSTREAM GLACIS SIOPE = 15 CISTERN )EPTII = 075 ft

3 111 15 10 05 015 50 115 093 0164 0330 0030 4 122 15 10 05 002 55 120 102 0180 0329 0036 5 133 15 10 05 025 60 125 123 0217 0326 0042 6 144 15 10 05 030 70 130 133 0234 0325 0043

UPSTREAM GLACIS DOWNSTREAM GACIS

SLOPE = SLOPE =

11 15

CISTERN DEPTH = 05 ft 7 111 15 10 05 020 55 120 110 0194 0326 0036 3 122 15 10 05 025 65 125 125 0020 0324 0038

133 15 10 05 030 70 130 134 0236 0323 0043 ) 144 15 10 05 035 80 135 144 0254 0321 0044

12

UPSTREAI GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15

TWO ROWS OF FRICTION BLOCKS (SIZE = 04xO1x12)

1 2 3 4 5 6 7 8 9 10 11 12

41 111 150 10 05 020 80 120 109 0192 0327 0025

42 122 150 10 05 025 85 125 123 0217 0325 029

43 133 150 10 05 030 90 130 130 0229 0324 0033

44 144 150 10 05 035 100 135 138 0243 0323 0035

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15 END BAYS LOWERED BY 05 ft

45 111 150 10 05 025 30 125 124 0219 0323 008

46 144 150 10 05 04 35 140 143 0252 0321 011

13

FIG 1

DESIGN

WITH A

DETAILS

FALL

OF AN EXPERIMENTAL CHANNEL

AA PLAN

4-5 0000000

_

0000000

0_0CD000c

Ioooooooc pooooooq

I L

CROSS

A

SECTION-AA S1 j

LONGI TUDINAL UI L

16

SECTON W1

7

-__S _

2 0 1 5 1 5 4 5 1-5 1-5 2 0

0-51-0 05 16

5

SCALE

I 50 FT

FIG 2EFFECT OF DS GLACIS SLOPE ON SCOUR

DIMENSIONS OF SCOUR WITH GLACIS (1111)

TEST NO-1 US WL1504 -- HL--w

USWL=1 50 EHSTGL -

SDS WL=1-0

USWL=5+- HGL --------- TEST N5

JL fO o - Lop

DSWL

bull

O-8

US WL=I-50

I

-GL

-DS WLO-8

TEST NO-8

lt- -- shy

SCALE HOR I= 5OFT VER - I= 2-SFT

EFFECT OF

DIMENSIONS OF

DS GLACIS SLOPE ON

SCOUR WITH GLACTS (1 1

SCOUR

13)

FIG 3

WL150 F DS WL 10

TEST NO 9

(01

S U S

L

WLI50 Ilt HGL LJ

DS WL 10

TEST NO12TE T N 1

iL US WL 1-50-

-

-- GL -

L- -

DS W0

DS WL 0-8

TEST NO 13

TEST NO16

SCALE tHOR 1-50 FT VER 2 5 FT

FIG4

EFFECT OF DS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (1115)

-- --Li -

USWLI-S IDS WL 1-0 TEST NOA17

US WL1-5 -7DIS

H GL WL 1-0

TEST NO20

J L -o-0

L--- --shy

US W-L 15 H-GL~DS W-L 0-8 TEST NO24

SCALE

HOR- 1=5 OFT

VER 1=2-5FT

EFFECT OF DIS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (I117)

FIG5

USWL1- H GLJ1

tDS W-L 1-0 TEST NO - 25

-LJ

LDSW-L 1-0 TESTrNO shy 2 8

US~HR1HG

_ - S W-L 0-8

OF1T

TEST--NO 29

DS W L 0-8 TEST 1NO - 32

SCALE HORI-5 OFT VER-I--2-5 F Tshy

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG- 6

END BAYS LOWERED BY 05 FT DIMENTION OF SCOUR GLACIS(1115)

US WL 1-5 k-LJ _-H L

DSW-L 1-0TEST NO 46

LEFT

U S WL 1- 5 HltG L gt1D S W-L 10

000-0o-o0o -CENTRE

US W-L 1-5 HGL -_ DSWL 10

RIGHT

EXPERIMENTAL CHANN 4L

0 0 0 0

0 0

L 0 0 0 o 0 o 0 0o

0 0 0 0 00

SCALE HOR- 150 FT VER- 1= 25FT

EFFEC RELATION

2-0

DOs=1-5

DS=I-50

Ds 0-4

OF DS GLA BETWEEN Ds AND

IS SLOPE R DISCHARCE INTENSITY(s)

N7

1i2

12

LEGENDS

GLACIS (11 11)1

GLACIS 111 13) GLACIS (11 15)

0GLACIS (111 7)

-

to

0 06 q

0 8 10

1-5 2-00-2

EFFECT RELATION

OF DS GLACIS SLOPE ON SCOUR BETWEEN Ds AND DS FROUDS NOFG FIGURE 8

2 ~~~D 0( = 2) - - _ _ _ _ _ _ _ _ _ _ _

Ds= 21 (F2)Ds= 2 (F2) v

Ds=19(F2)0 2

0-8

)s

0-4

LEGENDS GLACIS(1I 1)----shy

GLACIS(111 3 )

GLACIS(1qIS)-s

GLACISWII 17) - A

0-2

001 0-02 0-06 0-10 015 0-20 0-25 0-30 0-50 1-0 F2 bull

0-2

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG9 RELATION BETWEEN ds AND DISCHAGE INTENSITY(q)

LS

0108

Ls0

0d06

0-04

iSoO045qAJLs

8

LEGENDS

GLACIS(IW 1l1) GLACIS(II 11)GLACS(1I13)

GLACIS(1I1I 7)

- 0

001

02 0-3 04 06

C

08 10 1-5 20 30)

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG10 RELATION BETWEEN DS AND ELEl

20

1-5

08

I Ds

DSI D)S=O-49(E LI E1115

DS= 045(ELIE 1)1 5 0 z D~CS= 0 -37(E L E 1)1-5 x

DS= 0-37(E L IEl) 5)

LEGENDS

0 2GLACIS (11 11) -GLACIS (11 13) -

GLACIS(I 15) -GLACIS(I1 17) - L

01

0-01 0-02 003 0-04 _

0-06 EL E0 1-_ _ _ __ _ _

02 _ _

03 1___

0-4 0-5 1__

10

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

UPSTREAM GLACIS SLOPE = i1 DOWNSTREAM GLACIS SLOPE = 15

2 3 4 5 6 7 8 9 10 it 12

17 111 150 10 05 035 70 135 097 O17 0329 0050

18 122 150 10 05 048 80 148 105 0185 032835 0060

19 t33 150 10 05 052 85 152 115 020 0328 0061 20 144 150 10 05 055 10 155 128 022 0326 0055 21 111 150 08 07 052 85 132 126 0248 0455 0061 22 122 150 08 07 060 10 140 135 0260 0453 0060

23 133 150 08 07 065 11 145 155 0305 0449 0059 24 144 150 08 07 070 12 150 160 0315 0448 0058

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLAC[S SLOPE = 17

25 111 15 10 05 060 10 16 110 0194 0327 0060 26 122 15 10 05 065 11 165 120 0212 0325 0059 27 133 15 10 05 070 115 170 136 0024 0322 0061 28 144 15 10 05 072 120 172 150 0264 0320 0060 29 111 15 08 07 065 110 155 132 0260 0453 0068 30 122 15 08 07 085 120 160 148 0029 0449 0060 31 133 15 03 07 085 130 165 158 0031 0447 0665 32 144 15 08 07 078 135 170 171 0034 0444 0065

UPSTREAM GLACIS SLOPE = 1I DOWNSTREAM GLACIS SIOPE = 15 CISTERN )EPTII = 075 ft

3 111 15 10 05 015 50 115 093 0164 0330 0030 4 122 15 10 05 002 55 120 102 0180 0329 0036 5 133 15 10 05 025 60 125 123 0217 0326 0042 6 144 15 10 05 030 70 130 133 0234 0325 0043

UPSTREAM GLACIS DOWNSTREAM GACIS

SLOPE = SLOPE =

11 15

CISTERN DEPTH = 05 ft 7 111 15 10 05 020 55 120 110 0194 0326 0036 3 122 15 10 05 025 65 125 125 0020 0324 0038

133 15 10 05 030 70 130 134 0236 0323 0043 ) 144 15 10 05 035 80 135 144 0254 0321 0044

12

UPSTREAI GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15

TWO ROWS OF FRICTION BLOCKS (SIZE = 04xO1x12)

1 2 3 4 5 6 7 8 9 10 11 12

41 111 150 10 05 020 80 120 109 0192 0327 0025

42 122 150 10 05 025 85 125 123 0217 0325 029

43 133 150 10 05 030 90 130 130 0229 0324 0033

44 144 150 10 05 035 100 135 138 0243 0323 0035

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15 END BAYS LOWERED BY 05 ft

45 111 150 10 05 025 30 125 124 0219 0323 008

46 144 150 10 05 04 35 140 143 0252 0321 011

13

FIG 1

DESIGN

WITH A

DETAILS

FALL

OF AN EXPERIMENTAL CHANNEL

AA PLAN

4-5 0000000

_

0000000

0_0CD000c

Ioooooooc pooooooq

I L

CROSS

A

SECTION-AA S1 j

LONGI TUDINAL UI L

16

SECTON W1

7

-__S _

2 0 1 5 1 5 4 5 1-5 1-5 2 0

0-51-0 05 16

5

SCALE

I 50 FT

FIG 2EFFECT OF DS GLACIS SLOPE ON SCOUR

DIMENSIONS OF SCOUR WITH GLACIS (1111)

TEST NO-1 US WL1504 -- HL--w

USWL=1 50 EHSTGL -

SDS WL=1-0

USWL=5+- HGL --------- TEST N5

JL fO o - Lop

DSWL

bull

O-8

US WL=I-50

I

-GL

-DS WLO-8

TEST NO-8

lt- -- shy

SCALE HOR I= 5OFT VER - I= 2-SFT

EFFECT OF

DIMENSIONS OF

DS GLACIS SLOPE ON

SCOUR WITH GLACTS (1 1

SCOUR

13)

FIG 3

WL150 F DS WL 10

TEST NO 9

(01

S U S

L

WLI50 Ilt HGL LJ

DS WL 10

TEST NO12TE T N 1

iL US WL 1-50-

-

-- GL -

L- -

DS W0

DS WL 0-8

TEST NO 13

TEST NO16

SCALE tHOR 1-50 FT VER 2 5 FT

FIG4

EFFECT OF DS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (1115)

-- --Li -

USWLI-S IDS WL 1-0 TEST NOA17

US WL1-5 -7DIS

H GL WL 1-0

TEST NO20

J L -o-0

L--- --shy

US W-L 15 H-GL~DS W-L 0-8 TEST NO24

SCALE

HOR- 1=5 OFT

VER 1=2-5FT

EFFECT OF DIS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (I117)

FIG5

USWL1- H GLJ1

tDS W-L 1-0 TEST NO - 25

-LJ

LDSW-L 1-0 TESTrNO shy 2 8

US~HR1HG

_ - S W-L 0-8

OF1T

TEST--NO 29

DS W L 0-8 TEST 1NO - 32

SCALE HORI-5 OFT VER-I--2-5 F Tshy

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG- 6

END BAYS LOWERED BY 05 FT DIMENTION OF SCOUR GLACIS(1115)

US WL 1-5 k-LJ _-H L

DSW-L 1-0TEST NO 46

LEFT

U S WL 1- 5 HltG L gt1D S W-L 10

000-0o-o0o -CENTRE

US W-L 1-5 HGL -_ DSWL 10

RIGHT

EXPERIMENTAL CHANN 4L

0 0 0 0

0 0

L 0 0 0 o 0 o 0 0o

0 0 0 0 00

SCALE HOR- 150 FT VER- 1= 25FT

EFFEC RELATION

2-0

DOs=1-5

DS=I-50

Ds 0-4

OF DS GLA BETWEEN Ds AND

IS SLOPE R DISCHARCE INTENSITY(s)

N7

1i2

12

LEGENDS

GLACIS (11 11)1

GLACIS 111 13) GLACIS (11 15)

0GLACIS (111 7)

-

to

0 06 q

0 8 10

1-5 2-00-2

EFFECT RELATION

OF DS GLACIS SLOPE ON SCOUR BETWEEN Ds AND DS FROUDS NOFG FIGURE 8

2 ~~~D 0( = 2) - - _ _ _ _ _ _ _ _ _ _ _

Ds= 21 (F2)Ds= 2 (F2) v

Ds=19(F2)0 2

0-8

)s

0-4

LEGENDS GLACIS(1I 1)----shy

GLACIS(111 3 )

GLACIS(1qIS)-s

GLACISWII 17) - A

0-2

001 0-02 0-06 0-10 015 0-20 0-25 0-30 0-50 1-0 F2 bull

0-2

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG9 RELATION BETWEEN ds AND DISCHAGE INTENSITY(q)

LS

0108

Ls0

0d06

0-04

iSoO045qAJLs

8

LEGENDS

GLACIS(IW 1l1) GLACIS(II 11)GLACS(1I13)

GLACIS(1I1I 7)

- 0

001

02 0-3 04 06

C

08 10 1-5 20 30)

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG10 RELATION BETWEEN DS AND ELEl

20

1-5

08

I Ds

DSI D)S=O-49(E LI E1115

DS= 045(ELIE 1)1 5 0 z D~CS= 0 -37(E L E 1)1-5 x

DS= 0-37(E L IEl) 5)

LEGENDS

0 2GLACIS (11 11) -GLACIS (11 13) -

GLACIS(I 15) -GLACIS(I1 17) - L

01

0-01 0-02 003 0-04 _

0-06 EL E0 1-_ _ _ __ _ _

02 _ _

03 1___

0-4 0-5 1__

10

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

UPSTREAI GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15

TWO ROWS OF FRICTION BLOCKS (SIZE = 04xO1x12)

1 2 3 4 5 6 7 8 9 10 11 12

41 111 150 10 05 020 80 120 109 0192 0327 0025

42 122 150 10 05 025 85 125 123 0217 0325 029

43 133 150 10 05 030 90 130 130 0229 0324 0033

44 144 150 10 05 035 100 135 138 0243 0323 0035

UPSTREAM GLACIS SLOPE = 11 DOWNSTREAM GLACIS SLOPE = 15 END BAYS LOWERED BY 05 ft

45 111 150 10 05 025 30 125 124 0219 0323 008

46 144 150 10 05 04 35 140 143 0252 0321 011

13

FIG 1

DESIGN

WITH A

DETAILS

FALL

OF AN EXPERIMENTAL CHANNEL

AA PLAN

4-5 0000000

_

0000000

0_0CD000c

Ioooooooc pooooooq

I L

CROSS

A

SECTION-AA S1 j

LONGI TUDINAL UI L

16

SECTON W1

7

-__S _

2 0 1 5 1 5 4 5 1-5 1-5 2 0

0-51-0 05 16

5

SCALE

I 50 FT

FIG 2EFFECT OF DS GLACIS SLOPE ON SCOUR

DIMENSIONS OF SCOUR WITH GLACIS (1111)

TEST NO-1 US WL1504 -- HL--w

USWL=1 50 EHSTGL -

SDS WL=1-0

USWL=5+- HGL --------- TEST N5

JL fO o - Lop

DSWL

bull

O-8

US WL=I-50

I

-GL

-DS WLO-8

TEST NO-8

lt- -- shy

SCALE HOR I= 5OFT VER - I= 2-SFT

EFFECT OF

DIMENSIONS OF

DS GLACIS SLOPE ON

SCOUR WITH GLACTS (1 1

SCOUR

13)

FIG 3

WL150 F DS WL 10

TEST NO 9

(01

S U S

L

WLI50 Ilt HGL LJ

DS WL 10

TEST NO12TE T N 1

iL US WL 1-50-

-

-- GL -

L- -

DS W0

DS WL 0-8

TEST NO 13

TEST NO16

SCALE tHOR 1-50 FT VER 2 5 FT

FIG4

EFFECT OF DS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (1115)

-- --Li -

USWLI-S IDS WL 1-0 TEST NOA17

US WL1-5 -7DIS

H GL WL 1-0

TEST NO20

J L -o-0

L--- --shy

US W-L 15 H-GL~DS W-L 0-8 TEST NO24

SCALE

HOR- 1=5 OFT

VER 1=2-5FT

EFFECT OF DIS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (I117)

FIG5

USWL1- H GLJ1

tDS W-L 1-0 TEST NO - 25

-LJ

LDSW-L 1-0 TESTrNO shy 2 8

US~HR1HG

_ - S W-L 0-8

OF1T

TEST--NO 29

DS W L 0-8 TEST 1NO - 32

SCALE HORI-5 OFT VER-I--2-5 F Tshy

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG- 6

END BAYS LOWERED BY 05 FT DIMENTION OF SCOUR GLACIS(1115)

US WL 1-5 k-LJ _-H L

DSW-L 1-0TEST NO 46

LEFT

U S WL 1- 5 HltG L gt1D S W-L 10

000-0o-o0o -CENTRE

US W-L 1-5 HGL -_ DSWL 10

RIGHT

EXPERIMENTAL CHANN 4L

0 0 0 0

0 0

L 0 0 0 o 0 o 0 0o

0 0 0 0 00

SCALE HOR- 150 FT VER- 1= 25FT

EFFEC RELATION

2-0

DOs=1-5

DS=I-50

Ds 0-4

OF DS GLA BETWEEN Ds AND

IS SLOPE R DISCHARCE INTENSITY(s)

N7

1i2

12

LEGENDS

GLACIS (11 11)1

GLACIS 111 13) GLACIS (11 15)

0GLACIS (111 7)

-

to

0 06 q

0 8 10

1-5 2-00-2

EFFECT RELATION

OF DS GLACIS SLOPE ON SCOUR BETWEEN Ds AND DS FROUDS NOFG FIGURE 8

2 ~~~D 0( = 2) - - _ _ _ _ _ _ _ _ _ _ _

Ds= 21 (F2)Ds= 2 (F2) v

Ds=19(F2)0 2

0-8

)s

0-4

LEGENDS GLACIS(1I 1)----shy

GLACIS(111 3 )

GLACIS(1qIS)-s

GLACISWII 17) - A

0-2

001 0-02 0-06 0-10 015 0-20 0-25 0-30 0-50 1-0 F2 bull

0-2

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG9 RELATION BETWEEN ds AND DISCHAGE INTENSITY(q)

LS

0108

Ls0

0d06

0-04

iSoO045qAJLs

8

LEGENDS

GLACIS(IW 1l1) GLACIS(II 11)GLACS(1I13)

GLACIS(1I1I 7)

- 0

001

02 0-3 04 06

C

08 10 1-5 20 30)

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG10 RELATION BETWEEN DS AND ELEl

20

1-5

08

I Ds

DSI D)S=O-49(E LI E1115

DS= 045(ELIE 1)1 5 0 z D~CS= 0 -37(E L E 1)1-5 x

DS= 0-37(E L IEl) 5)

LEGENDS

0 2GLACIS (11 11) -GLACIS (11 13) -

GLACIS(I 15) -GLACIS(I1 17) - L

01

0-01 0-02 003 0-04 _

0-06 EL E0 1-_ _ _ __ _ _

02 _ _

03 1___

0-4 0-5 1__

10

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

FIG 1

DESIGN

WITH A

DETAILS

FALL

OF AN EXPERIMENTAL CHANNEL

AA PLAN

4-5 0000000

_

0000000

0_0CD000c

Ioooooooc pooooooq

I L

CROSS

A

SECTION-AA S1 j

LONGI TUDINAL UI L

16

SECTON W1

7

-__S _

2 0 1 5 1 5 4 5 1-5 1-5 2 0

0-51-0 05 16

5

SCALE

I 50 FT

FIG 2EFFECT OF DS GLACIS SLOPE ON SCOUR

DIMENSIONS OF SCOUR WITH GLACIS (1111)

TEST NO-1 US WL1504 -- HL--w

USWL=1 50 EHSTGL -

SDS WL=1-0

USWL=5+- HGL --------- TEST N5

JL fO o - Lop

DSWL

bull

O-8

US WL=I-50

I

-GL

-DS WLO-8

TEST NO-8

lt- -- shy

SCALE HOR I= 5OFT VER - I= 2-SFT

EFFECT OF

DIMENSIONS OF

DS GLACIS SLOPE ON

SCOUR WITH GLACTS (1 1

SCOUR

13)

FIG 3

WL150 F DS WL 10

TEST NO 9

(01

S U S

L

WLI50 Ilt HGL LJ

DS WL 10

TEST NO12TE T N 1

iL US WL 1-50-

-

-- GL -

L- -

DS W0

DS WL 0-8

TEST NO 13

TEST NO16

SCALE tHOR 1-50 FT VER 2 5 FT

FIG4

EFFECT OF DS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (1115)

-- --Li -

USWLI-S IDS WL 1-0 TEST NOA17

US WL1-5 -7DIS

H GL WL 1-0

TEST NO20

J L -o-0

L--- --shy

US W-L 15 H-GL~DS W-L 0-8 TEST NO24

SCALE

HOR- 1=5 OFT

VER 1=2-5FT

EFFECT OF DIS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (I117)

FIG5

USWL1- H GLJ1

tDS W-L 1-0 TEST NO - 25

-LJ

LDSW-L 1-0 TESTrNO shy 2 8

US~HR1HG

_ - S W-L 0-8

OF1T

TEST--NO 29

DS W L 0-8 TEST 1NO - 32

SCALE HORI-5 OFT VER-I--2-5 F Tshy

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG- 6

END BAYS LOWERED BY 05 FT DIMENTION OF SCOUR GLACIS(1115)

US WL 1-5 k-LJ _-H L

DSW-L 1-0TEST NO 46

LEFT

U S WL 1- 5 HltG L gt1D S W-L 10

000-0o-o0o -CENTRE

US W-L 1-5 HGL -_ DSWL 10

RIGHT

EXPERIMENTAL CHANN 4L

0 0 0 0

0 0

L 0 0 0 o 0 o 0 0o

0 0 0 0 00

SCALE HOR- 150 FT VER- 1= 25FT

EFFEC RELATION

2-0

DOs=1-5

DS=I-50

Ds 0-4

OF DS GLA BETWEEN Ds AND

IS SLOPE R DISCHARCE INTENSITY(s)

N7

1i2

12

LEGENDS

GLACIS (11 11)1

GLACIS 111 13) GLACIS (11 15)

0GLACIS (111 7)

-

to

0 06 q

0 8 10

1-5 2-00-2

EFFECT RELATION

OF DS GLACIS SLOPE ON SCOUR BETWEEN Ds AND DS FROUDS NOFG FIGURE 8

2 ~~~D 0( = 2) - - _ _ _ _ _ _ _ _ _ _ _

Ds= 21 (F2)Ds= 2 (F2) v

Ds=19(F2)0 2

0-8

)s

0-4

LEGENDS GLACIS(1I 1)----shy

GLACIS(111 3 )

GLACIS(1qIS)-s

GLACISWII 17) - A

0-2

001 0-02 0-06 0-10 015 0-20 0-25 0-30 0-50 1-0 F2 bull

0-2

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG9 RELATION BETWEEN ds AND DISCHAGE INTENSITY(q)

LS

0108

Ls0

0d06

0-04

iSoO045qAJLs

8

LEGENDS

GLACIS(IW 1l1) GLACIS(II 11)GLACS(1I13)

GLACIS(1I1I 7)

- 0

001

02 0-3 04 06

C

08 10 1-5 20 30)

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG10 RELATION BETWEEN DS AND ELEl

20

1-5

08

I Ds

DSI D)S=O-49(E LI E1115

DS= 045(ELIE 1)1 5 0 z D~CS= 0 -37(E L E 1)1-5 x

DS= 0-37(E L IEl) 5)

LEGENDS

0 2GLACIS (11 11) -GLACIS (11 13) -

GLACIS(I 15) -GLACIS(I1 17) - L

01

0-01 0-02 003 0-04 _

0-06 EL E0 1-_ _ _ __ _ _

02 _ _

03 1___

0-4 0-5 1__

10

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

FIG 2EFFECT OF DS GLACIS SLOPE ON SCOUR

DIMENSIONS OF SCOUR WITH GLACIS (1111)

TEST NO-1 US WL1504 -- HL--w

USWL=1 50 EHSTGL -

SDS WL=1-0

USWL=5+- HGL --------- TEST N5

JL fO o - Lop

DSWL

bull

O-8

US WL=I-50

I

-GL

-DS WLO-8

TEST NO-8

lt- -- shy

SCALE HOR I= 5OFT VER - I= 2-SFT

EFFECT OF

DIMENSIONS OF

DS GLACIS SLOPE ON

SCOUR WITH GLACTS (1 1

SCOUR

13)

FIG 3

WL150 F DS WL 10

TEST NO 9

(01

S U S

L

WLI50 Ilt HGL LJ

DS WL 10

TEST NO12TE T N 1

iL US WL 1-50-

-

-- GL -

L- -

DS W0

DS WL 0-8

TEST NO 13

TEST NO16

SCALE tHOR 1-50 FT VER 2 5 FT

FIG4

EFFECT OF DS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (1115)

-- --Li -

USWLI-S IDS WL 1-0 TEST NOA17

US WL1-5 -7DIS

H GL WL 1-0

TEST NO20

J L -o-0

L--- --shy

US W-L 15 H-GL~DS W-L 0-8 TEST NO24

SCALE

HOR- 1=5 OFT

VER 1=2-5FT

EFFECT OF DIS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (I117)

FIG5

USWL1- H GLJ1

tDS W-L 1-0 TEST NO - 25

-LJ

LDSW-L 1-0 TESTrNO shy 2 8

US~HR1HG

_ - S W-L 0-8

OF1T

TEST--NO 29

DS W L 0-8 TEST 1NO - 32

SCALE HORI-5 OFT VER-I--2-5 F Tshy

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG- 6

END BAYS LOWERED BY 05 FT DIMENTION OF SCOUR GLACIS(1115)

US WL 1-5 k-LJ _-H L

DSW-L 1-0TEST NO 46

LEFT

U S WL 1- 5 HltG L gt1D S W-L 10

000-0o-o0o -CENTRE

US W-L 1-5 HGL -_ DSWL 10

RIGHT

EXPERIMENTAL CHANN 4L

0 0 0 0

0 0

L 0 0 0 o 0 o 0 0o

0 0 0 0 00

SCALE HOR- 150 FT VER- 1= 25FT

EFFEC RELATION

2-0

DOs=1-5

DS=I-50

Ds 0-4

OF DS GLA BETWEEN Ds AND

IS SLOPE R DISCHARCE INTENSITY(s)

N7

1i2

12

LEGENDS

GLACIS (11 11)1

GLACIS 111 13) GLACIS (11 15)

0GLACIS (111 7)

-

to

0 06 q

0 8 10

1-5 2-00-2

EFFECT RELATION

OF DS GLACIS SLOPE ON SCOUR BETWEEN Ds AND DS FROUDS NOFG FIGURE 8

2 ~~~D 0( = 2) - - _ _ _ _ _ _ _ _ _ _ _

Ds= 21 (F2)Ds= 2 (F2) v

Ds=19(F2)0 2

0-8

)s

0-4

LEGENDS GLACIS(1I 1)----shy

GLACIS(111 3 )

GLACIS(1qIS)-s

GLACISWII 17) - A

0-2

001 0-02 0-06 0-10 015 0-20 0-25 0-30 0-50 1-0 F2 bull

0-2

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG9 RELATION BETWEEN ds AND DISCHAGE INTENSITY(q)

LS

0108

Ls0

0d06

0-04

iSoO045qAJLs

8

LEGENDS

GLACIS(IW 1l1) GLACIS(II 11)GLACS(1I13)

GLACIS(1I1I 7)

- 0

001

02 0-3 04 06

C

08 10 1-5 20 30)

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG10 RELATION BETWEEN DS AND ELEl

20

1-5

08

I Ds

DSI D)S=O-49(E LI E1115

DS= 045(ELIE 1)1 5 0 z D~CS= 0 -37(E L E 1)1-5 x

DS= 0-37(E L IEl) 5)

LEGENDS

0 2GLACIS (11 11) -GLACIS (11 13) -

GLACIS(I 15) -GLACIS(I1 17) - L

01

0-01 0-02 003 0-04 _

0-06 EL E0 1-_ _ _ __ _ _

02 _ _

03 1___

0-4 0-5 1__

10

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

EFFECT OF

DIMENSIONS OF

DS GLACIS SLOPE ON

SCOUR WITH GLACTS (1 1

SCOUR

13)

FIG 3

WL150 F DS WL 10

TEST NO 9

(01

S U S

L

WLI50 Ilt HGL LJ

DS WL 10

TEST NO12TE T N 1

iL US WL 1-50-

-

-- GL -

L- -

DS W0

DS WL 0-8

TEST NO 13

TEST NO16

SCALE tHOR 1-50 FT VER 2 5 FT

FIG4

EFFECT OF DS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (1115)

-- --Li -

USWLI-S IDS WL 1-0 TEST NOA17

US WL1-5 -7DIS

H GL WL 1-0

TEST NO20

J L -o-0

L--- --shy

US W-L 15 H-GL~DS W-L 0-8 TEST NO24

SCALE

HOR- 1=5 OFT

VER 1=2-5FT

EFFECT OF DIS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (I117)

FIG5

USWL1- H GLJ1

tDS W-L 1-0 TEST NO - 25

-LJ

LDSW-L 1-0 TESTrNO shy 2 8

US~HR1HG

_ - S W-L 0-8

OF1T

TEST--NO 29

DS W L 0-8 TEST 1NO - 32

SCALE HORI-5 OFT VER-I--2-5 F Tshy

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG- 6

END BAYS LOWERED BY 05 FT DIMENTION OF SCOUR GLACIS(1115)

US WL 1-5 k-LJ _-H L

DSW-L 1-0TEST NO 46

LEFT

U S WL 1- 5 HltG L gt1D S W-L 10

000-0o-o0o -CENTRE

US W-L 1-5 HGL -_ DSWL 10

RIGHT

EXPERIMENTAL CHANN 4L

0 0 0 0

0 0

L 0 0 0 o 0 o 0 0o

0 0 0 0 00

SCALE HOR- 150 FT VER- 1= 25FT

EFFEC RELATION

2-0

DOs=1-5

DS=I-50

Ds 0-4

OF DS GLA BETWEEN Ds AND

IS SLOPE R DISCHARCE INTENSITY(s)

N7

1i2

12

LEGENDS

GLACIS (11 11)1

GLACIS 111 13) GLACIS (11 15)

0GLACIS (111 7)

-

to

0 06 q

0 8 10

1-5 2-00-2

EFFECT RELATION

OF DS GLACIS SLOPE ON SCOUR BETWEEN Ds AND DS FROUDS NOFG FIGURE 8

2 ~~~D 0( = 2) - - _ _ _ _ _ _ _ _ _ _ _

Ds= 21 (F2)Ds= 2 (F2) v

Ds=19(F2)0 2

0-8

)s

0-4

LEGENDS GLACIS(1I 1)----shy

GLACIS(111 3 )

GLACIS(1qIS)-s

GLACISWII 17) - A

0-2

001 0-02 0-06 0-10 015 0-20 0-25 0-30 0-50 1-0 F2 bull

0-2

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG9 RELATION BETWEEN ds AND DISCHAGE INTENSITY(q)

LS

0108

Ls0

0d06

0-04

iSoO045qAJLs

8

LEGENDS

GLACIS(IW 1l1) GLACIS(II 11)GLACS(1I13)

GLACIS(1I1I 7)

- 0

001

02 0-3 04 06

C

08 10 1-5 20 30)

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG10 RELATION BETWEEN DS AND ELEl

20

1-5

08

I Ds

DSI D)S=O-49(E LI E1115

DS= 045(ELIE 1)1 5 0 z D~CS= 0 -37(E L E 1)1-5 x

DS= 0-37(E L IEl) 5)

LEGENDS

0 2GLACIS (11 11) -GLACIS (11 13) -

GLACIS(I 15) -GLACIS(I1 17) - L

01

0-01 0-02 003 0-04 _

0-06 EL E0 1-_ _ _ __ _ _

02 _ _

03 1___

0-4 0-5 1__

10

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

FIG4

EFFECT OF DS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (1115)

-- --Li -

USWLI-S IDS WL 1-0 TEST NOA17

US WL1-5 -7DIS

H GL WL 1-0

TEST NO20

J L -o-0

L--- --shy

US W-L 15 H-GL~DS W-L 0-8 TEST NO24

SCALE

HOR- 1=5 OFT

VER 1=2-5FT

EFFECT OF DIS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (I117)

FIG5

USWL1- H GLJ1

tDS W-L 1-0 TEST NO - 25

-LJ

LDSW-L 1-0 TESTrNO shy 2 8

US~HR1HG

_ - S W-L 0-8

OF1T

TEST--NO 29

DS W L 0-8 TEST 1NO - 32

SCALE HORI-5 OFT VER-I--2-5 F Tshy

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG- 6

END BAYS LOWERED BY 05 FT DIMENTION OF SCOUR GLACIS(1115)

US WL 1-5 k-LJ _-H L

DSW-L 1-0TEST NO 46

LEFT

U S WL 1- 5 HltG L gt1D S W-L 10

000-0o-o0o -CENTRE

US W-L 1-5 HGL -_ DSWL 10

RIGHT

EXPERIMENTAL CHANN 4L

0 0 0 0

0 0

L 0 0 0 o 0 o 0 0o

0 0 0 0 00

SCALE HOR- 150 FT VER- 1= 25FT

EFFEC RELATION

2-0

DOs=1-5

DS=I-50

Ds 0-4

OF DS GLA BETWEEN Ds AND

IS SLOPE R DISCHARCE INTENSITY(s)

N7

1i2

12

LEGENDS

GLACIS (11 11)1

GLACIS 111 13) GLACIS (11 15)

0GLACIS (111 7)

-

to

0 06 q

0 8 10

1-5 2-00-2

EFFECT RELATION

OF DS GLACIS SLOPE ON SCOUR BETWEEN Ds AND DS FROUDS NOFG FIGURE 8

2 ~~~D 0( = 2) - - _ _ _ _ _ _ _ _ _ _ _

Ds= 21 (F2)Ds= 2 (F2) v

Ds=19(F2)0 2

0-8

)s

0-4

LEGENDS GLACIS(1I 1)----shy

GLACIS(111 3 )

GLACIS(1qIS)-s

GLACISWII 17) - A

0-2

001 0-02 0-06 0-10 015 0-20 0-25 0-30 0-50 1-0 F2 bull

0-2

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG9 RELATION BETWEEN ds AND DISCHAGE INTENSITY(q)

LS

0108

Ls0

0d06

0-04

iSoO045qAJLs

8

LEGENDS

GLACIS(IW 1l1) GLACIS(II 11)GLACS(1I13)

GLACIS(1I1I 7)

- 0

001

02 0-3 04 06

C

08 10 1-5 20 30)

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG10 RELATION BETWEEN DS AND ELEl

20

1-5

08

I Ds

DSI D)S=O-49(E LI E1115

DS= 045(ELIE 1)1 5 0 z D~CS= 0 -37(E L E 1)1-5 x

DS= 0-37(E L IEl) 5)

LEGENDS

0 2GLACIS (11 11) -GLACIS (11 13) -

GLACIS(I 15) -GLACIS(I1 17) - L

01

0-01 0-02 003 0-04 _

0-06 EL E0 1-_ _ _ __ _ _

02 _ _

03 1___

0-4 0-5 1__

10

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

EFFECT OF DIS GLACIS SLOPE ON SCOUR DIMENSIONS OF SCOUR WITH GLACIS (I117)

FIG5

USWL1- H GLJ1

tDS W-L 1-0 TEST NO - 25

-LJ

LDSW-L 1-0 TESTrNO shy 2 8

US~HR1HG

_ - S W-L 0-8

OF1T

TEST--NO 29

DS W L 0-8 TEST 1NO - 32

SCALE HORI-5 OFT VER-I--2-5 F Tshy

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG- 6

END BAYS LOWERED BY 05 FT DIMENTION OF SCOUR GLACIS(1115)

US WL 1-5 k-LJ _-H L

DSW-L 1-0TEST NO 46

LEFT

U S WL 1- 5 HltG L gt1D S W-L 10

000-0o-o0o -CENTRE

US W-L 1-5 HGL -_ DSWL 10

RIGHT

EXPERIMENTAL CHANN 4L

0 0 0 0

0 0

L 0 0 0 o 0 o 0 0o

0 0 0 0 00

SCALE HOR- 150 FT VER- 1= 25FT

EFFEC RELATION

2-0

DOs=1-5

DS=I-50

Ds 0-4

OF DS GLA BETWEEN Ds AND

IS SLOPE R DISCHARCE INTENSITY(s)

N7

1i2

12

LEGENDS

GLACIS (11 11)1

GLACIS 111 13) GLACIS (11 15)

0GLACIS (111 7)

-

to

0 06 q

0 8 10

1-5 2-00-2

EFFECT RELATION

OF DS GLACIS SLOPE ON SCOUR BETWEEN Ds AND DS FROUDS NOFG FIGURE 8

2 ~~~D 0( = 2) - - _ _ _ _ _ _ _ _ _ _ _

Ds= 21 (F2)Ds= 2 (F2) v

Ds=19(F2)0 2

0-8

)s

0-4

LEGENDS GLACIS(1I 1)----shy

GLACIS(111 3 )

GLACIS(1qIS)-s

GLACISWII 17) - A

0-2

001 0-02 0-06 0-10 015 0-20 0-25 0-30 0-50 1-0 F2 bull

0-2

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG9 RELATION BETWEEN ds AND DISCHAGE INTENSITY(q)

LS

0108

Ls0

0d06

0-04

iSoO045qAJLs

8

LEGENDS

GLACIS(IW 1l1) GLACIS(II 11)GLACS(1I13)

GLACIS(1I1I 7)

- 0

001

02 0-3 04 06

C

08 10 1-5 20 30)

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG10 RELATION BETWEEN DS AND ELEl

20

1-5

08

I Ds

DSI D)S=O-49(E LI E1115

DS= 045(ELIE 1)1 5 0 z D~CS= 0 -37(E L E 1)1-5 x

DS= 0-37(E L IEl) 5)

LEGENDS

0 2GLACIS (11 11) -GLACIS (11 13) -

GLACIS(I 15) -GLACIS(I1 17) - L

01

0-01 0-02 003 0-04 _

0-06 EL E0 1-_ _ _ __ _ _

02 _ _

03 1___

0-4 0-5 1__

10

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG- 6

END BAYS LOWERED BY 05 FT DIMENTION OF SCOUR GLACIS(1115)

US WL 1-5 k-LJ _-H L

DSW-L 1-0TEST NO 46

LEFT

U S WL 1- 5 HltG L gt1D S W-L 10

000-0o-o0o -CENTRE

US W-L 1-5 HGL -_ DSWL 10

RIGHT

EXPERIMENTAL CHANN 4L

0 0 0 0

0 0

L 0 0 0 o 0 o 0 0o

0 0 0 0 00

SCALE HOR- 150 FT VER- 1= 25FT

EFFEC RELATION

2-0

DOs=1-5

DS=I-50

Ds 0-4

OF DS GLA BETWEEN Ds AND

IS SLOPE R DISCHARCE INTENSITY(s)

N7

1i2

12

LEGENDS

GLACIS (11 11)1

GLACIS 111 13) GLACIS (11 15)

0GLACIS (111 7)

-

to

0 06 q

0 8 10

1-5 2-00-2

EFFECT RELATION

OF DS GLACIS SLOPE ON SCOUR BETWEEN Ds AND DS FROUDS NOFG FIGURE 8

2 ~~~D 0( = 2) - - _ _ _ _ _ _ _ _ _ _ _

Ds= 21 (F2)Ds= 2 (F2) v

Ds=19(F2)0 2

0-8

)s

0-4

LEGENDS GLACIS(1I 1)----shy

GLACIS(111 3 )

GLACIS(1qIS)-s

GLACISWII 17) - A

0-2

001 0-02 0-06 0-10 015 0-20 0-25 0-30 0-50 1-0 F2 bull

0-2

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG9 RELATION BETWEEN ds AND DISCHAGE INTENSITY(q)

LS

0108

Ls0

0d06

0-04

iSoO045qAJLs

8

LEGENDS

GLACIS(IW 1l1) GLACIS(II 11)GLACS(1I13)

GLACIS(1I1I 7)

- 0

001

02 0-3 04 06

C

08 10 1-5 20 30)

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG10 RELATION BETWEEN DS AND ELEl

20

1-5

08

I Ds

DSI D)S=O-49(E LI E1115

DS= 045(ELIE 1)1 5 0 z D~CS= 0 -37(E L E 1)1-5 x

DS= 0-37(E L IEl) 5)

LEGENDS

0 2GLACIS (11 11) -GLACIS (11 13) -

GLACIS(I 15) -GLACIS(I1 17) - L

01

0-01 0-02 003 0-04 _

0-06 EL E0 1-_ _ _ __ _ _

02 _ _

03 1___

0-4 0-5 1__

10

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

EFFEC RELATION

2-0

DOs=1-5

DS=I-50

Ds 0-4

OF DS GLA BETWEEN Ds AND

IS SLOPE R DISCHARCE INTENSITY(s)

N7

1i2

12

LEGENDS

GLACIS (11 11)1

GLACIS 111 13) GLACIS (11 15)

0GLACIS (111 7)

-

to

0 06 q

0 8 10

1-5 2-00-2

EFFECT RELATION

OF DS GLACIS SLOPE ON SCOUR BETWEEN Ds AND DS FROUDS NOFG FIGURE 8

2 ~~~D 0( = 2) - - _ _ _ _ _ _ _ _ _ _ _

Ds= 21 (F2)Ds= 2 (F2) v

Ds=19(F2)0 2

0-8

)s

0-4

LEGENDS GLACIS(1I 1)----shy

GLACIS(111 3 )

GLACIS(1qIS)-s

GLACISWII 17) - A

0-2

001 0-02 0-06 0-10 015 0-20 0-25 0-30 0-50 1-0 F2 bull

0-2

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG9 RELATION BETWEEN ds AND DISCHAGE INTENSITY(q)

LS

0108

Ls0

0d06

0-04

iSoO045qAJLs

8

LEGENDS

GLACIS(IW 1l1) GLACIS(II 11)GLACS(1I13)

GLACIS(1I1I 7)

- 0

001

02 0-3 04 06

C

08 10 1-5 20 30)

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG10 RELATION BETWEEN DS AND ELEl

20

1-5

08

I Ds

DSI D)S=O-49(E LI E1115

DS= 045(ELIE 1)1 5 0 z D~CS= 0 -37(E L E 1)1-5 x

DS= 0-37(E L IEl) 5)

LEGENDS

0 2GLACIS (11 11) -GLACIS (11 13) -

GLACIS(I 15) -GLACIS(I1 17) - L

01

0-01 0-02 003 0-04 _

0-06 EL E0 1-_ _ _ __ _ _

02 _ _

03 1___

0-4 0-5 1__

10

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

EFFECT RELATION

OF DS GLACIS SLOPE ON SCOUR BETWEEN Ds AND DS FROUDS NOFG FIGURE 8

2 ~~~D 0( = 2) - - _ _ _ _ _ _ _ _ _ _ _

Ds= 21 (F2)Ds= 2 (F2) v

Ds=19(F2)0 2

0-8

)s

0-4

LEGENDS GLACIS(1I 1)----shy

GLACIS(111 3 )

GLACIS(1qIS)-s

GLACISWII 17) - A

0-2

001 0-02 0-06 0-10 015 0-20 0-25 0-30 0-50 1-0 F2 bull

0-2

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG9 RELATION BETWEEN ds AND DISCHAGE INTENSITY(q)

LS

0108

Ls0

0d06

0-04

iSoO045qAJLs

8

LEGENDS

GLACIS(IW 1l1) GLACIS(II 11)GLACS(1I13)

GLACIS(1I1I 7)

- 0

001

02 0-3 04 06

C

08 10 1-5 20 30)

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG10 RELATION BETWEEN DS AND ELEl

20

1-5

08

I Ds

DSI D)S=O-49(E LI E1115

DS= 045(ELIE 1)1 5 0 z D~CS= 0 -37(E L E 1)1-5 x

DS= 0-37(E L IEl) 5)

LEGENDS

0 2GLACIS (11 11) -GLACIS (11 13) -

GLACIS(I 15) -GLACIS(I1 17) - L

01

0-01 0-02 003 0-04 _

0-06 EL E0 1-_ _ _ __ _ _

02 _ _

03 1___

0-4 0-5 1__

10

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

0-2

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG9 RELATION BETWEEN ds AND DISCHAGE INTENSITY(q)

LS

0108

Ls0

0d06

0-04

iSoO045qAJLs

8

LEGENDS

GLACIS(IW 1l1) GLACIS(II 11)GLACS(1I13)

GLACIS(1I1I 7)

- 0

001

02 0-3 04 06

C

08 10 1-5 20 30)

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG10 RELATION BETWEEN DS AND ELEl

20

1-5

08

I Ds

DSI D)S=O-49(E LI E1115

DS= 045(ELIE 1)1 5 0 z D~CS= 0 -37(E L E 1)1-5 x

DS= 0-37(E L IEl) 5)

LEGENDS

0 2GLACIS (11 11) -GLACIS (11 13) -

GLACIS(I 15) -GLACIS(I1 17) - L

01

0-01 0-02 003 0-04 _

0-06 EL E0 1-_ _ _ __ _ _

02 _ _

03 1___

0-4 0-5 1__

10

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

EFFECT OF DS GLACIS SLOPE ON SCOUR FIG10 RELATION BETWEEN DS AND ELEl

20

1-5

08

I Ds

DSI D)S=O-49(E LI E1115

DS= 045(ELIE 1)1 5 0 z D~CS= 0 -37(E L E 1)1-5 x

DS= 0-37(E L IEl) 5)

LEGENDS

0 2GLACIS (11 11) -GLACIS (11 13) -

GLACIS(I 15) -GLACIS(I1 17) - L

01

0-01 0-02 003 0-04 _

0-06 EL E0 1-_ _ _ __ _ _

02 _ _

03 1___

0-4 0-5 1__

10

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

20

I

EFFECT OF DS GLACIS SLOPE 01 SCOUR RELATION BETWEEN Ds AN DISCHAR( E INTENSITY (q)

FIGURE 11

10

0-8

SDS=130q 1 2_

DS 1-20q 1

1 (2 1DS=DS= 1 -1 1

__ _ _

0-6

Ds

0-4

LEGENDS

GLACIS (1115)WO CISTERN

(D

02

CISTERN DEPTH=0-75FT

CISTERN DEPTH=0-SFT -

WITH FRICTION BLOCKS

-A

0-2 0-4 0-5 08 1-0 1-5 2-0

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

EFFECT

RELATION

OF DS GLACIS BETWEEN Ds AND

SLOPE ON SCOUR DS FROUDSF 2

FIGURE 12

22

DS18(F2)0-2

10

DS= 165(F2 )

08

Us

04

0TWITH

LEGENDS GLAC IS (1 1 15) -0 (WITHOUT CI TERN) CISTERN DE TH =075FT CISTERN DE FTH 05FT ---FRICTiCN BLOCKSshy

01 0-01 0-02 006 0-10 F2 --- 020-- -25 030 0050 10

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

EFFECT OF DYS GLACIS SLOE ON SCOUR

RELATION BETW EN ds AND DISCH RGE INTENSITY Ls

O08

___----_

0-0

Ls I

03 J 0-03 ___LEGENDS

002

FIG 13

0 8 4 - 040O35q

=-03q 0-84

Lbs 0O025q 0 84

GLACIS (I- 15) - 0-WITHOUT CISTERN

CISTERN

DEPTH=0-75FT CISTERN DEPTH=05FT WITH FRICTION 3LOCKSshy

001 I 01 02 0-3 04 0-6 08 10 1-5 2

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

1-0

EFFECT OF DS GLACIS SLOPE ON SCOUR

RELATION BETWEEN DS AND EL El FIGURE 14

1-5

08

DS

0-4 rS=0-37(E

DS=0-31 (EL

DS =0 30 (E L i

EI)5

E l ) 1 -

____________

00

LEGENDS030 040

02GLACIO I ELIEl

S SU PE (11 1 5)0WNITHOUT CISTERN)

0-20

010 CISTERN EPTH=(-75FTbull

0 04

006 CISTERN [)EPTH=CSFT

0-03 WITH FRI0TION 00 KS 0 002

0-01

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

Photo

TEST NO 1

GLACIS SLOPE =11 CUT OFF =O5FT DISCHARGE -1CFS

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

mwrp - Photo 2

TEST NO 8

GLACIS SLOPE =11 CUT OFF =07FT DISCHARGE I CFS

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

3 Photo

TEST NO 12

GLACIS SLOPE=13 CUT OFF =0 5FT

DISCHARGE =1CFS

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

Pho to

TEST NO 12

GLACIS SLOPE =13 -FT CUT OFF =

DISCHARGE 1 4CFS

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

5 Phot o

TEST NO-16

GLACIS SLOPE = 13

CUT OFF =O07FT DISCHARGE 14CFS

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

6 Photo

I-I

AS SLOPE

I U

CUT OFF =0O7FT DISCHARGE zl1i4CFS

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

7 Photo

bull sun I

-ILA 4CFSDISCH AR GE

DI GC A 44 -

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

8 Photo

TEST NO 32

GLACIS SLOPE 17 CUT OFF 07FT DISCHARGE 144CFS

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

V A i

I hI

i 4

CUT OF Or5l

DI~SC~I--~IA Fi4C GLAISSLOPE 15

TEST NO bull44

GLACIS SLOPE =15 CUT OFF 0SFT D ISCHARGE =144 Cfs

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

Photo 10

14It

kk

TEST NO GLACIS SLOPE= 5 CUT OFF =0-5FT DISCHARGE =1 4CFS

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

1 Photo

TEST NO 45

GLACIS SLOPE 1--5 CUT OFF 0 SFT DISCHARGE I CFS

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

Photo 12

TEST NO 46

GLACIS SLOPE = 15 CUT OFF = 05FT

DISCHARGE = 1 44 CFS

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

GOVER1ENT OF SINDII

IRRIGATION AND POWER DEPARTMENT

TECHNICAL REPORT

ON

STUDY OF SEDIMENT EXCLUDERSFJECTORS

DIRECTORATE OF HYDROLOGY RESEARCH IN SINDH

HYDERABAD

GOVERNMENT OF PAKISTAN USAID

IRRIGATION SYSTEMS MANAGEMENT RESEARCH PROJECT WITH TECHNICAL ASSISTANT FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

CONTENTS

PagE

Introduction 1

Layout of Model 2

Design of Vortex Tube 2

Calibration of Model 4

Objectives 5

Methodology 6

Gate openings 6

Results and Discussions 6

Conclusions 9

Suggestions for future Research 19

Acknowledgements 19

References 11

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

INTRODUCTION

There are serious problems of excessive silt entry into Canals and distributories with the result that their discharge capacities are gradually reducing and causing great concern to cultivators Research work has been carried out in Pakistan and other developed countries to find out ways and means to minimizesilt entry into the canals The devices of silt exclusion mainly consist of silt excluders and silt ejectors The silt excluders are specially constructed at the head regulators of the canals off-taking from river whereas silt ejectors are constructed in the canal at a suitable position

Keeping in view the above a study of sediment ejectors for the Jamrao Canal has been taken up at the Laboratory

The Jamrao Canal takes water from the Nara Canal at the Jamrao weir 180 KM from Sukkur Barrage on River Indus For the past 60 years bed levels in the head reaches of the Jamrao Canal have reported a rise of about 80 ft There is a proposal to increase the designed discharge of the Nara Canal from 10000 cusecs to 18000 cusecs and of the Jamrao Canal from 4500 cusecs to 5700 cusecs The channels are suffering

badly from sediment deposits

The Jamrao Canal is to be twintnead The possibility of retLurning water to tile Canal system and the availability of 35m(1125 ft) head of water has made the use of vortex tube sediment ejectors feasible for both the Jamrao Canal and its twin Extracted sand will be trapped ir a settling basin and pumped out by dredger to a disposal area

The Jamrao tube sediment extractors are part of the canal remodelling component of the Left Bank Out Fall Drain STage-i Project (LBOD) The remodelling of canals was based on the criteria (PRC 1986) in which methods of Vantile Rijn (1985) and England and Hansen (1967) are used for predicting canal resistance and bed material cocentration (BMC) respectively Discreprancy ofratios predicted to observed Darcy friction factor and BMC were analysed giving the geometric means and standard deviations as shown in Table 1

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

Table 1 Discrepency ratio analysis

Ratio (predictedobserved) Mean Ratio STD (Range)

Darcy friction factor 096 083 to 120

Bed material concentration(BMC) 089 043 to 232

The results were considered acceptable

Layout of the Model

The layout of the model is shown in figure 1 It takes

into account the following design modifications

- The need for a sediment extractor on each canal to permit flexible operation

- The need for a settling basin for removal of extracted sediment disposal of dredging aiid return of extracted water for re-use in the twin canal

- The need for extended outlet pipes to pass sediment water flows from the Jamrao Canal inlet channel under the twin canal inlet channel to the settling basin

Design of Vortex Tubes

The design consiL5 of a circular tube closed at one one

end and placed below the canal bed and at right angles to the

central line of the canal water and sediment entry through a

slit formed tangentially to the tube canal bed level (RL 108)

are carried out together to the op n end of the tube by the ( Y

hori7ontal vortex formed in the tub_ A ratio of 9 tube length

to diameter was selected which met the criterian for

acceptable distribution of flow intensity in to the tube along

its length while also limiting tube head losses to a maximum

of 33 ft The design data of the two ejectors is summarized

in Table 2

2

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

Table 2 Data on dimensions of the Jamrao amp Twin vortex tube structures

Jamrao Canal Twin canalDimensions

Channel width (ft) 150 150

Channel capacity (Cusecs) 3095 2605

Channel depth (ft) 70 70

Vortex tube capacity (Cusecs) 607 250

Maximum head (ft) 1125 1125

3 3Number of tubes

Tube diameter (ft) 5 5

Tube length (ft) 45 45

Slit opening (ft) 15 15

Oulet pipe diameter (ft) 55 55

Ds0 bed materIal (mm) 020 020

Trapping efficiency () 790 650

- 857Return flow cusecs

10Extraction ratio () 20

The outlet pipes for the tubes of both structures var

ain length according to their position The longest tube has

length according to their position The Iongesttube has a

have openinglength of 386 ft The slits of the vortex tubes

of 15 ft Gates were located at the pipe out-le for control

of flow In addition gates were also located on the vortex

tubes to enable the isolation of the outlet pipes for

maintenance Maintenance access was provided at wells located

in the piers and common embankment between the inlet canals

The head losses were minimised by providing covers to the

the access wells andopenings in the outlet pipes at

vortextransitions for the change in the diameter between the

tube and outlet pipes

The model was constructed to an tindistorted scale of

115 It consists of two channels the Jamrao Canal and Twin

Canal length of each being equal to 90 ft corresponding to a

protype length of 1350 ft Three vortex tubes for each canal

length equal to 45 ft and a tube diameter of 50 t were

installed with the top of slit at RL 10800

The exact diameters of PVC pipes for the vortex tubes

and outlet pipe diameters were not available so pipes of

slightly different diameters were used as follows

3

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

Required diameter (mm) 71 102 112

Available diameter (mm) 70 99 112

PVC pipes have a thickness values of 110 mm in the

inner surface which make them appropriate for application in

the model

A transition structure located between the outlet pipes

and the settling basin serves as an energy dissipator a bend

and a diffuser to reduce velocities and to spread flows from

the various outlets to the settling basin

Calibration of the Model

The bed reoughness and sediment transport for the model

and prototype have also been calculated by means of five

appropriate prediction methods

Methods Bed Roughness Sediment transport

VREI[ Van Rijin Engelund amp Hansen

EIIEII Engelund amp Hansen Engelund amp Hansen

AWW PB WhiteParis amp Fetters Ackers amp White

B Brownlie

KK Karim amp Kennedy

The following is predicted and measured values for bed

roughness and sediment transport

Table 3 Predicted and Measured Model characteristics

Canal Discharge MetIiod Water Velocity Bed Cusecs depth (ms) Roughness Slope

(in) (m2s)

Jamrao 3095 VRE[I 012 027 62 6792 Inlet EIIEIT 015 021 45 6879

AWW PB 012 028 67 -KK 020 016 30 6792 B 015 021 45 6792 Model 014 022 50 7116 Values

TWin 2605 VROI 011 026 62 6747 Inlet EIE 013 46 6340OI 021

ANU PB 011 027 67 -KK 018 016 30 6347

6347B 014 021 45 020 6800Model 014 45

value

4

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

Table 4 Prototype amp model Estimates for Sediment Transport

Canal Discharge(Cusecs)

Method Bed Roughnessfm s)

Sediment Sediment Transport Transport

Prototype Model pp Prototype

ppm (Model

Jamrao 3095 VRE1[ 44 50 187 27

Inilet EIIEII 53 - 80 9

AWW PB 43 - 210 -

KK 49 -

B 48 - -

Twin 2605 VREII 43 45 187 27 Canal EIIEI 51 88 9

AWW PB 43 - - -KK 47 - - -B 47 - - -

From the above it appears that prototype and model values are similar to the VROI method and the same was adopted on the model

Estimation of Sediment Transport on the Model

The apparent valume of sediment equivalent to 27 ppm has been

calculated as under -

Discharge _ 3100 _ 878 m3S

1525 1525

Sediment Transport = 27 ppm

Apparent Volume= 2710-3 kgm3 878 32650kgm3xO6 5m IS X 3600

= 00062 m3 h

= 62 litrehour

Tle apparent volume of sediment equivalent to 27 ppm has been calculated as 62 litershour which was injected during the running of

the md6s

OBJECTIVES

The objectives of the test programme are

1 To examine the following flow related problems without sediment

- the relationship between discharge and gate openings of the outlet gate of different water levels in the Jnmrao and Win canals and the settling basin and

- the relationship ion the model between the head loss accross the slit and discharge

5

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

2 To study the performance of the diffusers at the enterance c of the settling basin

3 To study the performance of vortex tubes self cleaning of possible deposits in the tubes etc

METHODOLGY

The relationship in the model between discharge and gateopenings of the outlet can be used in the field in determining the gate opening needed to provide a required discharge through the tubes

The head loss accross the slits was detenined by calculating

the total energy head (the sum of the velocity head and pressure head

minus the water level in the settling basin)

For proper functioning of the diffusers the location of the

gates is to be examined as the discharge through the tubes can be

controlled at differnt points ie at the outlet gates pier gates and

central access well gates

Gate OpeningsTotal Energy HIead

Gate openings for various gate locations were fixed so as to

correspond to 20406080 and 100 percent in all cases Measurements were

made for the total energy head ie the difference between the water level

in the canal and in the settling basin

(i) 1150 - 10375 1125 ft )

(ii) 1150 - 10550 = 925 ft ) Kharif)

(iii) 1115 - 10375 775 ft ) Rabi

(iv) 115 - 10550 = 600 ft )

RESULTS AND DISCUSSIONS

i) Relationship dischargeGate opening

The relationship between discharge and gate opening was

determined for all vortex tubes for different locations of the gates In

each case five different openings linearly distributed upto a full

opening were tested The relationships for vortex tubes for different

locations of the gates were found to be linear and identical The

relationship for vortex tube no3 for gate locations at the outlet CAW I

and Pier I is shown in FIG 2 3 and 4

6

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

(ii) Relationship discliargeIfead loss across slit

llhe relationship between the head across the slit ( II) and

for the nr vortex tubes 2 34 and 6 proved to be linear in both observed

is based oiland estimated values (FIG ) Tihe estimated head loss equation

tle following equations

(Vo)2 1

hslit = -- 2g

4Q_ 2Vo nd

Wlhere

CV = 0721 tan h (02422 Id) for t 03d

h = 1 T - lo

It = h + V22g

1o = Pressure head in the vortex tubes

Q Tube dischgarge

I = Tube slit length

t = Slit width

d = Tube diameter

CV 07028 for I = 45 t = 15 and d = 50

(iii) Functioning of vortex TubeSelf cleaning operation

ests for self cleaning performance of vortex tube were caried

out Initially the tests were restricted to vortex tube nr3 being the

longest tube and the problem of self cleaning as compared to other tubes

will be somewhat more complex

Thie vortex tube was artifically choked by filling the sand by 50

and then IC1 Ilie gate openings were maintained at outlet gate 3 central

access well and at pier nr 1

The following details are as follows

7

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

TABLE 3 TEST FOR SELF CLEANING OF VORTEX TUBE

Test Test Conditions Gate opening Discharge Time NO (cusecs) four Results

1 Vortex tube nr 3 Outlet 75 2-30 From Left side choked by 50

0-15 ft 100 remioved

15-26 ft 60 removed 25-34 ft 25 removed 34-45 ft 10 removed

2 Vortex tube nr 3 CAW 1 203 2-0 All cleared choked by 50

3 Vortex tube nr 3 Pier 1 203 2-30 All cleared choked by 50

4 Vortex tube nr 3 Outlet 203 2-0 All cleared choked by 100

(iv)Functioning of diffuser channel

For proper functioning of diffuser channels the gate openings

were tested for different locations giving satisfactory results However

proper energy dissipation is not taking place in diffuser nr I because

there is no other alternative of gate location In order to improve the

conditions the design of crest level at RL 1015 at the end of diffuser

channel nr1 has been raised to RL 102 and 1025 for different tests

carried out on the model Besides that baffle wall of height 075ft was

also fixed to reduce the velocities in the diffuser channel 1

A comparison of velocities observed along longitudinal section

of diffuser is given below

TABLE 4 VELOCITY MEASURMENTS

Test No Test conditions Velocities (Maximum =- ftsec

1 Cest at RL 1015 25

2 Crest at RL 1020 225

3 Crest at RL 1025 20

4 (i) Crest at RL 1020 16

(ii) A baffle wall of height of 075 ft fixed at a distance of 20 ftfrom outlet gate

8

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

The profile of velocity distribution along longitudinal section of the diffuser for different tests is also plotted in FIG6 With

introduction of a baffle wall the maximum velocity reduces to 16 ftsec which shows that energy dissipation in the diffuser is adequate and the

flow conditions improve satisfactorily

(v) Flow Pattern

Flow pattern recorded pictorially in the Jamrao and TWin Canals separately and

pipes and settl

uniform in both

at

ing

cha

the

basin

nnels

transition

is shown

structure

in Photo

located

12 3

between the

and 4 lle

outlet

flow is

CONCUIUIONS

TMe following conclusions are drawn

lle relationship between discharge and gate opening can be used in the field for proper functioning of sediment ejectors

An empirical relationship in terms of head loss across slit ( A 11)

and Q2(discharge through tube) was compared with the estimated

values and found to be linear and identical

lie functioningself cleaning operation for vortex tube NO3 is

achieved when the maximum discharge of 203 cusecs is passed

through it In case of less discharge partial clearance of the

tube is achieved

For proper functioning of diffuser channel 1 the introduction

of a baffle wall of height 075 ft and fixed at a distance of 20 ft from the outlet gate gives satisfactory results

SUGGESTIONS FOR FURE RESEARCH

lhe design of vortex tube sediment ejectors for the Jamrao Canal is based on the methods developed by the Hydraulic Research Wallingford UK The design and working of the system are to be velified

at the prototype before application to other canals lle construction of Vortex Tube sediment ejectors at the Jamrao site is underway and] it

will take some time for its operation

9

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

The design of Vortex Tubes also requires verification with the

conventimnal methods being used in Pakistan which ate based on the Froude number with maximum trapping efficiency is to be attained at 08

ACKNOWLEDGEMENTS

The authors express their appreciation to the

Government of Pakistan and USAID through International

Irrigation Management Institute (IIMI) for the financial

support of this study Technical assistance from IIMI

through Dr Bagh Ali Shahid Principal Irrigation Engineer

is also appreciated

10

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

Referemce

ACOP 1979 Baseline Data Including preliinary Evaluation of JzuiIrao (Ex-Nara) Canal Alluvia Channel Observation Project (ACOP) Waler and Power Developnent Authority

Ackers P1984Sediment Transport in Sewers and Design ImiplicaLions International Conference on Planning Construction Operatlion and

the UKMaintenance of Sewerage Systems held at University of Reading EI1IRA Granfield and Lie Water Rescarch Centre UK

Fulgelund F and E1lansen 1967 A Monograph of SedimenL Transport

Teknish Forlag Copelhagen Denmark

Lawrance P1989 Canal I)esign Friction and Transport Predictors

lTwrenco P Design procedures for Canal sediment extractors ilydrau[ics Research Wallingford

MLA Brett CJN Davey and Shamiiuddin Ahmed 1992 Design of Vortex Tube Sand Extractors For the Jamrao Canal

Milhmood et al 19814 1986 and 1987 ACOP Canal Rxu[librium Data Volume XX[XII and XIII

Surnary of 1974-1984 Data Envireental and Water Resources Programm Reports MYR-84-2 EIM-86-1 2 and 3 and International Water Resources Institute Reports IWR-87-1 2 and 3 School of Engineering and Applied Science lice George Washington University Washington DC

Hydrauics Research Ltd Walingford UK and Government of Punjab Irrigation amp Power Department aihore Pakistan Measurement and Control and kes~igii of Irrigati-on Cana]s

Left Bank Outfal1 Drain Stage I Project Irrigation )evelopment in Sindh 1990 RIemode ing or Nara Canal Report on Jamrao Ilead works Model Studies

Left Bank Outfall Drain Stage 1 Project Irrigation Deveiopmentin Sindh 1990 Remodelling of Nara Canal Report on Jamrao Ileadworks Model Studies volume VI

MNP 1981 Chatra Main Canal restoration Sir MMacDonald and Partners Ltd

11

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

Reference

PWD 1934 Completion Report of the Liod Barrage and Canals Construction Scheme Sindh 1923 1933 Volume VI Government of Bombay Public Works Department (PWD)

PRC 1986 Study of Establish Hydraulic Design Criteria for Pakistan Irrigation System Goverzment of Pakistan United States Agency for International System Management Project PRC EngineeringCheechi

Rijin LC Van 1985 Sediment Transport Part 3 Bed forms and Alluvial Roughness Publication No334 Delft Hydraulic Laboratory Netherlands

Singh PN 1983 Vortex Tube Field Measurements Report OD 55 ydraulic Research Wallingford UK

White S1981 I)esign Vortex tubes Slit extractors OD 37 Hydraulic Wallingford

12

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

FIGURE Ii - H bull- t - - l

Fi ) ~

TEMPORARY JAMRAO INLET CIIANNEI JAMRAO

CANAL

) t -4 bull~~IPROPOSED TWIN CANAL

LOWER NARA CANAL 4

bull

I T V ) Ci

SP I AJNOING BCAN N

VORTEX ITUBE SAN)EXTIRACIORS -

JAMIRAO INLETCHANNEIL

A

0 NARA CANAL

4

SETTLING

BASIN TWIN

CHIANNEL r

-- -- -- - -1 li i~~i t

~t UUC PU

- - S IR UC U JAIA fl( TUBII 2 - - - r bull -

~ RANSITION LET BFAK urAiL onAl ISTXQE

6 -ITAN

---------- - I-STRUCTURE P

- - --- -- - -

SECTION

VORTEX TUBE SAND EXTRACTORS

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

FIGURE 2

DISCHARGE VORTEX TUBE NO-3 DIA 5-5

11-2

ww(6LL 9 5

o7-75

(6)23

(6 _2 (

(118) (169(1 4

19 1

205Y

20

-0 q6) 55 (110 (160)(7(10

0 50 100 150 2d0 250DISCHARGE IN CUSECS MMANARAI

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

FIGURE3 DIA- 5-5DISCHARGE CAW 1

1125 (50) (112) (182)v (222) (240)-

LL (48) (108) (172) (210)

4z0 (0 (154)9 ((48)

S75

6-0-r0 (35) ((99)v (138) (165) 1 )

0 50 100 150 260 250 DISCHARGE IN CUSECS

MA-NARA[

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

1 DIA 5 0DISCHARGE PIER NO

11-25 52) (128 (180 (211) (228)

LL 9 5

ILn LIIu (-8

122) __ _ _ _

(5

(170) (195) 21

7A

7 ( 7 )203 (1 6

(14) (162 (180)

o~lu 75(4)

5100 50

N__A_ A IEC

M-A-NA RAI

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

FIGURE 5

HEAD LOSS SLIT

VORTEX TUBE NO3 VORTEX TUBE NO

DIAMETER 5 DIAMETER 5-5

4 11-25 9-25

1125 9-5

0 775 - 6-0

7-75 6-0

4shy

3 3

0 oo 150 200 50 0 00 150 200

DISCHARGE IN CUSECS DISCHARGE IN CUSECS

LlA IADAI

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

FIG 6 VELOCITY PROFILE THROUGH DIFF-J8ER CHANNEL NO I

105 TESTNO04

100-BAFFLE WALL HEIGHT=0-75FT

0 20 4t0 60 80 TEST3 d0105 DIFFUSER NO1 CREST R-L 102-0 103-75

1000

80000

o0 i 40 o 0 100 DIFFUSER NO1 CREST RL102-5 TEST NO2

103-75

0 20 40 60 8 0 100lo

DIFFUSER NO1 CREST R-L 1020 TESTNOl 105 10375

VE1-0 Cs Tr- 0 20 O 60 80100 SCAE- DIFFUSER NO 1 CREST RL 101-55CALE- o 26shy

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

VORTIX TUIFS

TRANS ITION SIR U(TU RIshy

115 SCALE MOlUl

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

Photo 2

FLOW PATTERN IN TWIN CNALS

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

3 Photo

bull1

cent

FLOW PATTERN IN DIFFUSER CHANNEL

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

Photo 4

- P

FLOW PATTERN IN SETTLING BASIN

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

GOVERNMENT OF SIND[

DEPARTMENTIRRIGATION AND POWER

TECIANICAL REPORT

ON

COLLECTION OF HYDROLOGICAL DATA AND

WATER IN THE PROVINCE OF SINDI1MONITORING OF IRRIGATION

DIRECTORATE OF HYDROLOGY amp RESEARCH IN SINDI[

HYDERABAD

GOVERNMENT OF PAKISTAN - USAID

IRRIGATION SYSTEM MANAGEMENT RESEARCH PROJECT

WITH TECILANICAL ASSISTANCE FROM THE

INTERNATIONAL IRRIGATION MANAGEMENT INSTITUTE

MAY 1993

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

CONTENTS

Page

Abstract 1

Introduction 2

Objectives 3

Methodology 4

Result and Discussions 5

Index Map 6

Hydrological Data Hiral Canal System 7

Water quality Analysis Report Hiral Canal System 8

Hydrological Data Samarjo Branch System 9

Water Quality Analysis Report of Samarjo Branch System 10

Hydrological Data Khipro Canal System 11

Water Quality Analysis Report Khipro Canal System 12

Hydrological Data Nara Canal System 14

Water Quality Analysis Report Nara Canal System 15

Hydrological Data Thar Canal System 16

Water Quality Analysis Report Thar Canal System 17

Conclusions 18

References 19

Recommendations 19

Acknowledgements 19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

COLLECTION OF HYDROLOGICAL DATA AND NONITORING CF IRRIGATION WATER IN TIE PROVINCE OF SINDI

MUHAMMAD KHAN ampMEMON MUHAMMAD YOUNIS KIHOKJIAR

ABSTRACT

The main task of the collection of the Hydrological data and Monitoring of Irrigation Water in the Province Sindhof in Hydrology Directorate at Hyderabad is to provide information of the Irrigation water to the farmers as well as Irrigation Engineers

At present surface water from River Insus Basin through Canal distributries and Minors and ground water through tube wells are co ion Irrigation sources in the Province of Sindh for cultivation of the crops

The quality of water being used is not known to the farmers as well as to Irrigation Engineers le reason of this is that the Chemical testing of Irrigation water has not been carried out by any agencies in the Province of Sindh

The main objective of this study is to help in the quality control efforts and use

As we all know the professional knowledge about the Irrigation water characteristics is quite important otherwise fertile lands will loose their fertiligy with the addition of salts

To start with Research Study of Nara Canal Circle of Sukkur Barrage has been taken in hand for monitoring of Irrigation water

Director Hydrology amp Re-narch in Sndh Hyderabad and Research Officer(Soil amp Water) Soil Mech-1 ics amp Hydraulics P Research StationFieldHyderabad Sindh Irrigation amp Power Department Govcrnment of Sindh respectively

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

I INTRODUCTION

Colloction of Hydrological Data of Monitoring of

Irrigation Water in the Province of Sindh is a systematic

Complete chemical study for determining the quality of

Canal water and ground water and has been carried out in

the Chemical Section at Field Research Station Iyderabad

by Research Officer (Soil amp Water) under the supervision

of Deputy Director Soil Mechanics amp Hydraulics Laboratory

Karachi during 1992-93

The last such study was carried out in 1954 by the Ground Water Developmen Organization and there-after

by Hunting Techanical Services The composition of

Irrigation Water in detail are not available and neither

such study has been compiled so far tor quality monitoring

purpose

This Research Study will guide to the Irrigation

Engineers and serves as useful penpose to the Farmers in

application of good quality water to their land with the

aim to increase agricultural productivity

2

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

II OBJECTIVES

Even Irrigation with good qality water acids some salts to Soil Water evnporates in 1urestate lcavig lchin the salts nas soou As Water is al)sorbed by evapo-transpiration salts concentrates in remaining soil solution and become 4 to 10 times that of the Irrigation Water within 3 to 7 days The qiality of salt added depends purely upon the quntum of the water [oodcd on lrid (Sd I) and the oa1tri concentration available in water

This study is therefore vital and is being taken in hand After conducting this Basic Research Study the suitablity of Irrigation Water will be offered to Irrigation Engineers and farmers Any hazards found during the testing would be informed to the concerned in the best interest of crop productivity so that Government would be able to take

tinely action

III RESEARCH STUDY

The following Chemical tests were performed

- Determination of Cations (ie Ca Mg Na K)

- Determination of Anions (ie C03 11CC03 CL so4 )

- Determination of TDS

If 171II- Determination of P value

- Determination or Salinity status

Determination of Residual sodium carbonate meqliter (RSC meqliter)

Determination of Sodium absorption ration (ie SAR)

3

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

IV METHODOLOGY

Water samples of the Irrigation Minors channels Distributries and Canals have been collected in 500 ml Plastic bottles completely cleaned and rinsed with

Irrigation Water These samples were brought to the Laboratory for Chemical analysis to evaluate its suitability

The total soluable salts P11 value have been detected by the Laboratory instruments Cations and

Anionsmilliequivalent per litre have been determined by quanta tivelytri tation method ( ie versinate method ) Residual Sodium Carbonate (RSC) and Sodium Absorption ration

(SAR) have been calculated arithmatically

Suitability of the Water for Irrigation purpose have been checked by International Irrigation method The data regarding the private and public Sectors Tube Well water in this regard are not available hence suitability has been limited to the Canal Water only so far this Research Study is

concerned

4

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

V RESULTS AND DISCUSSIONS

The results of the chemical Analysis of the Nara

Canal Circle show that quality of the water is Ist class

Water as Electrical conductivity of this Water is not more

than 1000 SAR value and RSC are also within permissible

limits

The chemical quality of Irrigation water is

determined on the basis of three Parameters ie Electrical

conductivity (EC) Sodium Absorption Ratio (SAR) and

Residual Sodium Carbonate (RSC) The limit of various

parameters used for classification of water as Istusable

water 2nd ClassMarginal water and 3rd classHazardous

water are given below

SUITABILITY PARAMETERS

Ist Classusable water EC in ppm RSCmeqlitre SAR

1000 ppm 0-25 0-10

2nd ClassMarginal Water 1500 ppm 25-50 10-18

3rd ClassHazardous water More than Above Above 1500 ppm 50 18

There is some slightly variation in readings that is only due to the impurities being thrown by the peoples in canal water as

common routines

48 Water samples have been collected from the Minors

Channels and distributories of the Thar Division which were Analysed for

Monitoring of Irrigation Water The results are gven below in tabular

form

33 Water samples have been collected from channelsMinors of Mtithrao and Jamrao Divisions The testing of these in Progre3s andare could not be incorporated in this report due to shortage of time 1he

sulpplementary report would be published later on as and when testing

would be completed keeping in view financial aspects

5

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

L INDEXINDEX PLAN MINOR L-THAR DIVISION

SUBDIVN DR SCALE 18 MILES

LOCATION OF WATER SAMPLE= 0

N

-r 1 S

0 00

It

to

TRACED BY MUNEER NARA CHECKED BY MOIID ABIll KHAN

6

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

TABLE I

Name of Channel

1 Iiral Canal

2 Boilo MR

3 Ahur M11

4 Kangni MR

5 Kandiaro MR

MR = Minor

HYDROLOGICAL

OF

HIRAL CANAL

RD TotalMileage

70+000 14+000

9+000 1+4000

22+500 4+2500

15+000 3+000

7+300 1+2300

DATA

SYSTEH

Designed

DischargeCusecs

222+92

1366

2146

2487

2460

Area

SettledAcres Modules

25646 29

3753 7

2259 6

4745 8

2738 6

7

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

TABLE 2 WANpoundhIR QUALI LY ANAYSIS REPORT

l11-AL CANAL SYSTPIS

S No NAME OF TEST IIRAL CANAL

BOILO MINOR

AIlUll MINOR

KANGNI MINOR

KANDIARO MINOR

I Ca 19 18 10 10 16

2 Mg 12 12 20 18 16

3 Na 18 18 14 12 14

4 Total cations 49 48 44 43 46

5 CO3 00 00 00 00 00

6 11CO 3 17 17 14 12 15

7 CL 19 [8 15 13 16

8 sO4 13 13 15 18 15

9 Total Anions 49 48 44 43 46

10 TDS 284 276 256 248 268

11 ECx1O6 25degC 470 460 420 410 440

12 Pit Value 75 76 74 74 75

13 RSC 00 00 00 00 00

14 SAR 14 14 11 09 11

bull = meqlitre

8

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

TABLE 3 IYDROLOGICAL DATA

SAMARJO BRANCh SYSTEM

SNo Name of Channel RD Total Designed Area lodulesMileage Discharge Settled Cusecs Acres

1 Samarjo MR 74+450 14+4450 22307 64700 28

2 Santore MI 33+900 6+3900 19+54 6274 13

3 Darobazar MR 39+600 7+4600 4363 13107 22

4 Girhore MR 56+900 11+1900 7778 22204 40

5 Tigusar MR 15+500 3+0500 1818 3627 7

MR = Minor

9

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

TABLE 4 WATER QUALITY ANALYSIS REPORT

SAMARO BRANCH SYSTEM

SNo NAME OF TEST SAMARJO SANTORE DARO BAZAR BRANCH MINOR MINOR

1 CA 22 17 16

2 Mg 12 13 15

3 Na 17 18 16

4 Total cations 49 48 47

5 C0 3 00 00 00

6 1CO 3 16 17 15

7 CL 19 17 19

8 SO4 14 14 13

9 Total Anions 49 48 47

10 TDS 200 272 268

11 ECxlO 5 25degC 470 460 450

12 p Value 74 75 75

13 RSC 00 00 00

14 SAR 13 14 12

bull meqlitre

10

GIRIJORE TIGUSAR MINOR MINOR

17 20

13 12

19 18

49 50

00 00

18 16

20 22

11 12

49 50

280 292

470 480

74 76

00 00

15 14

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

TABLE 5 IrYDROLOGYCAL DATA

KIIlPRO CANAL SYSTEM

SNO NAME OF THE CHANNEL RD TOTAL DISGNED AREA MILEAGE DISCHARGE SETTLED MODULES

CUSECS ACRS

1 Khipro Canal 245+000 49+000 973+84 269960 43

2 Chotiary Dy 49148 9+4148 9038 14069 29

3 Gharo MR 22+800 4+2800 15+43 4940 11

4 Dhorojanib MR 314000 641000 25+11 8391 14

5 Sadhano4 MR 10+000 2+0000 15+42 11711 10

6 Jagir MR 22+100 4+2100 14v26 4705 10

7 Rohro MR 34+037 6+4037 26+60 7567 16

8 Khori DY 391300 7+4300 55+72 14155 20

9 Lal Khan DY 49+100 9+4100 6024 15552 25

10 Kamaro MR 7+000 1+2600 726 1921 3

11 Shah Bux MR 15+400 3+0400 14+50 4747 12

12 Hathango MR 15+600 3+0600 980 3164 8

13 Sarhal DY 51+900 11F2900 84+14 27460 40

14 Thebo MR 29+000 5+4000 2404 7040 12

15 Juman DY 44+900 84-4900 76+56 13290 27

16 Sigh MR 21+900 4+1900 11+18 3550 6

17 Khahi DY 53+600 10+3600 101+15 26761 42

18 Pithoro MR 18+600 3+3600 15+45 4662 6

DY = Distributory

MR = Minor

11

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIIIPRO CANAL SYSTEM

SNO NAME OF TEST KIIIPRO CANAL

CIIOTIARI DISTRY

GIIORO HINOR

DIIORO JANIB

SADRO NO

JAGIR MINOR

ROIIRO MINOR

KIIORI DY

LAL KMIAN DISTRY

1 Ca 21 14 15 16 20 20 19 16 17

2 Mg 11 16 16 14 13 12 14 14 13

3 Na 16 15 13 13 15 17 15 14 13

4 Total cations 48 45 44 43 48 49 48 44 43

5 Co3 00 00 00 00 00 00 00 00 00

6 IICo 3 17 17 14 14 16 16 17 13 15

7 CL 15 10 12 11 11 12 13 12 12

8 So4 16 20 18 18 21 21 18 19 16

9 Total Anions 48 45 44 43 48 49 48 44 43

10 TDS 280 260 252 248 276 280 276 256 248

11 ECx1O6 25 C 460 430 420 410 460 470 460 420 410

12 P1 Value 75 75 76 76 74 74 75 74 74

13 RSC 00 00 00 00 00 00 00 00 00

14 SAR 12 12 10 10 11 13 11 11 11

nmeqlitre

12

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

TABLE 6 WATER QUALITY ANALYSIS REPORT

KIlPRO CANAL SYST

SNO NATE OD TEST MAMARO SHAHl BUX IATIHANGO SARIJAL TIFEBO JUMAN SIGH KI[AHI PITIORO MINOR MINOR MINOR DISTRY MINOR DITRYMINR DIST MINOR

1 Ca 20 19 14 14 20 19 18 16 18

2 Mg 12 12 18 19 11 11 12 16 12

3 Na 16 15 11 12 18 14 13 10 18

4 Total cations 48 46 43 45 49 44 43 42 48

5 Co3 00 00 00 00 00 00 00 00 00

6 ICo3 16 12 13 17 15 13 14 12 17

7 CL 13 10 11 10 14 13 12 15 18

8 So 19 24 19 18 20 18 17 15 13

9 Total Anions 48 46 43 45 49 44 44 42 48

10 TDS 284 264 244 260 284 256 248 244 276

11 ECxIO6 250degC 460 440 410 430 470 420 410 400 460

12 Pi Value 75 76 74 75 76 74 74 73 75

13 RSC 00 00 00 00 00 0n 00 00 00

14 SAR 12 12 08 09 14 11 10 07 14

=meqlitre

13

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

TABLE 8 HYDROLOGICAL DATA

NARA CANAL SYSTEM

TOTAL DESIGNED SETTLED SNo NAME OFCHANNEL RD MILEAGE DISCHARGE MODULE

I- Nara Canal 531+850 106+1850 7888 DS 633680 156

2189 DS

2 Smathri Minor 65+000 13+0000 6837 22192 40

3 Bughdad Minor 10+400 4+0400 1200 4427 9

4 Iferan Distry 27+000 5+2000 6239 12278 23

5 Khadwari Minor 17+000 3+2000 1061 2689 6

6 Bakar Distry 44+390 8+4039 4412 9430 16

7 Junejo Minor 11+500 2+1500 1162 5613 7

8 Farash Distry 75+500 15+0500 13011 12995 41

9 Sarhari Distry 64+500 12+4500 17109 16565 33

10 Soofi Distry 65+000 13+0000 7730 18502 38

14

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

TABLE 9 WATER QUALITY ANALYSIS REPORT

NARA

OF

CANAL SYSTEM

NARA M UtllCtF1MINE llfU)VJ)KNJ IINDISJY I[0VTM[NE IAKARMMDISY NJMtU] FlASIWI)TSIY SAI[AfIDfSY I

DISEY

1

2

3

4

5

6

7

8

9

10

11

12

13

14

Ca

Mg

Na

Total cations

Co3

IICO 3

CL

So4

Total Anions

TDS

FECxO 6 25degC

p Value

RSC

SAR

14

16

15

45

00

14

14

27

45

260

430

75

00

12

19

13

17

49

00

16

13

20

49

284

470

74

00

13

16

16

15

47

00

15

17

15

47

272

450

74

00

11

12

19

18

49

00

13

15

21

49

284

470

75

00

14

18

12

14

44

00

14

13

17

44

256

420

74

00

11

19 20

13 13

17 15

49 48

00 00

15 15

16 12

18 21

49 48

280 276

470 460

75 76

00 00

13 1]

15

16

14

45

00

16

10

19

45

260

430

75

00

12

19

14

16

49

00

15

12

22

49

284

470

75

00

13

16

14

16

46

00

15

13

18

46

268

440

74

00

13

bull = meqlitre

15

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

TABLE 10 HYDROLOGICAL DATA

OF

THAR CANAL SYSTEM

S No NAME OF CHANNEL RD MILE DESIGNED AREA MODULES DISCHARGE SETTLED

1 Thar Canal 66+750 13+1750 1715+00 136894 12

2 Dhoronaro Canal 39+000 7+4000 112486 9013 26

3 Attai Distry 23+1000 4+3100 67+70 5475 8

4 Gamoor Distry 29+000 5+400 8167 6354 14

5 Karna Minor 10+800 2+0800 3580 2820 5

6 Thar tail Disry 58+000 11+3000 23100 19955 45

7 Chhor Wah 83+200 15+3200 34963 23290 38

8 Mandhal Distry 24+500 4+4500 123+60 069 15

9 Kotwah 50+000 10+000 370+23 29194 54

10 Noor Wah 81+000 16+1000 332+24 27642 74

16

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

TABLE 11 WAThR QUALITY ANALYSIS REPORT

TIIAR CANAL SYSTEM

V IPE OF 11 1AnrUI ifrAI URiXI2 N1 TIAR CrnZ MtMU-L Icentn i IN1 CWL CR L DISIRY DIJ NIIR TAIL INI DLII WINtf

Ca 14 17 17 17 18 14 15 16 19 14

ig 16 16 15 14 15 15 16 14 13 16

Na 14 15 14 13 1i 15 14 14 16 14

Total cations 44 48 46 44 47 44 45 44 48 44

Co 00 00 00 00 00 00 00 00 00 00

IrCO3 13 18 14 14 15 14 15 13 17 12

CL 14 19 19 13 16 18 17 17 20 12

So 4 17 11 13 17 16 12 13 14 11 20

otal Anions 44 48 46 44 47 44 45 44 48 44

TDS 252 276 264 252 268 256 260 252 280 256

IICxlO 6 25C 420 460 440 420 450 420 430 420 460 420

Value 76 75 75 75 75 74 76 76 74 75

RSC 00 00 00 00 00 00 00 00 00 00

SAR 11 11 11 10 10 22 11 11 12 10

meqlitre

17

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

CONCLUSSIONS

Keeping in view the Laboratory report the

following results are concluded

(i) Irrigation Water being used by Sindh Farmers

through of this study Minors Channels

Distributries is Ist Class Water

(ii) There is no Chemical hazards in Irrigation

Water for the time being

(iii) Slight variation in CationsAnions and

Electrical conductivity is due to

ofcharacteries the Soil of embankment

canalsdistributries channelsMinors etc

and impurities being thrown into the

Irrigation Water

(iv) Turbidity of Irrigation Water is due to

impurities being thrown into the channel

Water and due to silt and clay remains

suspended as sedinient transport phenomena

18

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19

RECOMMENDATIONS

i) Contlnous Water quality testing on annual

basis over canal supplies and tube well water

should be made to monitor the result of the

study

ii) Funds may be made available to continue this

study on regular basis in the best interest

of Irrigation and Agricultural productivity

iii) The report on this issued may be published so

that information may be sent to the users

planners and designers of the Irrigation

Projects

REFERENCES

i) Hunting techanical Service 1965 Lower Indus

Report

ii) Supplement 22 Sir MMacdonal and partners

iii) SCARP Minitoring Organization (South) WAPDA

Water quality report published yearly

iv) Hand Book No 60 United States of America

Diagnosis and improvement of saline and

Alkaline Soils

ACKNOWLEDGEMENTS

The auther expresses his appreciation to

and USAID through InternationalGovernment of Pakistan

Irrigation Managerent Institute (IIMI) for their financial

support for this study through the Irrigation System

Management Research Project The auther also appreciate to

Mr Faqir Muhammad Jumani Senior Research Officer WAPDA

(South) SCARP Monitoring Laboratory Ilydorabad for providing

help in the testing of Water Samples

19