design of micro hydro power

8/14/2019 Design of micro hydro power

1/119

ID-number 28-2802-0014 -2 A

Province: Bamyan

District: Shebar

Village: Gonbad

Project type M,H,P

No F 256

Data from site for river foram50m(U/S) to Intak

h1= U / S Normal elevation of ware in the river 2805.08 m

h2= D / S Normal elevation of water in the river 2804.80 mh3= U / S flood elevation of water in the river 2805.18 m

h4= D / S flood elevation of water in the river 2804.90 mh5= 2804.13 m

h6 2804.95 m

h7 2804.670 mn fom tabale 0.025

S= length sarvay Slop 50.00 m

B= 7.00 m

h= h1-h2 for Normal time 0.28 m

h= h3-h4 for Flood time 0.28 m

h= h6-h7 for minmam water 0.28 m

L= Horizontal Length= S^2- h^2 50.00

Slop = V / H 0.0056

H2= minma water depth in the river (h7 - h5 ) 0.54 m

P= B + 2* H1 wetted perimeter for minm water depth 8.0880 m

A= B*H3 3.8080 m2

R= A / P the hydraulic radic for minm water depth 0.4708 m

V= 1 /n *R^0.6667* S for Normal water 1.8116 m/secQ= minm. Water in the river 6.90 m3/sec

H1= 0.674 mP= B + 2* H1 wetted perimeter for Normal water depth 8.3480 m

A= B*H1 4.7180 m2

R= A/ P the hydraulic radic for Normal water depth 0.5652 m

V= 1 /n *R^0.6667* S for Normal water 2.046 m/secQ= Normal water in the river for normal time 9.65 m3/sec

H3= 0.77 mP= B + 2* H2 wetted perimeter for flood water depth 8.5480 m

A= B*H2 5.4180 m2

R= A / P the hydraulic radic for floodl water depth 0.6338 m

V= 1 /n *R^0.6667* S for flod water 2.2087 m/sec

Q= Maxm water in the river for flood time 11.97 m3

elevation for apron of river

U/S minmam elevation of water in the river

D/S minmam elevation of water in the river

width of river

Normal water depth for Norma time in the river(h2-h5)

maxm water depth for flood time in the river(h4-h5)


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ID-number 28-2802-0014 -2 A

Province: Bamyan

District: Shebar

Village: Gonbad

Project type M,H,P

No F 256

H= freeboard 0.2 m

h1= U / S minm elevation of water in the canal 2804.7 m

h2= D / S minm elevation of water in the canal 2803.77 m

h3= U / S elevation for flood water in the canal 2804.90 m

h4= D / S elevation for flood water in the canal 2804 m

h5= 2803.27

n fom tabale for canal 0.017

S= length sarvay Slop 400 m

B= 1 m

h= h1-h2 for Normal time 0.90 m

h= h3-h4 for Flood time 0.90 m

L= Horizontal Length= S^2- h^2 400.00

Slop = V / H 0.0022

H1= 0.50 m

P= B + 2* H1 wetted perimeter for Normal water depth 2.0000 m

A= B*H1 0.5 m2

R= A / P the hydraulic radic for Normal water depth 0.250 m

V= 1 /n *R^0.6667* S for Normal water(1-1.5) 1.107 m.sec

Q= minmam water in the canal for normal time A*V 0.554 m3/sec

S= (n*V/ R^0.667*S*R 0.0022

H2= 0.730 m

P= B + 2* H2 wetted perimeter for flood water depth 2.46 m

A= B*H2 0.73 m

R= A / P the hydraulic radic for floodl water depth 0.297 m

V= 1 /n *R^0.6667* S for flod water 1.24 m

Q= 0.906 m3/secS= (n*V / R^0.667)^2 0.0023

Q= A * 1/ n *R0.6667* R*S 0.906

Maxm water in the canal for floodl time=A *V

Deta from site for canal

elevation for apron of canal

width of canal

minmam water depth in the canal(h2-h5)

flood water depth in the canal(h4-h5)


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ID-number 28-2802-0014 -2 A

Province: Bamyan

District: Shebar

Village: Gunbad

Project type : M,H,P

No F 256

canal type stone masonry with cement mortor

Q flood flow m 0.906

n coefficent 0.017

Q desing flow m 0.554

N for gravelly earth side slope m 0

V choos Velocity m/s 1.107A=Q/ V Crosection area m 0.50

X=2(1+N^2) - 2N best factor for canal 0

m 0.500

B=H*X m 1.000

T=B+(2H*N) m 1.000

Vc m/s V< 0.8 Vc ok

Vc critical velocity A*g /T m/s 2.2

0.8 Vc m/s 1.8 > v ok

the wetted perimeter

P=B + 2* H (1+N^2) m 2.000

R= A / P m 0.250

the reqired canal slope

0.0023

Cheke Q=A*1/n *R^0.1667*R*S 0.554 0k

check the flow depth for maximum flood flow in the canal

Q=[(B*H+N*(H)^2)^5/3*S] / n*[B+2*H(1+N^2)] 2/3

Triaf value of H(m)

ok

d=11RS 6

Canal desing

Correspandding Q =1.11m/s

largest particle that will be transported in the canal(mm)

0.408

the hydraulic radic

S=[n*V / R^0.667]^2

H= A / (X+N) the water depth incana

The bed width

0.4

0.27

0.90

top width

(Rectangular canal)

0.3

0.73

By trall and error method H


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Desing of Channel for Q= 1 m3 for shadman CDCs

No n s b,m h,m A,m2 P(m) R(m) R S (m/s Q,m33 0.017 0.0023 1.0 0.3 0.3 1.6 0.188 0.326 0.05 0.91 0.27

4 0.017 0.0023 1.0 0.4 0.40 1.8 0.222 0.365 0.05 1.02 0.41

5 0.017 0.0023 1.0 0.73 0.73 2.5 0.297 0.443 0.05 1.24 0.90

Note: Mostly when we going to make Design for channel we can uese the Trille Method

and also we can uese the mening formula for design of the channel.you can see the

following

Lenth of channel=245m

Q=V*A s=slope of channel=2% R=A/P Design for Q=1m3

V=CRS n=0.014 P=2h+b

C=1/n*R1/6 A=b*h

Q=V*A=CRS*A=1/n*R*A*S

Section Free board=20cm

Actual diminstion=(100*200)cm

100

0.579

73


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ID-number 28-2802-0014 -2 A

Province: Bamyan

District: Shebar

Village: Gunbad


No F 256

g 9.81 m/s

C for roughlyfinshed stone masonry oriffic 0.6 m/s

V1 velocity for M.H.P 1-1.5 1.107 m/s ok

Q desing flow 0.554 m

Q 0.906

w width of canal 1.000 m

Hh headrace canal 0.50 m

Hfr flood water level in to river 0.77 m

Hnr Normal water Level in the river 0.67

Q increased Trashrack and seepeage losses 15%

Q Q desing*1.15 15% increased to meet trashrack 0.637 m/s

A oriffice area Q / V1 0.58 m

H oriffice height choose 0.2 m

W oriffice width A / H 2.88 m

h bottom of the oriffic above the river bed level 0.2 m

Q discharge in oriffic 0.637 m/s ok

V acceptable rang Q / A 1.108 m/s ok

Qflood Discharge through the oriffic during flood flow m/s

Q= A*C 2*g *(Hf - Hh) 0.80 m/s

H= depth of water in the canal A / width canalfor normal0.58

m

Spill excessflood water= Q flood -Q desing 0.246 m/sec

Spill Normal excess water= Q discharge in oriffiic - Qdesing

0.083 m/sec

A*C2g*(Hr-Hh)

desing flood

Design sizing Oriffice

Spill normal water=


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ID-number 28-2802-0014 -2 A

Province: Bamyan

District: Shebar

Village: Gonbad


No F 256

Step 1.

Q= Maximum flood discharge 11.97 m/sec

L = 4.75 Q1/2

= Length of water way 16.432 m

L= Provide 7.00 m

q= Q/L= discharge per unit length of water way 0.728 m

Step 2.

f= Lacey ,s silt factor 1

R= 1.35 (q2/f)

1/3Scour depth 0.239 m

Regime Velocity = q / R 3.05 m/sec

Velocity hea = V2/2g 0.475 m

Step3

H.F L before construction 2804.90 m

Level of d/s T.E.L.= H.F.L before cons. + V2/2g 2805.37 m

Afflux 1 m

Level of u/s T.E.L.= d/s T.E.L. + Afflux 2806.37

U/s H.F.L= Us T.E.L - V^/ 2*g 2805.90 m

Actual d/s H.F.L. allowing 0.5 m for retrogressio H.F L before construction - 0.5 2804.4 m

Step 4.

Discharge Over crest of the weir is given bay

q= 1.7 k3/2

k = (q/1.7)2/3

0.568 m

Crest level= u/s T.E.L. k 2805.81 m

Step 6.

Level of bottom of u/s pile(d1) = u/s H.F.L. 1.5 R 2805.54 m

Design of Vertical drop weir


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u/s pile may take up to a level ( d1 ) 2803.8 m

d/s bed level m 2804.126 m

Minmam water Level -U/s Pile 0.33 m

Level of bottom of d/s pile (d2) = d/s H.F.L. after retrogression 2R 2803.92 m

d2= Manimam water water level -Level of bottum of d/s pile 0.48 m

Step 7.

Head of wate 1.68 m

H= crest level - Bed Level 1.68 m

(B) Design of weir wall (B1)Step 8.

Calculation of top width

d = u/s T,E.L. Crest level = 0.568 m

Top width B1 = d/G 0.85 m

B1provide 1.00 m

From sliding consideration,

a = 3d/2G = 0.57 m

From practical considerations, B1= s + 1 = 1.00 m

Step 9.

Calculation of bottom width (B)

Consideration II.

Mo = wh H2/2

When the water is at the crest, dandhwill be equal. For this case, the value of d is given by

h= d = [q2/ (2/3C)

2x 2g]

1/3

(Neglecting the velocity of approach) where C = 0.58 is the coefficient of discharge. 0.58

Substituting q= 0.673 M3/sec/m, we get 0.728 m/sec

q= 0.53 m/sec

(2/3C)^2= 0.15

Height of crest

Hence provide concrete cutoff of 0.5 m depth below the bed of river at the u/s end of

Dept of u/s cut off = d1

Hs =crest Level - Bed level

the weir overturning moment given by

When the water is flowing over the weir and the weir is submerged. Considering the tail water


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2g= 19.62 m/sec

d= water depth over the weir 0.565 m

h=d= [q2/ (2/3C)

2x 2g]

1/30.566 m

Mo= W h H2/2 0.80 tm

if u/s is level The moment of resistance is given by:

Mr = {WH(G-1)/6} (B2+ B1B - B1)

Mr= 2.24*1.5(2.24-1)/6(B+0.85*B-0.85^)= 0.43B +0.43B -0.43*(0.85)=Mo

0.31 +0.26B -1.18 =0

0.31 B + 0.31 B -1.11 = 0

B=- b+(b^2-4ac)^0.5 /2*a 1.1087 0 1.46 m

B provide 2.2 m

(C) Design of impervious and pervious aprons:Step 10.

Assuming C = 12, total creep length is L = CHs

C= 12

L= C*Hs 20.2 m

Step 11.

d/s impervious apron (L1): without crest shutter L1 = 2.21*C Hs / 10 10.9 m

Step 12.

u/s impervious apron (L2): L2= L L1 (B + 2d1+ 2d2) 5.5 m

Step 13.

Total length of d/s apron L3= 18*C (Hs / 10 ) ( q / 75 ) 8.72 m

Step 14.

Length of filter + launching apron = L3 - L1 -2.15 m

OR L3= Min,inve+Min,hor,Lan+L1 12.78 m

Minimum length of inverted filter

1.5 d2 0.72 m

Minimum horizontal length of launching apron

2.5 d2 1.19 m

Total minimum length of both inverted filter+launching apron 1.91 m


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Step 15.

u/s block protection and launching apron:

d1= 0.33 m

Length of u/s block protection = d1= m. 0.33 m

Length of u/s Talus = 2d1=. 0.652 mStep 16.

Thickness of impervious floor

Provide a nominal thickness of 0.2 m to the u/s of the weir wall and 0.5 m below the weir wall

Residual pressure at point A of figure just at the d/s of weir wall

Hr= Hs (Hs/L) x(2*d2+L-L1+B) 0.64 m

Thickness (t) = 4/3* (Hr/G 1) 0.69 m

Hence provide a thickness of0.59 m from the d/s of weir wall to a point 5m from

Breing capocity of soil Sand and garval 20 T / m

Cf Coefficient of friction 0.6

rwater = Density of water 1 t/m

rstone = Density of stone 2.24 t/m

P= H/2*(2*h+H) *D,water 2.36 t/m

Ww=Ww*(a+b)/2*H 6.02 tm

Mo= P*H/3 (3*h+H)/(2*h+H) 1.59 tm

X=W1*(B-B1/2)+W2*2/3*(B-B1)-Mo / Ww 1.099 m

Mr=Ww*X 6.62 tm

e=B/2-X 0.001 m

ChekPmax= Ww/B *(1+6*e/B) 20 < 2.75 tm

SFs=* Ww / P> 1.5 1.53 ok

SFO=MR / MO> 1.5 4.16 ok


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ID-number 28-2802-0014 -2 A

Province: Bamyan

District: Shebar

Village: Gonbad


256

pagr 5

Breing capocity of soil Sand and garval 20 T / m h freeboard 0.2 m

H the wire height 1.68 mL length or weir 16.432 m

Cw were coefficint 1.5b Top width of weir 1.00 mB Bottom width of weir 2.20 mh Height of water form Top of weir 0.565 mm Coefficient of friction 0.6

rwater = Density of water 1 t/mrstone = Density of stone 2.24 t/mQ= Maxm water in the river for flood time 11.97 md H/3 { (3h+H) / (2h + H ) } 0.673 mW1 = b*H *rstone 3.76 t/mW2 = 0.5 ( B - b)* H*Drstone 2.3 t/mW = W1 + W2 6.02 t/mP = 2.36 t/m

Let x be the distance from toe where resultant of forces strike the base.Taking moment about toe,X=W1*(B-b/2)+W2*2/3(B-b)-P*d/w 1.0984

P = P siol Pmatrail W 20 6.02 ok

e = B/2 - x 0.002B/6 0.367

< 0.367 okSliding check W * m > P

W * m 3.61

3.6 > 2.36 okChekPmax= Ww/B *(1+6*e/B) 20 > 2.75

SFs=* Ww / P> 1.5 1.53 ok

Mo= P*d 1.59 tm

MR=Ww*(X) 6.61 tm

SFO=MR / MO> 1.5 4.16 ok

H/2 ( 2h + H )*D rwater

Weir Design

0.002


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ID-number 28-2802-0014 -2A

Province:

District:

Village:

Project type : M.H.PNo F 256

Head Loss:

hf = 10 L nQ 20

D5.3

Pipe dia : 0.508

hf = head loss due to friction (m) 0.27

L = penstock length (m) 9.0 2n = roughness coefficient 0.012

Q = flow for one pensto (m3/s) 0.554 1

D = 41*Q^0.38

D = internal pipe diameter (m) 0.452

(SB p.126, "n" p.128)

28

Gross head (w/ forebay) (m) 8.5

Turbulence head loss (m) 0.26

Friction head loss (hf) (m) 0.3

Total head loss (m) 0.5

% loss < 10%hg (%) 6 o k

Net Head (m) 7.97

Velocity: v = 4 Q3.14 * d

v = velocity limit 2.5 to3.5 (m / s) 2.73 ok

Q = flow (m3/s) 0.554

Provide d = Inside diameter (m) 0.508 provide

Turbulence Losses: (DM. p. 127, SB p. 130)

htl = v (K entrance + K bend + K valve + K contraction)

2 g

htl = total turbulence head loss (m) 0.26

v = penstock water velocity (m/s) 2.73

K entrance = 0.2

K bend = 0.14

K valve = 0.1

K contraction = 0.25

PENSTOCK Desing

Bamyan

shebar

Gunbad


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ID-number 28-2802-0014 -2A

Province:

District:

Village:

Project type : M.H.PNo F 256

Surge calcultion

E=youngs pressure wave velocity 200000 N/mm

3 mm

t=choos closuer time 5 s

a=pressurewave velocity=1+(2150*d)/E*t 1423 m/sTc=2*L /a Critical timme of close 0.0127 sec < 5sec ok

K=(L*V / g*hgross* T ) 0.00014


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ID-number

Province:

District:

Village:

Project type : M.H.P

No F 256

H forbay 2.74

F uried pip 5

t thickness penstock3

mm

Q Flow for one penstack553.6

L /s

E ToungsMudlus200000

N/mm

D Di of penstock 14"508

mm

t=(effective thickness)=( t / 1.1*1.2 ) - 1 1.27 mm

(D/ T effective)^363589452.43

Q*(F/E)0.01

(D/T)^3*Q*(F/E)880123.24

(D/T)^3*Q*(F/E)938.15

30.629mm

L= Lingth= hf +20% 3.288 m

d= {Q*((F/E)*(D/Teffective)3)1/2}1/2 1.206 in

28-2802-0014 -2A

Airvent pip desing

d= {Q*((F/E)*(D/Teffective)3)1/2

}1/2

Bamyan

shebar

Gunbad


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ID-numbe 28-2802-0014 -2 A

Province: Bamyan

District: Shebar

Village: Gunbad

Project ty M,H,P

No F 256

D penstok 0.508 m

h1 free bourd 0.2 m

Q discharge 0.554 m/s

V 2.73 m/s

hs= 1.5V/2g or we can 4*Di penstock 2.03 m

Hf= Hf =hs+Di penstock+fery bourd +free bourd 2.74 m

V1= vulem of forbay=20* Q discharge 11.1 m

A= V1 / hs 5.4 m

L= 2*A 3.30 m

W= L / 2 1.65 m

velocity in the penstock

Desing Foreby for one turbin

Width of foreby

Length of foreby


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28-2802-0014 -2 A

Bamyan

Shebar

Gunbad


No F 256

11

26.5

Width of canal 1.00

TAN15 0.26

V 1.11

Q desing flow 0.5536

d lomit 0.3 mm

W from shilels graph 0.037 m/s

A Required basin surface area 2*Q / W 30 m

B width =Assum 3.30 m

L A / B provide 10.0 m

Vp 0.44d limit 0.24 m/s

Y Q / B*Vp 0.70 m

freeborad 0.2

P=packingfactor 1

S=density 2600 kg/m

T=Flushing frequncy( 6 ) h 28800 sec

C=Assum sediment concentration (kg) 2 kg

Sedimen load Q*T*C 31889.00 kg

V sediment=S lod / Sdecnity* P factor 12.26 m

Ystorege= V sediment / Basin area 0.37 m

Actual area L*B 33 m

L inIet= Y storege / sin 1.94 m

Required Basin depth= Y+Y storeg+Freebourd 1.27 m

L outlet= Y storeg / sin 0.80 m

Storage Desing

District:

Village:

ID-number

Province:

Settling Desing


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M.H.P

256

Penstock Internal Diameter d = 0.31 m

Penstock thickness t = 0.003 m

U/s penstock inclination R a= 28

D/s penstock inclination R b= 2.7

Dist. to upper support pier L2u= 0 m

L1u= 0 m

Dist. to lower support pier L2d= 4.5 m

L1d= 3 m

Buired depth of block at u/s face h1= 1 m

Buired depth of block at d/s face h2= 0.6 m

Ht. of block from GL to bottom of pipe at d/sh

3=

0.8 mLength of block (Base) B = 1.8 m

Length of block (Top) B1= 0.89 m

Width of block W = 1.3

Uphill ground slope R i = 25o

Angle of friction (soil) R fsoil= 25o

Coefficient of friction (tar sheet used) f = 0.25

Unit weight of soil gsoil= 17 KN/m .

Allowable bearing pressure P = 100

Coefficient of friction between soil and concrete m = 0.5

Unit weight of masonry gconcrete= 20 KN/m .

Unit weight of steel gsteel= 77 KN/m .

Unit weight of water gwater= 9.8 KN/m .

Ht. of block at u/s face H1= 2.1 m.

Ht. of block at d/s face [ = h2+h3] H2= 1.4 m.

Ht. of block from base to c.l. of bend [ = h2+h3+(.5B)Tanl ] H3= 8.432 m.

b1= 0.856 m.

b2= 0.054 m.

Calculation of Block volume excluding volume of pipe

Volume of pipe upper side 0.055Block areas h2*B a1 = 1.080 0.9 X1

b1*(h1-h2) a2 = 0.342 0.43 X2

a3 = 0.712 0.381 X3

0.5*b2*h3 a4 = 0.022 1.764 X4

0.5*B1*(H1-H2) a5 = 0.309 1.152 X5

0.5* b1(H1-h1) a6 = 0.469 0.571 X6

Total area of block 2.934 m

Volume of block 3.814 m

Bamyan

shebar

Gunbad

No F

ID-number

Province:

District:

Village:

[ = h2+h3+(B1*tan l) ]

B1**d^2 /4*COS

B1 *h3

Total area of block*Width of blok

28-2802-0014 -2A

Design of Support Pier (SP1)

0.663225116

0.04712389

0.436332313

0.436332313


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18/119

Check against overturning

1. Expansio n case

M @O = 87.28

d = 0.891 [ = M / V ]e = 0.009 [ = (B/2) -d ]

eeffective= 0.300 >e ok [ = (B/6) ]

2. Contractio n case

M @O = 73.47

d = 0.757 [ = M / V ]e = 0.143 [ = (B/2) -d ]

eeffective= 0.300 >e ok [ = (B/6) ]

Check against bearing capacity

1. Expansio n case

Pbase= 43.02 KN/m2 [ = (V/Abase) (1 + 6e/Lbase) ]

2. Contractio n casePbase= 61.32 KN/m

2

Pallowable= 100 KN/m2 Pbase ok

Check against sliding

1. Expansio n case

H < mV

41.831 < 48.95 ok

2. Contractio n case

H < mV

40.317 < 48.55 ok


19/119

B1

B

b2

h2

h2

H1

90

h1

b1

l

i

H3

H2


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ID-number 28-2802-0014 -2A

Province:

District:

Village:Project type : M.H.P

No F 256

gras head 8.50 m

Flow= atention 0.25m for one Turbine Q= 0.554 CMS

Net Head=Hg-Total head loss H = 7.97 Meters

Turbine efficiency e,turb = 0.65

V-belt efficiency e,belts = 0.90

Generator efficiency e,gen = 0.85

Overall efficiency e = 0.50

23.1 KW

Turbine shaft Power Output=1.1*Genretor out put / ( G , efficincy *V-belt efficincy) 33.2 KW

p,turb = Shaft output power of turbine in KW.= 9.8XQ XHnXe turb 28.11 KWD runner for T12 D1 = 0.300 m

ideal Turbine Rpm=(40 *Hn) / D runnr OR 133 *Hn RPm = 375 R/mTjet=0.2 Drunnr 0.060 m

Rotor length (width)=0.23 *Q / Tj*Hn OR 3.623*Q/Hn bo= 0.71 mb0 to D1 ratio =bo / D1 Normal range=0.3 up to 4.0=ratios of (0.3:1) up to (4:1) 2.4 ok

Rpm generator 1500.0 R/m

Generator pulley OD 0.127 m

Turbine pulley OD D>we need make Intermediate shaft 0.507 m

after Intemediaftn shaft Turbine pulley OD (It,s raed N,S,P) 20.000 in

NSP porogerams= Pulley ,G / Pulley ,T ( 1 / 4 ) 4.00 ok

Ideal Specific Speed=1.2*Rp Turbine*Turbine shaft power / Hn^1.25 193.83Overspeed Specific Speed=Ideal specific speed+20% 232.59Selected Over speed Specific Speed= form geraf (Maxm) 150

, ,

*291

Specific Speed=1.2*RPM TURBIN*Turbine shaft power / Hn^1.25 150% Over speed= (Overspeed R,P,M - Turbin R,P,M) / Tubin R,P,M * 100 (22.6) %

Pulley Ratio= R,P ,M generator / Over speed R, P ,M 5.16

Overspeed Turbine RPM for puly sizing =Ideal RPM Turbin+20% 450.59 R/m

Turbine pulley OD = 0.423 m

Ideal RPM ratio = 1500 / Ideal RPMTurbin 3.99 ok

Normal range=2.0 up to 6.0=ratios of (2:1) up to (6:1)

Overspeed RPM ratio =1500/ over speed Turbin RPM 3.33 ok

Normal range=2.0 up to 6.0=ratios of (2:1) up to (6:1)

Circumference of rotor Cr = 0.942

Number of blades Nb = 28

Distance between blades Db = 0.034

Number of belt=Total Power to shaft / Power of one belt 4.1 Pc

T of belt BV Power of one belt 8 kw

Center distnce between tow puly= G Di + T Di 0.634 m

POWER & TURBINE Desing

Total Power=belt e*gen ,e * turbine ,e* 9.81Q*Hg ((( Not: one ,turbine ))) or P=Q*gras,H*g *0

Bamyan

shebar

Gunbad


25/119

ID-number 28-2802-0014 -2A

Province:

District:

Village:Project type : M.H.P

No F 256

Intermediate shaftGenerator

(Fixed ) RPM 1500 Intermediate shaft

inches 5 ------------- 5

RPM 1500.0 Turbine

5 ------------- 20 Diff

Target RPM = 375 >>>>>>> RPM 375.00 0.5

Target RPM Ratio = 4.00 0.13 19%

sqrt of RPM Ratio = 2.0

1500.0 20 1500 5 3755 375 5 1500.0

Available Pulley Sizes

Inches Mms Note: For T7, standard bo (mm)

5 127 85, 100, 120, 145, 175, 210, 250, 300, 360, 430, 520,620

6 152 For HKT, bo is upto 645mm

7 178 Max b0 in Afg = 1.3m HKT

8 203 For TMT, bo is generally either 165mm or 320mm

10 254 Rote dia T12 T7 HKT A10 TMT

12 305 D(m) 0.300 0.360 0.340 0.300 0.270

14 356 No-blades 28 30 24 24 24

16 406 Typ of belt A B C D

18 457 Power(kw) 2 4 8 1120 508 RPM T12= 133*Hn bo=3.623 * Q / Hn for T12 form 100 to1120mm22 559 RPM T7= 114*Hn o= . n o

24 610 Specific

23 584 Speeds

25 635.00 Pelton, single jet: 10 - 30

26 660 Pelton, multi-jet: 18 - 70

27 686 Turgo: 20 - 70

28 711 Crossflow: 20 - 150

30 762 Francis: 80 - 400

Prop & Kaplan: 340 - 1000

R,Pl,Md XDiPl,Md=R,Pm,G XDi,Pl G

Di,Pl, turbin X Rp,m, turb=Rpm ,Md XD, P,Mp,turb = Shaft output power of turbine in KW.

= 9.8 x Q x H x e,turb

KW Q Net H e,turb= . . . .

= 13.3 0.4 5.65 0.6

Gunbad

Bamyan

shebar


26/119

ID-number

Province:

District:

Village:


No F 256

P power 23.082 KW

P1 phase 3

pf power factor 0.8

S.F seftefactor 1.33

V voltage 400 V

I current Rating 95.9 A

A area form tebal 50 and 35 mm

arder cable form genrator to canto Cu 4X25 mm

arder cable form cantorol panal to AL 4X50 mm

arder cable 1.6*P for theer phase 69.2 mm

28-2802-0014 -2A

Bamyan

shebar

Gunbad

Cable sizing

1.33 * P / V*pf


27/119

Copper(C

U)(Amps

um nu

m(AL)

Amps

Copper(C

U)(Amps)

um nu

m(AL)

(Amps)

Copper(C

U)(Amps)

um nu

m(AL)

(Amps)

1.5 21 16 17 13 17 13

2.5 27 21 24 19 24 19

4 36 30 30 23 30 23

6 45 35 38 30 39 30

10 60 47 50 39 52 40

16 77 60 64 50 66 51

25 99 77 81 63 90 70

35 120 94 99 77 110 86

50 145 110 125 95 135 105

70 175 135 150 115 165 130

95 210 165 175 140 200 155

120 240 185 195 155 230 180

150 270 210 225 175 265 205

185 300 235 255 200 305 240

Current rating (AC) for three and four core 110 volts armoured or

unarmoured cables

cross

section

area

(mm)

Laid direct in Ground Laid Duct Laid in Air


28/119

temperature in C 20 25 30 35 40

A Temperature factor 1.1 1.08 1.06 1.03 1

Altitudes 1000 1250 1500 1750 2000

B1 altitude factor 1.00 0.98 0.96 0.945 0.93

Altitudes 3000 3250 3500 3750 4000

B2 altitude factor 0.86 0.845 0.83 0.815 0.80

C ELC corection factor

when load is light bulbs only

D power factor

when load includes tube light and other imductive lodes

max.Ambeant

generator rating factors


29/119

ID-numbe

Province

District:

Village:

Project ty M.H.P

No F 256

A- temperature in C 1.03 c

B- Altitudes 2250 0.915

C- ELC corection factor 0.83D- power factor 0.8

S- seftefactor 1.3

P- power 23.082 kw

G- generator *P /A*B*C*D 48.0 KVA

G- generator 1.3* P 30 kw

Bamyan

shebar

Gunbad

Genertor Selection

28-2802-0014 -2A


30/119

ID-number

Province: Bamyan

District: shebar

Village:


No F 256

P= 23.0822 kwat90.16 wat

o age rop a cu a on or ransm ss on an s r u on ys em:

3

Conde

ctivity

0f AL

Power

factor

Sectio

n

No-F

in

section

To-No-

F in

section

Length

between

nodes (m)

ACSR

area(

mm)

Phase

1,3

Power at

node (W)

Rated

Voltage

(V)

Current

(A)

Voltage

drop

(V)

Volt

nod

branc

(V)

S 256 1624 K 3 400 400

1.73 35 0.8 PH-A 103 256 694 50 3 23082.2 400 41.65 28.6 371

1.73 35 0.8 A-B 55 153 533 50 3 13795.19 400 26.81 14.1 357

1.73 35 0.8 B-C 68 98 255 50 3 8836.14 400 17.85 4.5 3521.73 35 0.8 C-D 30 30 142 50 3 2704.94 400 . .

3 400 371

1.73 35 0.8 A-K 70 70 300 16 1 6311.53 230 12.26 13.1 201

3 400 357

1.73 35 0.8 B-J 49 49 200 50 1 4418.07 230 15.84 3.6 202

3 400 352

1.73 35 0.8 C--H 51 51 50 16 1 4598.40 230 9.41 1.68 202

3 400 352

1.73 35 0.8 D-E 23 23 300 16 1 2073.79 230 4.25 4.6 198

3 400 352

1.73 35 0.8 D-F 39 39 281 16 1 3516.42 230 7.21 7.2 196

3 400 352

1.73 35 0.8 D-G 24 24 500 16 1 2163.95 230 4.44 7.9 195

for 3 phase for 1 phase

I= P / 1.732 x 0.8 x V I= P/V*pf

V= I x 1.732 x L / K* A V= (2X L X I ) / K x A

Wat /Family

28-2802-0014-2A

Gunbad


31/119

ID-number

Province: Bamyan

District: shebar

Village:

Project type M,H,P

No F 256

P= 23.0822 kwat

90.164664 wat

Voltage Drop Calculation for Transmission and Distribution System:

3

Conde

ctivity

0f AL

Power

factor

Sectio

n

No-F

in

section

To-No-

F in

section

Length

between

nodes (m)

ACSR

area(

mm)

Phase

1,3

Power at

node (W)

Rated

Voltage

(V)

Current

(A)

Voltage

drop

(V)

b

S 256 3070 3 400

1.732 35 0.8 PH-A 256 256 694 50 3 23082.2 400 41.65 28.61

85 850 3 400

1.732 35 0.8 A-K 36 85 300 50 1 7664.0 230 14.89 5.111.732 35 0.8 K-L 24 49 200 35 1 4418.1 230 26.39 8.62

1.732 35 0.8 L-M 18 25 170 35 1 2254.1 230 14.04 3.90

1.732 35 0.8 M-N 7 7 180 16 1 631.2 230 4.01 2.58

85 653 3 400

1.732 35 0.8 A-D 47 85 300 35 1 7664.0 230 14.89 7.29

1.732 35 0.8 D-E 25 38 200 25 1 3426.3 230 20.68 9.45

1.732 35 0.8 E-F 13 13 153 16 1 1172.1 230 7.41 4.05

86 873 3 400

1.732 35 0.8 A-G 42 86 500 50 1 7754.2 230 15.07 8.61

1.732 35 0.8 G-H 25 44 198 35 1 3967.2 230 24.10 7.79

1.732 35 0.8 H-I 19 19 175 25 1 1713.1 230 10.82 4.33

for 3 phase for 1 phase

I= P / 1.732 x 0.8 x V I= P/V*pf V= I x 1.732 x L / K* A V= (2X L X I ) / K x A

Wat /Family

28-2802-0014-2A

Gunbad


32/119

ID-number

Province:

District:

Village:


No F 256

P power 33.19 KW

P1 phase 3

pf power factor 0.8

S.F seftefactor 1.25

V voltage 400 V

I current Rating 43.2 A

Fuse sizing

28-2802-0014 -2A

SF * P / 3* V*pf

Bamyan

shebar

Gunbad


33/119

ID-number 28-2802-0014 -2 A

Province: Bamyan

District: Shebar

Village: GunbadProject type : M,H,P

No F 256

11

26.5

d limet 2 mm

Q Full canal flow, 0.903 m3/sec.

H flow depth 0.7300 m

B width of headrace 1.00 mV Velocity 1.11 m/s

A area Q / V 0.815 m

dimension such 4 L / b 10

B Width 6.00 m

L Length of the gravel trap 6*B 10.00 m

L/ B= 1.67 ok

Vp Maximum Horizontal vlocity 0.44 dlim 0.62 m/s

Y depth of basin Q / B* Vp 0.2 m

0.73 okL inIet= Y storege / sin 1.3 m

Sediment storage requirement Assume sediment concetration

h freeborad 0.2

C 2 kg/m

S density 2600 kg/m

P Pfactor 1

T 21600 ses

S Sedimen load Q*T*C 39005.77 kg

V V sediment=S lod / Sdecnity* P factor 15.0 m

Y depth of storege= V sediment / Basin area 0.25 m

A Actual area L*B 60 m

L outlet= Y storeg / sin 0.54 m

Required Basin depth= Y+Y storeg + Freebourd 1.18 m

Flushing frequency( 6 ,h )

DesingGravel trap

Y =flood hight


34/119

ID-number

Province:

District:

Village:M.H.P

No F 256

h= freebourd 0.2 M

Q= desing flow 0.554 M / S

Cw= 2.76

H= 2.74 m

H= 2.54 m

d= {(4*Qdesing / *C * (h flush)}^1.2

d= 0.40 m

d= 16 in

A= is the area of pipe= *d^ / 4 0.126 m

Q desing C*A * h flush 0.554 m /sec ok

d= {(6*Qdesing / *C * (h flush+h basin)}^1.2 0.408 m

A= is the area of pipe= *d^ / 4 0.131 m

1.5 *Q desing = C*A * hflush+h basin 0.830 m /sec

1.5*Q desing= 0.830 m /sec ok

28-2802-0014 -2A

is the flushing head when basin is empty

the pipe dimeter can be determined by rewriting the above equation as

water depth in the basin during the desing

flow prior to flushing

orifice coefficient

Vertical flush pipe

Bamyan

shebar

Gunbad


35/119

ID-number28-2802-0014 -2 A

Province: Bamyan

District: Shebar

Village: GunbadProject type : M,H,P

No F 256

h= freebourdM

Q= Q desingM / S

Q=M / S

Cw=

hm

1

2

Cas-2 during flood Q flood - Q desingM / S

L= length of spillway L = 2* Q / Cw X h ^1.5M

h= freebourdM

Q= Q designM / S

Q= discharge in oriffic

Q= Excess water

Cw=

hm

L= length of spillwayM

weir coefficient

spillway crest should be 0.05m above normal canal water level no morden 50%of the freebourd

Spillway (Weir ) Calculations for geraval terips

0.2

0.05overtop= (0.5*freeborard-0.05)

0.554

1.6

9.33

0.554

overtop= (0.5*freeborard-0.05)

L = 2* Q excess / Cw X h 1.5

Spillway (Weir ) Calculations for spill deschage

0.083

0.637

0.05

1.6

0.353

Maxm water in the canal for floodl time=A *V 0.906

0.5

weir coefficient

Qdesign - Qdischarch in oriffice

the spillway shuld be able to spil the excess flow when there is no obstruction

39

0.2

the spillway must be abie to conveey the entire flood floe of in case the headrace canal

downstream gets obstructed


36/119


37/119

ID-number

Province:

District:

Village:


No F 256

h1= highte,c 3 m

h= hight e,c materials 10 m

ha= h-h1 7 m

rx= 1.6 *ha / ( 1+h1 / h) 8.62 m

Thunderbolt cacolation

28-2802-0014 -2A

Bamyan

shebar

Gunbad


38/119

ID-number

Province:

District:

Village:


No F 256

Penstock internal diameter (d / 2)=0.62/2 d = 508 mm

Penstock thickness t = 3 mm

Penstock internal diameter (Smaller) dsmall= 0 mm

Gross head h gross= 8.5 m

Surge head h surge= 0.10 m

U/s penstock inclination 0.48869 R a= 28 D/s penstock inclination 0 b= 0

L1u= 7.5 m

L1d= 2.3 m

Total H= hg + hsu h total= 8.60 m

Buired depth of block at u/s face h1= 1.2 m

Buired depth of block at d/s face h2= 0.4 m

Ht. of block from base to CL of pipe at d/s h3= 0.59 m

Ht. of block from CL of pipe to top at d/s h4= 0.91 m

Ht. of block from CL of pipe to top at u/s h5= 0.85 m

Length of block L = 2.51 m

Width of block B = 2 m

Bend position from u/s face of block b1= 2

Uphill ground slope 0.20944 R i = 12 Angle of friction (soil) 0.5236 R fsoil= 30 Coefficient of friction steel onsteel with tar oaper in between f = 0.25

Unit weight of soil gsoil= 20 KN/m3

Allowable bearing pressure P = 100

Coefficient of friction between soil and concrete m = 0.5

No. of support piers u/s N = 0

Unit weight of concrete gconcrete= 22 KN/m3

Unit weight of steel gsteel= 77 KN/m3

Unit weight of water gwater= 9.8 KN/m3

28-2802-0014 -2A

Design of Anchor Block # Type AB2

Dist. to upper

Dist. to lower

Bamyan

for stiff day soil

shebar

Gunbad

for stiff day soil


39/119

2

Ht. of block at u/s face= H1= 2.903 m

Ht. of block at d/s face H2= 1.9 m

Ht. of block from base to c.l. of bend h2+h3 H3= 0.99 m

Bend position from u/s face of block B-b1 b2= 0 m

Calculation of Block volume excluding volume of pipe

Volume of pipe upper side a 0.4591 m

Volume of pipe downward side b 0.0000 m

Total volume of pipe a+b A 0.459 m

Volume of block excluding pipe B 12.057 m

Volume of block B-A 11.597 m

Weight of the block Wb= B-A *concrate 255.14 KN

Weight of pipe Wp= A 0.37 KN/m

Weight of water Ww= B 1.99 KN/m

Wp+ Ww = A+B 2.36 KN/m

Calculate the relevant forces

F1u= 15.609 KN

F1d= 5.421 KN

Hydrostatic force F3= [ = 15.4*htotal *d2*Sin( (b-a)/2)] -8.269 KN

Soil force

Ka= [ cosi - (cos2i - cos

2f)0.5 / cosi + (cos2i - cos2f)0.5 0.365F10= [ gsoilh12Cosi Kaw / 2] 10.291 KN

This force acts at from base. 0.400 m.Resolution of forces

a= 28 o = 0.49 Rfsoil= 30 o = 0.52 R

i = 12o

= 0.21 R

= 0o =

0 R

F1u= 15.609 - F1u *Sin -7.328 Fu1*Cosin 13.782

F1d= 5.421 - F1u *Sin 0.000 F1d*Cosin 5.421

F3= -8.269 F3*Sin((-)/2 2.001 F3*Coson((-)/2) 8.024

F10= 10.29 F10*Sini 10.066 F10*Sini 2.140Wb= 255.144 0 255.144

H = 10.066 Exp. V = 262.705 Exp.

H = 12.066 Cont. V = 270.729 Cont.

The center of gravity of the block from point O

0.90 m.

Weight of the block Wbacts at 0.895 from O.

SUM

SUM

(H2*B + B*(H1-H2)*0.5)* L

*d^2 / 4 ) * water

Wp+ Ww )* L1u*COSa

(d+t) * t * steel

X - component (KN)

h2+h3+h4

( h2+h3+h5+(b1*tan27)

Y - component (KN)

Wp+ Ww )* L1d*COSb

Forces (KN)

b1**d^2/ 4*Cosab2**d^2/ 4*Cosb


40/119

3

Sum of horizontal forces that act at the bend H -F10x

1. Expansion case 0.000 KN

2. Contraction case 2.001 KN

Acting at = 0.990 from O

Sum of vertical forces that act at the bend V -F10y -Wb

1. Expansion case 5.421 KN

2. Contraction case 13.445 KN

Acting at = 2 from O

Check against overturning

1. Expansion case

M @O = 249.27

d = 0.949 [ = M / V ]

e = 0.051 [ = (B/2) -d ]

eallowable= 0.333 >e ok [ = (B/6) ]

2. Contraction c ase

M @O = 267.30

d = 0.987 [ = M / V ]

e = 0.013 [ = (B/2) -d ]

eallowable= 0.333 >e ok

Check against bearing capacity

1. Expansion case

Pbase= 60.36 KN/m2

[ = (V/Abase) (1 + 6e/Lbase) ]


Pbase= 55.98 KN/m2

Pallowable= 100 >Pbase ok KN/m2

Check against sliding

1. Expansion case

H < mV10.066 < 131.35 ok


H < mV12.066 < 135.36 ok


41/119

4

i

B

bi

H3

H1

H2

h1

h5

h4

h

3

h2

b2

l

b= 0


42/119

ID-number

Province:

District:

Village:

M.H.P

No F 256

h= for in site 0.50 cm

H Nrmal water level in canal 0.50 m

Q flow in canal 0.55 m/s

b space between bars (50 to 75 mm) 0.06 m

t thickness bars 0.003 m

Kt trashrack loss coefficient from tebal 2.40

L= Length of trashrack 3.30 m

g gravitation constant 9.81 m/s

a= cross section area of water=L* H 1.65 m

t/b ratio of maximum bar thickness to space btween bars 0.05 mm

V approach velocity = desing flow / cross section area o (0.5 -1 ) m / s 0.34 m/s

A1 Area of discharch Q / V 1.65 m

= angle of bars with horizontal 60.00

= RADIANS 1.05 R

S= Lenght of trashrack slop (H+freeboard) / sin 0.81 m

A2= L * S all area 2.67 m

A3= t+b= area steel and blank space 0.06 m

NO= A2 / t+b 42.35 m

A4= t *(A2 / t+b) 0.13 m

A5= A2-A4 area balnk Space 2.54 noNO= no of balnk Space A5 / b 42.35 no

h=kt* (t / b) 4 / 3*(V^2 / 2g)*sin 0.08 m

Desing Trashrack for forbay

h=head loss across trashrack

28-2802-0014 -2A

Bamyan

shebar

Gunbad


43/119

ID-number 28-2802-0008 -1 A

Province: Bamyan

District: Shebar

Village: Ljalmesh CCD

M,H,P

No F 321

H flood water level in rever 0.774 m

Q Discharge through the oriffic during flood flow 0.799915069 m/s

b space between bars (50 to 75 mm) 0.06 m

t thickness bars 0.003 m

Kt trashrack loss coefficient from tebal 2.4

L= oriffice width 2.875 m

L= for trashrack porovid 3.075 m

g gravitation constant 9.81 m/s

a= cross section area of water=L*H 2.38005 m

t/b ratio of maximum bar thickness to space btween bars 0.05 mm

V approach velocity Desing floow/ caras section wat (0.5 to 1 ) 0.336091708 m/s

A1 Area of discharch Q / V 2.38005 m

= angle of trashrack with horizontal 60

= RADIANS 1.047197551 R

S= Lenght of trashrack slop (H+freeboard) / sin 1.124678324 m

A2= L * S all area trashrack 3.458385847 m

A3= t+b= area steel and blank space 0.063 m

NO= A2 / t+b 54.89501345 no

A4= t *(A2 / t+b) 0.16468504

A5= A2-A4 area balnk Space 3.293700807

NO= no of balnk Space A5 / b 54.89501345 no

h=kt* (t / b) 4 / 3*(V^2 / 2g)*sin 0.001005166 m

Desing Trashrack for Oriffce

h=head loss across trashrack


44/119

ID-nu

Provi

Distri

Villag

Proje M.H.P

No F 256

P= #### Kwat

No- F= 256 K J H

Wat / H= #### V= Volt 13.14 V= Vol 3.62 V= Volt 1.68

Pf = 0.8 V=Volt 201.3 V=Volt 202.7 V=Volt 202

Phase = three =(m) 300 L=(m) 200 L=(m) 50

=(mm) 16 =(mm) 50 =(mm) 16No-F= 70 No-F= 49 No-F= 51

power=wat 6311.5 p=wat 4418.07 p=wat 4598.4

V= Volt 28.6 V=Volt14.14 V=Volt 4.5

L=(m) 694 V=Volt 371.4 V=Volt 357.3 V=Volt 352.8

=(mm) 50 A B CNo-F= 256 L=(m) 533 L=(m) 255 L=(m) 142

power=wa = mm = mm = mmNo-F=no 153 No-F=no 98 No-F=(no) 30

power=wat 13795.194 power=wat 8836.1 power=wat 2704.9

P,H

28-2802-0014 -2A

shebar

Bayan

Gunbad


45/119

ID-number 28-2802-0014 -2A

Province: shebar

District: Bayan

Village: Gunbad


No F 256 L=(m) 153

P= Kwat =(mm) 16

No- F= 256 No-F= 13 F V=

Wat / H= power=wat 1172.14 V=Vol

Pf = 0.8

Phase = three L=(m) 200

=(mm) 25 E

No-F= 38 V= Volt 9.5

power=wat 3426 V=Volt 197.6

L=(m) 300 D

=(mm) 35 V= Volt 7.3

No-F= 85 V=Volt 207

power=wat 7664 L=(m) 300 =

=(mm) 50 V= Volt 8.61583 N

No-F= 85 V=Volt 200.7 owe

V= Volt 28.61 power=wat 7664 K L

L=(m) 694 V=Volt 371.4 A V= Volt 5.1061 L=(m) 200

=(mm) 50 V=Volt 209 =(mm) 35

No-F= 256 L=(m) 500 G No-F= 49

power=wat =(mm) 50

V= Volt 8.6 power=wat 4418No-F= 86 V=Volt 206

power=wat 7754 L=(m) 198 H

=(mm) 35 V= Volt 7.8

No-F= 44 V=Volt 198

power=wat 3967

=

N

powe

23082

23.08

90.2

P,H


46/119

ID-number

Province:

District:

Village:

Project typ M.H.P

No F 256

Community:

No. of No of Total Length (40m spacing) No. of In

Wires x-arms/pole of Wire (m) No. of Poles and Shac

50mm2 PH-A 694 4 2 2,776 17 69

A-G 500 2 1 1,000 13 25

AK 300 2 1 600 8 15

Total 1,494 4,376 37 109+20% sag 5,251

Use 5,500

Kgs of wire 1,500

35mm2 K-L 200 2 2 400.0 5 10

L-M 170 2 1 340 4 9

A-D 300 2 1 600 8 15

G-H 198 2 1 396 5 10

0 0 0

0 0

Total 868 1,736 22 43

+20% sag 2,083

Use 2,200

Kgs of wire 2,300

25mm2 D-E 200 2 1 400 5 10

H-I 175 2 1 350 4 9

0 0 0

0 0 0

0 0 0

0 0 0

0 0 0

Total 375 750 9 19

+20% sag 900Use 1,000

Kgs of wire 106

16mm2 M-N 180 2 1 360 5 9

E-F 153 2 1 306 4 8

0 0 0

0 0 0

0 0 0

0 0 0

Gunbad

MHP Equipment Estimating Utilities: Electrical materials, Pen

28-2802-0014 -2A

Bamyan

shebar

Toghi pain

Summary of Electrical Materials

Item Details Length


47/119

Total 333 666 8 17

+20% sag 799

Use 850

Kgs of wire 90

TOTALS

Stay rods & Earthing Straight Length Kgs of Elec (40m spacing) No. of In

Wire Sets Plates of Run Nuts & Bolts Kgs of wire No. of Poles and Shac

(See map) 5 2,737 38 3,996 77 18

1 L, 2S 1 L, 2 S 21 5 82 20

2x4mm2 line Alum 40M*226HH 0 0 0


48/119

Electrical Parts of M:H :PID-number 28-2802-0014 -2A

Province Bamyan

District: Shebar

Village Gunbad

Project purpose M,H,P

NO of family 256

CDC Afg NSP Afg

1 Genrator (30)kW, three Phase, Brush type 1 pc 30000 30000 0 30000

2 ACSR d=50mm 5,500 meter 35 192500 0 192500

ACSR d=35mm 2,200 meter 30 66000 0 66000

3 ACSR d=25mm 1,000 meter 25 25000 0 25000

4 ACSR d=16mm 850 meter 20 17000 0 17000

5 D-Bracket and Insulator (complete set) 200 pc 100 20046.1 0 20046.1

6 Cross -arms(50 cm long -10cmX10cm) 106 pc 300 31666.8 0 31666.8

7 Stay sets (complete) 2 set 350 700 0 700 As

8

Earthing Set (60cmX60cmX3mm copper plate,

10m long 4mm dia copper wire, 5m long 19mm

dia GI Pipe, 10kg Salt, 1 bag charcoal)

4 set 3000 12000 0 12000

9 Control Panel (complete set) 1 pc 15000 15000 0 15000

10 Signboard 1 pc 1000 1000 0 1000

11 Tools & tool box 1 pc 1000 1000 0 1000

124X35mm2 CU cable (to connect Gnerator and

Control Panel)25 m 300 7500 0 7500

134X50mm2 Al Cable (to connect control panel and

first Pole)50 m 250 12500 0 12500

14 7m high wooden pole 82 pc 1000 81750 71219.49 10530.51

513662.9 71219.49 442443.4

Note: Any other needed material can be added.

No particular of item and delail of work Quantity Unit Unit price inAFS

Total price inAfs

Contribution


49/119

she

No :Famil

1 5.00 pc 100.00 500.00 500

2 5.00 pc 200.00 1000.00 100

3 1.00 pc 500.00 500.00 500

4 2.00 pc 1500.00 3000.00 300

5 6.00 pc 60.00 360.00 360

6 20.00 m 20.00 400.00 400

7 770.12 m 0 0.00 0.

81986.26 bag 350 695192.50 6951

9 553.18 m 1000 553184.89 5531

10 5.20 m 100 520.00 520

11 6.00 kg 10 60.00 60

12 1.00 pc 3000 3000.00 300

13 1.00 pc 3500 3500.00 350

14 2.00 pc 800 1600.00 160

15 4.61 kg 70 322.87 322

16 3.12 m 200 624.75 624

17 22.31 kg 15 334.67 334

18 0.60 kg 200 120.44 120

19 0.60 kg 10 6.02 6.

20 2.11 kg 200 422.82 422

21 3.92 kg 65 254.48 254

22 94.57 pc 300 28370.40 2837

23 175.45 pc 200 35090.40 3509

24 368.62 kg 60 22117.38 2211

25 63.54 ml 300 19062.00 19062

26 2.58 kg 80 206.43 206

27 1.00 Pc 100 100.00 100

28 657.28 md 700.00 460095.21 4600

29 1400.90 md 350.00 490314.51 2445

Instelation G,I hood

Wair 1mm

Unskilled labour on site

Marble powder

wooden beem 25 cm,L=4.00 m

bourd 2X0.2X0.02

Steel 10mm area

oil

wheel barrow

Complete window(1X1)m

Glasses

Niel

:)(

28-28020014 - 2A Gunbad

solt

...

wooden beem 40 cm,L=5.00 m

soil

Straw

Cement

Sundy

Rope

Oil paint

Complete Windows(1.5X1.5)m

Stone

Rubber bucket

shovel with handl

pickax with handl

slodge hammer with handl

Complete Doors (1.2X2.2)m

powder paint

Skilled labour on site


50/119

sh

No :Famil 256

30 1.00 pc 30000.00 30000.00 0

31 5500.00 meter 35.00 192500.00 0

32 2200.00 meter 30.00 66000.00 325

33 1000.00 meter 25.00 25000.00 250

34 850.00 meter 20.00 17000.00 170

35 200.46 pc 100.00 20046.06 200

36 105.56 pc 300.00 31666.81 316

37 2.00 set 350.00 700.00 70

38 4.00 set 3000.00 12000.00 120

39 1.00 pc 15000.00 15000.00 150

40 1.00 pc 1000.00 1000.00 100

41 1.00 pc 1000.00 1000.00 100

42 25.00 m 300.00 7500.00 750

43 50.00 m 250.00 12500.00 125

44 81.75 pc 1000.00 81750.00 817

45

1.00 set 80000.00 80000.00 800

46

9.00 m 2500.00 22500.00 225

47 3.29 m 150.00 493.20 49

48 15.00 m 150.00 2250.00 225

49 2.67 m 4000.00 10692.00 106

50 1.00 set 4000.00 4000.00 400

51 1.00 set 3000.00 3000.00 300

52 1.20 m 10000.00 12000.00 120

53 1.20 m 10000.00 12000.00 120

54 Ls Ls 30000.00 30000.00 300

55 Ls Ls 15000.00 15000.00 150

3025858 2304

Sluice Gate ( 1.2m (H)X 1m (B)) for settling basin

3" Valve with 2m GI Pipe

7m high wooden pole

Trahsrack (3.3mX0.81m) with frame, 20mm spacing of bar, bar

size: 5mmX25mm for forbay

508mm dia, 3mm thickness, MS Penstock Pipes with one

bends and required washers, bolts and nuts (Bends are shown

in DWG)

ACSR d=35mm

Cross -arms(50 cm long -10cmX10cm)

Stay sets (complete)

Signboard

:28-28020014 - 2A

Earthing Set (60cmX60cmX3mm copper plate, 10m long 4mm di

us ng one . m a, . m e g , s s own n

DWG

A. : Turbine (33 kW, T12), B.: Adaptor for Turbine, C: . Base

Frame for Turbine and Generator, D: . Intermediate Shaft, E.:

Pulleys (-20" nos, 5" - 3 ) F: . D, V Belts-3 nos

D-Bracket and Insulator (complete set)

ACSR d=50mm

Genrator (30)kW, three Phase, Brush type

PVC Pipe for flushing (arani)

Airvent pipe (diameter=30.62 mm) ( 1 .2inch)

Control Panel (complete set)

Tools & tool box

4X50mm2 Al Cable (to connect control panel and first Pole)

4X35mm2 CU cable (to connect Gnerator and Control Panel)

Taransportation

Probables

Sluice Gate for geravaltiraos (1.2m(H) X0.1 m (B))

...

ACSR d=16mm

ACSR d=25mm

Total

Gunbad


51/119


52/119

sheb

No :Famil 256

1 Tooles LS LS 5760 576

2 Site preparation m 929.99 14 13019.8 0.0

3 Excavation m 446.69 175 78171.4 0.0

4 Stone massonary m 770.12 1628.9 1254456.4 107935

5 Shutting m 47.28 1413.5 66835.9 635266 RCC(1:2:4) m 3.36 4250 14287.5 13110

7 PCC(1:4:8) m 144.08 3550 511495.5 46106

8 Mechanical Part Ls LS 0 146935.2 14693

9 Electrical Part Ls LS 0 513662.9 44244

10 Steel work kg 368.62 71.41 26323.4 25420

11 Palastering m 435.26 205 89227.8 61806

12 Ponting m 703.28 202.5 142415.0 10056

13 Carpentary Work pc 4.00 2151 8604.0 8324

14 Water Pinting m 30.11 34.2 1030.2 1030

15 Installtionn woodenbeem 3/m L=5m M.L 63.54 321 20396.3 19729

16 oil painting on wooden m 7.83 293.7 2299.7 2217

17 Installation of glass 3mm m 2.98 238 708.1 666

18 mud pull work of roof m 12.00 71.5 858.0 768

19 mud & straw m 12.00 39.3 472.0 304

20 fixing bourd on the roof m 13.44 546.9 7350.3 7162

21 Filling m 4.00 275 1100.0 400

22 geraval Levaling m 74.41 1014 75448.4 74406

23 Transportation % LS 0 30000.0 3000

24 Probables % LS 0 15000.0 1500

Total(Afs) 3025858 25600

NSPSNO Itam Unit Quantity Unit cost Total cost

28-2802-0014 - 2A Gunbad

:)(


53/119

ID-No : 028-28027-0014 -2A

Provence : Bamyan

District : Shebar

CDC : Gunbad

Sub Project : M,H,P Totl Budg:

Unit Cost Total Cost Activity

Af AF CDC NSP % 1 2 3 4 5 6 7

1 Tooles LS LS 5760 5760 0.19362 Site preparation m 929.99 14 13019.8 13019.8 0.0 0.4376

3 Excavation m 446.69 175 78171.4 78171.4 0.0 2.6275

4 Stone massonary m 770.12 1628.9 1254456.4 175102.9 1079353.5 42.165

5 Shutting m 47.28 1413.5 66835.9 3309.9 63526.1 2.24656 RCC(1:2:4) m 3.36 4250 14287.5 1176.6 13110.9 0.4802

7 PCC(1:4:8) m 144.08 3550 511495.5 50429.1 461066.3 17.193

8 Mechanical Part work Ls LS 0 146935.2 0.0 146935.2 4.9388

9 Electrical Part work Ls LS 0 257662.9 71219.5 186443.4 8.6607

10 Steel work kg 368.62 71.41 26323.4 903.1 25420.2 0.8848

11 Palastering m 435.26 205 89227.8 27421.2 61806.6 2.9992

12 Ponting m 703.28 202.5 142415.0 41845.4 100569.6 4.7869

13 Carpentary Work pc 4.00 2151 8604.0 280.0 8324.0 0.2892

14 Water Pinting m 30.11 34.21475 1030.2 0.0 1030.2 0.0346

15 Installtionn woodenbeem M.L 63.54 321 20396.3 667.2 19729.2 0.6856

16 oil painting on wooden m 7.83 293.7 2299.7 82.2 2217.5 0.0773

17 Installation of glass 3mm m 2.98 238 708.1 41.7 666.4 0.0238

18 mud pull work of roof m 12.00 71.5 858.0 126.0 732.0 0.0288

19 mud & straw m 12.00 39.33333 472.0 168.0 304.0 0.0159

20 fixing bourd on the roof m 13.44 546.9 7350.3 141.1 7209.2 0.2471

21 Filling m 4.00 275 1100.0 700.0 400.0 0.037

22 geraval Levaling m 74.41 1014 75448.4 1041.7 74406.7 2.536

Total 2719098 465846.8 2253251

1InstalationACSR 50mm

tarnsmission Linem 5500.00 35.00 192500 192500 6.470

2InstalationACSR 25mm

tarnsmission Linem 1340.00 25.00 33500 33500 1.126

3 Instalation genrator Pc 1 30000 30000 30000 1.008

Total256000 256000

G-Total2975098 465846.8 2509251 100

FirstInstalment((90)%

2nd

Instal

lment

Summary Work Plan

3025857

Milstone No Discription Unit QuintityContribution


54/119

18


55/119

Project Summary Sheet

Project

No- F 256

Goal of Sub Project: for light to family

4-Fixing Torben & Genrator 5- Fixing line

Budget

Total: = 3025857.82 Afs NSP: = 2560000.0 Afs CDC:= 465857.82 A

Expected Training needs: yes

90% Afs Afs Afs

Afs Afs

Total buget 3025857.82

Project Risks -NO

Number of Disbursements: ----------TWO--------------------------------------------------------------------------------------------------------------

10% Afs 0.00 256000.0

Beneficiaries: All Family

Project Milestones

CDC NSP

465858 2304000

ID-number : 28-2802-0014 - 2 A

Province : Bamyan

District : Shebar

Village : Gunbad

M,H,P

Brief descripption of main activities: 1-Excavation in the foundation 2-Stonemassonary 3- R.C.C & P.C.C


56/119


57/119

(

2058.2

)10(

)9(30000 6 30000 30000 1 30(192500 6 192500 35 5,500 50 66000 66000 30 2,200 35 25000 6 25000 25 1,000 25 17000 6 17000 20 850 16

20046.0586 6 20046.05863 100 200 (31666.8078 6 31666.80782 300 105.6 101050

700 6 700 350 2 12000 6 12000 3000 4 )3606015000 6 15000 15000 1 1000 6 1000 1000 1 1000 6 1000 1000 1 7500 6 7500 300 25 )10

12500 6 12500 250 50 416(10530.51 71219 6 81750 1000 82

80000 6 80000 80000 1 33(22500 6 22500 2500 9 3508493.2 6 493.2 150 3.288 3.3()1.22250 6 2250 150 15 15(

10692 6 10692 4000 2.673 4000 6 4000 4000 1 250()3903000 6 3000 3000 1 3(

12000 6 12000 10000 1.2 )705512000 6 12000 10000 1.2 )70138

)(950409.7

))8 ))7 )()6(

)()5(

))4 ))3 )2( //

)( ))950409.7 461.8


58/119

0.0 6 0.0 0.0 770.1695192.5 6 695192.5 350.0 1986.3 553184.9 6 553184.9 1000.0 553.2

520.0 6 520.0 100.0 5.2 60.0 6 60.0 10.0 6.0

3000.0 6 3000.0 3000.0 1.0 3500.0 6 3500.0 3500.0 1.0 1600.0 6 1600.0 800.0 2.0

322.9 6 322.9 70.0 4.6 624.8 6 624.8 200.0 3.1334.7 6 334.7 15.0 22.3120.4 6 120.4 200.0 0.6

6.0 6 6.0 10.0 0.6422.8 6 422.8 200.0 2.1 254.5 6 254.5 65.0 3.9

28370.4 6 28370.4 300.0 94.6 35090.4 6 35090.4 200.0 175.5 2.522117.4 6 22117.4 60.0 368.619062.0 6 19062.0 300.0 63.5

206.4 6 206.4 80.0 2.6100.0 6 100.0 100.0 1.0

460095.2 6 460095.2 700.0 657.3 24456.7 465858 6 490314.5 350.0 1400.9 5760.0 6 5760.0 5760.0 Ls

30000.0 6 30000.0 30000.0 Ls 15000.0 6 15000.0 15000.0 Ls

2488781 537077.3

2488780.51 537077.31 ((

Eng PMU Eng AFP


59/119

1

2

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

2223

24


60/119

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50


61/119

NO Family 256

ID-number: 28-2802-0014 -2A

Province: BamyanDistrict: shebar

Village: GunbadProject purpose: M,H,P

NO Equipment Unit QuantityUnit cost

Afg

Total cost

Afg

1 shovel with handl pc 5 100 500

2 pickax with handl pc 5 200 1000

3 slodge hammer with handl pc 1 500 500

4 wheel barrow pc 2 1500 3000

5 Rubber bucket pc 6 60 360

6 Rope m 20 20 400

5760

Equipment sheet

Total Cost Afs


62/119

Parawn Bamyan

No :Fa 256

A Mterials1 shovel with handl pc 5 100.00 500.02 pickax with handl pc 5 200.00 1000.03 slodge hammer with handl pc 1 500.00 500.04 wheel barrow pc 2 1500.00 3000.05 Rubber bucket pc 6 60.00 360.06 Rope m 20 20.00 400.07 Stone m 770 0.00 0.08 Cement bag 1986 350.00 695192.59 Sundy m 553 1000.00 553184.910 soil m 5 100.00 520.011 Straw kg 6 10.00 60.012 Complete Doors (1.2X2.2)m pc 1 3000.00 3000.013 Complete Windows(1.5X1.5)m pc 1 3500.00 3500.014 Complete window(1X1)m pc 2 800.00 1600.015 Niel kg 5 70.00 322.916 Glasses m 3 200.00 624.817 Marble powder kg 22 15.00 334.718 powder paint kg 1 200.00 120.419 solt kg 1 10.00 6.020 Oil paint kg 2 200.00 422.821 oil kg 4 65.00 254.522 wooden beem 25 cm,L=4.00 m pc 95 300.00 28370.423 bourd 2X0.2X0.02 pc 175 200.00 35090.424 Steel 10mm area kg 369 60.00 22117.4

25wooden beem 40 cm,L=5.00 m ml 64 300.00 19062.0

26 Wair 1mm kg 3 80.00 206.427 Instelation G,I hood Pc 1 100.00 100.0

Total(Afs) 1369850.0

Gunbad

Proqurm

Proqurm

Proqurm

Proqurment list

Proqurm

Proqurm

Proqurm

Proqurm

Proqurm

Proqurm

Proqurm

Proqurm

Proqurm

Proqurm

Res

Proqurm

Proqurm

Proqurm

Proqurm

Proqurm

Proqurm

Proqurm

Proqurm

Proqurm

Proqurm

Proqurm

Proqurm

Proqurm

SNO CIVIL Unit Quantity Unit cost Total cost

Proqurm


63/119

Parawn Bamyan

No :Fa 256

1 Genrator (30)kW, three Phase, Brush type pc 1 30000.00 30000.0

2 ACSR d=50mm meter 5500 35.00 192500.0

ACSR d=35mm meter 2200 30.00 66000.0

3 ACSR d=25mm meter 1000 25.00 25000.0

4 ACSR d=16mm meter 850 20.00 17000.0

6 D-Bracket and Insulator (complete set) pc 200 100.00 20046.1

7 Cross -arms(50 cm long -10cmX10cm) pc 106 300.00 31666.8

8 Stay sets (complete) set 2 350.00 700.0

9 Earthing Set (60cmX60cmX3mm copper plate, 10m long 4mm dia cop set 4 3000.00 12000.0

10 Control Panel (complete set) pc 1 15000.00 15000.0

11 Signboard pc 1 1000.00 1000.0

12 Tools & tool box pc 1 1000.00 1000.0

13 4X35mm2 CU cable (to connect Gnerator and Control Panel) m 25 300.00 7500.0

14 4X50mm2 Al Cable (to connect control panel and first Pole) m 50 250.00 12500.0

15 7m high wooden pole pc 82 1000.00 81750.0

Total(Afs) 513662.9 0

Gunbad

Proqurment list

Proqur

Proqur

Proqur

Proqur

C Electrical Unit Quantity Unit cost Total cost Res

Proqur

Proqur

Proqur

Proqur

Proqur

Proqur

Proqur

Proqur

Proqur

Proqur

Proqur


64/119

Parawn Bamyan

No :Fa

256

Dmechanical Unt Quantity Unit cost Total cost

1

A. : Turbine (33 kW, T12), B.: Adaptor for Turbine, C: . Base

Frame for Turbine and Generator, D: . Intermediate Shaft, E.:

Pulleys (-20" nos, 5" - 3 ) F: . D, V Belts-3 nos

set 1.00 80000.00 80000

2508mm dia, 3mm thickness, MS Penstock Pipes with one bends

and required washers, bolts and nuts (Bends are shown in DWG)m 9.00 2500.00 22500

3Airvent pipe (diameter=30.62 mm) ( 1 .2inch) m 3.29 150.00 493.2

4PVC Pipe for flushing (arani) m 15.00 150.00 2250

5

Trahsrack (3.3mX0.81m) with frame, 20mm spacing of bar, bar

size: 5mmX25mm for forbaym 2.67 4000.00 10692

6Flushing Cone (0.440m dia,(17") 1.55m height), As shown in DWG set 1.00 4000.00 4000

73" Valve with 2m GI Pipe set 1.00 3000.00 3000

8Sluice Gate ( 1.2m (H)X 1m (B)) for settling basin m 1.20 10000.00 12000

9Sluice Gate for geravaltiraos (1.2m(H) X0.1 m (B)) m 1.20 10000.00 12000

Total(Afs) 146935.2 0

Proqurment

Proqurment

Gunbad

Proqurment

Proqurment

Proqurment

Proqurment

Proqurment

Proqurment

Respons

Proqurment

Proqurment list


65/119

256

Cost per year

Repair/replesments costs 5% of investments for the

Salary (Estimated for the operator)

Salary per month:Salary per year:

Others: physical contingency 2%

Mobil Oil (1%)

Unit Cost

Fuel consumption per hour

Fuel consumption per day

Fuel consumption per mounth

Fuel consumption per yearTotal costs

Cost participation of family

256 No

Participation family per year 262.7 Afs

Participation family per month 21.9 Afs

Participation Family per day 0.73 Afs

4 3 2

45950.195636

5

Fuel

6

67238.53

No of family

214875

Repair/replesments costs per year 1487.5

3

100

3000

36000

Village: Gunbad

Project: M .H .P

1Depreciation: 10% of total capital investment(include of power house rehabilitation cost etc.)for 10yearsTotal costs for 10 years 297509.782

29751

Power Group Membar ChargesNO-Famili =ID-number: 28-2802-0014 - 2 A

Province: Bamyan

District: Shebar NSP


66/119

ID-number

Province

District

VillageProject type

No- F 256

1 Tooles

2 Site preparation m 14 14 929.99 0.00 29.4 2.10 1064 76

3 Excavation m 175 175 446.7 0.00 551.25 3.150 3,763.20 21.504

4 Stone massonary m 1628.90 1628.900 770.1 0.00 61,548.96 37.795 Shutting m 1413.50 1413.50 47.28 0.00 6,360.75 4.5006 RCC(1:2:4) m 4250.00 4250.0 3.4 0.00

7 PCC(1:4:8) m 3550.00 3550.0 144.1 0.00 12,022.7 3.4 28,517.01 8.033

8 Mechanical Part Ls LS LS

9 Electrical Part Ls Ls LS

10 Steel work kg 71.41 71.41 368.6 0.00

11 Palastering m 205.0 205.00 435.3 0.00 7,431.168 36.250

12 Ponting m 202.5 202.5 703 0.00 7,776.00 38.40

13 Carpentary Work pc 2151.00 2151.00 4.0 0.00

14 Water Pinting m 34.21 34.21 30.1 0.00

15 Installtionn woodenbeem 3/m L=5m M.L 321.00 321.00 63.5 0.00

18 oil painting on wooden m 293.70 293.70 7.8 0.00

19 Installation of glass 3mm m 238.00 238.00 3.0 0.00

20 mud pull work of roof m 71.50 71.50 12.0 0.00

21 mud & straw m 39.33 39.33 12.0 0.00

22 fixing bourd on the roof m 546.90 546.90 13.4 0.00

24 Filling m 275.00 275.00 4.000 0.00

25 geraval Levaling m 1014.00 1014.00 74.407 0.00 425.880 0.420 12,168.000 12.000

19,389.95 122,268.34

1 Transportation % % 0.03 19,389.95 122,268.34

2 Probables % % 0.02 0.00 0.00

GRAND TOTAL

No Itam Un it

Untcost

chek

Unt

costQun

geravalterp

sQun

TOTAL

An,bolack

TOTAL

Qun

Unt cost

chek


67/119

5760 5760.0

728.00 52.00 222.95 15.93 13019.8

4858.00 27.76 2784.4775 15.91 78171.4

44859.906 27.54 47766.02649 29.32 1254456.4

11194.92 7.92 37604.75 26.60 66835.9

10017.12 2.36 14287.5

23004 6.48 6484.43 1.83 511495.5

146935 146935.2

513663 513662.9

20084.11 281 26323.4

4805.20 23.440 5087.28 24.82 89227.8

2976.75 14.700 5659 27.95 142415.0

8604.0

1030.2

20396.3

2299.7

708.1

858.0

472.0

7350.3

1100.0

18252 18.00 1309.72296 1.2916 75448.4

110678.8 137020.3 666358 2980857.8

110678.776 137020.3436 666358 30000.0

0.0 0.0 0.0 15000.0

####### 3025857.8

Total

Tools QunForbay QunSpelway Qun


68/119

ID-number

Province: BayanDistrict: shebar

Village: Gunbad

No-F 256

Summary sheet of MAP

F1 Micro hydro power Quantity Un cost Total cost

A Civil Work:

1 Construction cost of geraval tiraps 37.79 3235.844868 122268.3398

2 Construction cost of 1m length of canal 386 2727.28 1,051,758

3 Construction cost of settlement basin 31.46 2771.92 87198.96

4 Construction cost of fore bay 29.32 4672.62 137020.34

5 Construction cost of power house 28.722 3868.89 111122.27

6 Construction cost of Turbine Area 10.68 4051.58 43251

7 Construction cost of spillway 27.54 4018.84 110678.78

8 Construction cost of Anc bolack and Suporter 3.39 5725.38 19389.95

Sub total cost of civil work: 1,682,688.10

B Mechanical with hydraulic work:

1 A. : Turbine (33 kW, T12), B.: Adaptor for Turbine, C: 1 80000 80000

2 508mm dia, 3mm thickness, MS Penstock Pipes with 9 2500 22500

3 Airvent pipe (diameter=30.62 mm) ( 1 .2inch) 3.288 150 493.2

4 PVC Pipe for flushing (arani) 15 150 2250

5 Trahsrack (3.3mX0.81m) with frame, 20mm spacing o 2.673 4000 106926 Flushing Cone (0.440m dia,(17") 1.55m height), As sh 1 4000 4000

7 3" Valve with 2m GI Pipe 1 3000 3000

8 Sluice Gate ( 1.2m (H)X 1m (B)) for settling basin 1.2 10000 12000

9 Sluice Gate for geravaltiraos (1.2m(H) X0.1 m (B)) 1.2 10000 12000

Subtotal cost of mechanical work: 146935.2

C 1 Electrical work: LS LS 513662.87

2 Sub total cost of electrical part: 513662.87

1 Transportation 0.05 5760.00 30000.00

2 probables 0.03 15000.00 15000.00

3 Tools LS 5760.00 5760.00

4 Sub total cost 50760.00

Total project cost: (A+B+C) 2,394,046.16

28-2802-0014 -2A


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canal 23480.53

Forbay 6777.962

house 3475.272

al 1600

Penstok 564.864

Tarnmasio 6919.26

Onther 1015.2

Total 47880.92


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74/119

Power house for MHP Plant

Estimated total project cost

Bold items to be filled by in tenderer (A1,A2,,An). Light items for cost estimation only by Title No. A* Diminsions Item Quantity Unit Unit cost Total cost

Norm No L W H Afs Afs C

A1 1.00 1 5.6 4.6 Site preparation 25.76 m2 14.00 360.64

1.01 0.04 Site preparation, clearing site ect. 1.030 md 350.00 360.64

A2 2.00 2 8.6 0.8 0.6 Foundation excavation 8.3 m3 175.00 1,444.80

2.01 0.5 Unskilled labour 4.1 md 350.00 1,444.80

A3 3.00 2 8.6 0.8 0.6 Stone work for the foundation 8.256 m3 1,628.90 13,448.20

3.01 1 Stone 8.256 m3 - -

3.02 0.385 Sand 3.2 m3 1,000.00 3,178.56

3.05 77.7 Cement (M: 200, 1:5) 641.5 kg 7.00 4,490.44

3.07 0.5 Skilled labour on site 4.1 md 700.00 2,889.60

3.08 1 Unskilled labour on site 8.256 md 350.00 2,889.60

A4 4.00 Stone work for walls 20.47 m3 1,628.90 33,337.07

2 8.2 0.6 2.5 Wall 24.60 m3

Negative -1 1.2 0.6 2.2 Door 1.584 m3

-1 1.5 0.6 1.5 Window 1.35 m3

-2 1 0.6 1 Window 1.20 m3

4.01 1 Stone 20.5 m3 - -

4.02 0.385 Sand 7.9 m3 1,000.00 7,879.41

4.05 77.7 Cement (M: 200, 1:5) 1,590.2 kg 7.00 11,131.46


4.08 1 Unskilled labour on site 20.5 md 350.00 7,163.10

Village:

Project type:

No-f 256

Norm/

unit

Gunbad

Bill of Quantity (BoQ)

ID-number:

Province: Bamyan

District:

28-2802-0014 -2A

shebar


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A5 5.00 in site palastering M -300(1:4) 28.11 m2 205.00 5,762.55

2 7 2.5 wall 35.00 m2

Negative -1 1.2 2.2 Door 2.64 m2

-1 1.5 1.5 Window 2.25 m2

-2 1 1 Window 2.00 m2

5.01 2 cement 56.2 kg 7.00 393.54 5.02 0.03 sand 0.84 m3 1,000.00 843.305.03 0.14 Skilled labour on site 3.94 md 700.00 2,754.78 5.04 0.18 Unskilled labour on site 5.06 md 350.00 1,770.93

A6 6.00 Pointing stone work of power house 42.87 m2 202.50 8,680.37

6.01 2 9.4 2.5 47.000 m2

Negative -1 1.2 0.6 2.2 Door 1.584 m2

-1 1.5 0.6 1.5 Window 1.350 m2

-2 1 0.6 1 Window 1.200 m2

0.01 Sand 0.429 m3 1,000.00 428.66

6.02 2 Cement (M:400, 1:3) 85.7 kg 7.00 600.12


6.04 0.17 Unskilled labour on site 7.287 md 350.00 2,550.53

1 4 3 mud pole on th roof 12.00 m2 71.50 858.00

0.05 soil 0.6 m3 100.00 60.00 0.08 Skilled labour on site 0.960 md 700.00 672.00

0.03 Unskilled labour on site 0.36 md 350.00 126.00

A7 7.00 1 4 3 Straw mud of roofing 12.00m2

39.33 472.00 7.01 0.05 Soil 0.6 m3 100.00 60.00

7.02 0.5 Straw 6.0 kg 10.00 60.00

7.03 0.010 Skilled labour on site 0.1 md 700.00 84.00

7.04 0.04 Unskilled labour on site 0.48 md 350.00 168.00

7.05 1 Instelation G,I hood 1.0 pc 100.00 100.00

A8 geraval Levaling 2.428 m3 1,014.00 2,461.99

1 4.2 3.2 0.2 for floor 2.69 m3

1 1.2 1.00 0.2 befoor door 0.24 m3

Negative -1 2.5 1.00 0.2 turbin area 0.50 m3

8.01 1 geraval 2.4 m3 1,000.00 2,428.00



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A9 9.00 PCC 0.7910 m3 3,550.00 2,808.05

1 4.2 3 0.07 for floor 0.88 m3

1 1.2 1.00 0.07 befoor door 0.08 m3

Negative -1 2.5 1.00 0.07 turbin area 0.18 m39.01 250 cement 197.8 kg 7.00 1,384.25 9.02 1.1 sand 0.9 m3 1,000.00 870.109.03 0.5 Skilled labour on site 0.4 md 700.00 276.85 9.04 1 Unskilled labour on site 0.8 md 350.00 276.85

A10 10.00 Doors + windows for power house 4.000 pc 2,151.00 8,604.00

1 2.2 1.2 Complete Doors (1.2X2.2)m 1.000 pc 3,000.00 3,000.00

1 1.5 1.5 Complete Windows(2X1.5)m 1.000 pc 3,500.00 3,500.00

2 1 1 Complete Windows(1X1)m 2.000 pc 800.00 1,600.00



A11 11.00 Glass fitting for windows 2.9750 m2 238.00 708.05

70% 1 1.5 1.5 1.575

70% 2 1 1 1.411.01 1.05 Glasses 3.12 m2 200.00 624.75


A12 12.00 1 5 2 0.4 Filling with soil and compaction 4.00 m3 275.00 1,100.00

12.01 1 Soil 4.0 m3 100.00 400.00



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A13 13.00 Water painting 30.11 m2 34.21 1,030.21 2 7.4 2.5 wall 37.0 -

Negative -1 1.2 2.2 Door 2.6-1 1.5 1.5 Window 2.3-2 1 1 Window 2.0

13.01 0.603 Marble powder 22.3 kg 15.00 334.67 13.02 0.02 powder paint 0.6 kg 200.00 120.44 13.03 0.02 solt 0.6 kg 10.00 6.02 13.04 0.027 Skilled labor 0.8 kg 700.00 569.08

A14 14.00 2 oiLPainting 7.830 m2 293.70 2,299.67 100% 2 1.2 2.2 for door 5.28 m2 -

30% 2 1.5 1.5 for Window 1.35 m2 -

30% 4 1 1 for Window 1.20 m3

14.01 0.27 Oil paint 2.1 kg 200.00 422.82 14.02 0.5 oil 3.9 m3 65.00 254.48 14.03 0.046 Skilled labour on site 0.4 liter 700.00 252.13 14.04 0.5 Unskilled labour on site 3.9 md 350.00 1,370.25

A15 15 instelation Wooden beem on the roof 63.54 m.L 321.000 20396.34

3 4.2 4.4 Wooden beem L=4.4m D=40cm 55.4 ml

3 2.5 0.6 Wooden beem for Lintal L=2.5m D=40cm 4.5 ml

3 2 0.6 Wooden beem for Lintal L=2m D=40cm 3.6 ml

0.01 Nail 0.6354 kg 70 44.47815.01 1 Wooden beem 63.54 ml 300 1906215.02 0.014 Skilled labour on site 0.88956 m/d 700.00 622.69215.03 0.030 Unskilled labour on site 1.9062 m/d 350.00 667.17

A16 16 1 4.2 3.2 instelation wooden board on the beem 13.44 m2 546.9 7350.33616 0.4 bourd 2X0.2X0.02 33.6 pc 200 672016 0.12 Nail 1.6128 kg 70 112.89616 0.040 Skilled labour on site 0.5376 m/d 700.00 376.3216 0.03 Unskilled labour on site 0.4032 m/d 350.00 141.12

- 111,122.27 Total cost of (A1+A2+A3+A5+A6+A7+A11+A12+A13+A14+A15+A16)

Windows

Windows

Door


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C.

NSP, Afs360.64

360.64

1,444.80

1,444.80

13,448.20

-

3,178.56

4,490.44

2,889.60

2,889.60

33,337.07

-

7,879.41

11,131.46

7,163.10

7,163.10

ution


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5,762.55

393.54

843.30

2,754.78

1,770.93

8,680.37

428.66

600.12

5,101.05

2,550.53

858.00

60.00

672.00

126.00

472.0060.00

60.00

84.00

168.00

100.00

2,461.99

2,428.00

33.99


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2,808.05

1,384.25

870.10

276.85

276.85

8,604.00

3,000.00

3,500.00

1,600.00

224.00

280.00

708.05

624.75

83.30

1,100.00

400.00

700.00


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1,030.21

-

334.67

120.44

6.02569.08

2,299.67

-

-

422.82

254.48

252.13

1,370.25

20,396.34

44.47819062

622.692

667.17

7350.336

6720

112.896

376.32

141.12

111,122.27


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A5 5.00 Pointing stone work 232.54 m2 202.5 47089.4 0.0

2 151.000 0.77 for walls 232.54 m2

5.01 0.01 Sand 2.33 m3 1000.0 2325.4 0.0

5.02 2 Cement (M:400, 1:3) 465.08 kg 7.0 3255.6 0.0

5.04 0.17 Skilled labour on site 39.53 md 700.0 27672.3 0.0

5.05 0.17 Unskilled labour on site 39.53 md 350.0 13836.1A6 6.00 geraval Levaling 24.16 m3 1014.0 24498.2 0.0

1 151.0 0.80 0.2 for floor 24.16 m3

6.01 1 geraval 24.16 m3 1000.0 24160.0 0.0


A7 7.00 PCC 42.88 m3 3550.0 152238.2 0.0

2 151.000 0.6 0.07 for on the walls 12.68 m3

2 151.000 1.00 0.1 under the wall foundtion 30.20 m3

1 151.000 1.00 0.07 for floor 10.57 m3

7.01 250 cement 10721.00 kg 7.0 75047.0 0.0

7.02 1.1 sand 47.17 m3 1000.0 47172.4 0.0

7.03 0.5 Skilled labour on site 21.44 md 700.0 15009.4 0.0

7.04 1 Unskilled labour on site 42.88 md 350.0 15009.4

A8 8 palastering M :300 (1:4) 211.40 m2 205.0 43337.0 0.0

2 151.000 0.70 in site 211.40 m2

8 2 cement 422.80 kg 7.0 2959.6 0.0

8 0.03 sand 6.34 m3 1000.0 6342.0 0.0

8 0.14 Skilled labour on site 29.60 md 700.0 20717.2 0.0

8 0.18 Unskilled labour on site 38.05 md 350.0 13318.2

0.0 773050.2 1362Total cost of (A1+A2+A3+A5+A6+A7+A8)


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NSP, Afs

0.0

0.0

0.0

0.0

185389.3

0.0

55809.6

78843.7

50736.0

0.0

184200.1

0.0

53716.7

75887.1

48833.4

5762.9

bution


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47089.4

2325.4

3255.6

27672.3

13836.1

24498.2

24160.0

338.2

152238.2

75047.0

47172.4

15009.4

15009.4

43337.0

2959.6

6342.0

20717.2

13318.2

636752.3


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Turbine Area for MHP Plant

Item Quantity Unit Unit cost Total cost

No L W H Afs Afs CDC, Afs NS

A1 1.00 1 4.8 2.6 0.8 Site excavation 9.98 m3 175.00 1,747.20 0.00 1,7

1.01 0.5 Unskilled labour 5.0 md 350 1,747.20 1,7

foundation excavation 6.278 m3 175 1,098.72 0.00 1,0

2 3.1 0.8 0.6 for walls 2.976 m3

3 1.96 0.8 0.6 for basin 2.822 m3

1 1.00 0.8 0.6 for basin 0.480 m3

0.5 Unskilled labour 3.1 md 350 1,098.72 1,0

A2 2.00 Stone work for the foundation 5.338 m3 1,628.90 8,694.42 0.00 8,6

2 3.1 0.8 0.6 for walls 2.976 m3

2 1.96 0.8 0.6 for basin 1.882 m3

1 1.00 0.8 0.6 for basin 0.480 m3

2.01 1 Stone 5.3 m3 0.00 0.00 0

2.02 0.385 Sand 2.1 m3 1,000.00 2,054.98 2,0

2.05 77.7 Cement (M: 200, 1:5) 414.7 kg 7.00 2,903.12 0.00 2,9

2.07 0.5 Skilled labour on site 2.7 md 700.00 1,868.16 0.00 1,8

2.08 1 Unskilled labour on site 5.3 md 350.00 1,868.16 1,8

A3 3.00 Stone work for walls of TA 5.338 m3 1,628.90 8,694.42 0.00 8,6

2 3.1 0.6 0.8 for walls 2.976 m3

2 2.0 0.6 0.80 for basin 1.882 m3

1 1.0 0.6 0.80 for basin 0.480 m3

3.01 1 Stone 5.3 m3 0.00 0.00 0.00 0

3.02 0.385 Sand 2.1 m3 1,000.00 2,054.98 2,0

3.05 77.7 Cement (M: 200, 1:5) 414.7 kg 7.00 2,903.12 0.00 2,9

3.07 0.5 Skilled labour on site 2.7 md 700.00 1,868.16 0.00 1,83.08 1 Unskilled labour on site 5.3 md 350.00 1,868.16 1,8

Village:

Project purpose:

No-F 256

Title No. Norm/

unit

A*

Norm

Diminsions Contribution

ID No:

Province:

District:

28-2802-0014 -2A

Bamyan

shebar

Gunbad


87/119

A4 4.00 Westeg Shuttering 8.260 m2 1,413.50 11,675.51 0.00 11,6

2 3.1 0.8 Shuttering for walls 5.0 m2

3 1.0 1 Shuttering for bsin walls 3.0 m2

1 1.0 0.3 Shuttering for bsin walls 0.3

4.01 0.4 20% Wooden plank 24.780 pcs 200.00 4,956.00 0.00 4,95

4.02 2 Wooden pole 4m long 16.52 pcs 300.00 4,956.00 4,95

4.03 0.05 Nail 0.413 kg 70.00 28.91 0.00 28

4.04 0.2 Skilled labour on site 1.652 md 700.00 1,156.40 0.00 1,15

4.05 0.2 Unskilled labour on site 1.652 md 350.00 578.20 57


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A5 geraval Levaling 0.820 m3 1,014.00 831.48 - 8

1 4.1 1.0 0.2 floor 0.8 m3

5.01 1 geraval 0.8 m3 1,000.00 820.00 8


A6 6.00 Turbine Area RCC 1.005 m3 4,250.00 4,270.40 0.00 4,27

2 3.1 0.08 0.8 for Walls 0.397 m3

3 1 0.08 1 for basin Walls 0.240 m3

1 1 0.08 0.3for basin Walls

0.024 m3

1 4.1 1 0.08 Floor 0.328 m3

1 1 0.5 0.08 Slab 0.040 m3

6.01 1.1 Sandy gravel 1.1 m3 1,000.00 1,105.28 0.00 1,10

6.02 350 Cement (M: 200, 1:5) 351.7 kg 7.00 2,461.76 0.00 2,46

6.03 0.5 Skilled labour on site 0.5 md 700.00 351.68 0.00 351

6.04 1 Unskilled labour on site 1.0 md 350.00 351.68 351

A7 7.00 No L(m) h(m) Steel working 87.372 kg 71.41 6,239.26 0.00 6,23

6.3 3.1 0.8 for Walls @15cm c/c 19.63 ml

21.7 0.8 3.1 for Walls @15cm c/c 17.33 ml

7.7 3.0 1 for Walls @15cm c/c 23.00 ml

21.0 1 3.0 for Walls @15cm c/c 21.00 ml

7.7 3.1 1.0 for floor @15cm c/c 23.77 ml

21.7 1.0 3.1 for floor @15cm c/c 21.67 ml

7.7 1 1.0 for basin floor @15cm c/c 7.67 ml

7.7 1 1.0 for basin floor @15cm c/c 7.67 ml

1.0 1 0.5 for slab @15cm c/c 1.00 ml

1.0 0.5 1 for slab @15cm c/c 0.50 ml

7.01 0.61 Steel bar 10 mm 87.4 Kg 60.00 5,242.34 0.00 5,24

7.02 0.007 Wire 1 mm 0.6 Kg 80.00 48.93 0.00 48

7.03 0.012 Skilled labour on site 1.048 md 700.00 733.93 0.00 733

7.04 0.007 Unskilled labour on site 0.6 md 350.00 214.06 214

0.00 43,251.4 0 432Total cost of (A1+A2+A3+A4+A5+A6+A7)


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Project type: Fore Bay for MHP Plant

No-F

Item Quantity Unit Unit cost Total cost

No L W H Afs Afs CDC, Af

A1 1.00 1 4.90 3.25 Site preparation 15.93 md 14.00 222.95 222.91.01 0.04 Unskilled labor 0.64 md 350.00 222.95 222.9

A2 2.00 Excavation 15.911 m3 175.00 2,784.48 2,784.4

1 3.30 1.65 1.00 for site 5.445 m3

2 6.55 1 0.7 for Fundation 9.170 m3

1 1.49 1 0.87 for falshcon place 1.296 m3

2.01 0.5 Unskilled labor 7.96 md 350.00 2,784.48 2,784.4

A3 3.00 Stone work 29.324 m3 1,628.9 47,766.03 10,263.4

0.60 2 6.55 0.8 0.6 for fundation 6.29 m3

2 1.65 0.70 2.81 for short walls 6.49 m3

0.80 1 4.50 0.70 2.81 for long wall 8.85 m4

1 4.50 0.70 2.11 for bufet wall 6.65 m31 1.49 0.50 0.60 for falshcon wall 0.45 m3

2 1.00 0.50 0.60 for falshcon wall 0.60 m3

3.01 1 Stone including transportation 29.32 m3 - -

3.02 0.39 Sand 11.29 m3 1,000 11,289.78

3.05 77.7 Cement (M: 200, 1:5) 2278.48 kg 7.00 15,949.38 -

3.07 0.5 Skilled labor on site 14.66 md 700.00 10,263.44 -

3.08 1 Unskilled labor on site 29.32 md 350.00 10,263.44 10,263.4

A4 4.00 PCC-M200 1.827 m3 3,550.0 6,484.43 639.3

2 6.15 0.6 0.07 On the walls 0.52 m3

2 6.55 1 0.1 under the foundtion 1.31

4.01 1.1 Sandy gravel 2.009 m3 1,000.0 2,009.26 -

4.04 250 Cement (M:120, 1:6) 456.650 kg 7.00 3,196.55 -

4.06 0.5 Skilled labor on site 0.913 md 700.00 639.31 -

4.07 1 Unskilled labor on site 1.827 md 350.00 639.31 639.3

256

shebar

GunbadVillage:

Norm

/ unit* Nor

Diminsions ConTitle No.

Bill of Quantity (BoQ)

ID-number

Province: Bamyan

District:

28-2802-0014 -2A


90/119

A5 geraval Levaling 1.292 m3 1,014.0 1,309.72 18.0

1 3.30 1.65 0.2 floor 1.1 m3

1 1.49 0.68 0.2 for falshcon floor 0.2 m3

5.01 1 geraval 1.3 m3 1,000.0 1,291.64 -

5.03 0.04 Unskilled labour on site 0.052 md 350.00 18.08 18.0

A6 6.00 In site Plastering Mortar (1:3) 24.816 m2 205.00 5,087.28 1,563.4

1 6.60 2.74 for for three wall 18.084 m2

1 3.300 2.04 for bufet wall 6.732 m2

6.01 0.03 Sand 0.74 m3 1,000.0 744.48 -

6.02 2 Cement 50 kg 7.00 347.42 -

6.03 0.14 Skilled labor on site 3 md 700.00 2,431.97 -

6.04 0.18 Unskilled labor on site 4 md 350.00 1,563.41 1,563.4

A7 7.00 Shuttering 26.604 m2 1,413.5 37,604.75 1,862.2

20% 1 6.60 2.74 for for three wall 18.084 m2

1 3.300 2.04 for bufet wall 6.732 m2

2 1.490 0.60 for falshcon wall 1.788 m2

7.01 0.4 20% Wooden plank 79.812 pcs 200.00 15,962.40 -

7.02 2 Wooden pole 4m long 53.2080 pcs 300.00 15,962.40 -

7.03 0.05 Nail 1.330 kg 70.00 93.11 -


7.05 0.2 Unskilled labor on site 5.321 md 350.00 1,862.28 1,862.2

A8 8.00 No L(m) w(m) h(m) Steel working For forbay 281.251 kg 71.41 20,084.11 689.0

19 6.60 2.74 for three @15cm c/c 127.16 ml

45 2.74 6.60 for three @15cm c/c 123.30 ml

15 3.30 2.04 for bufet wall @15cm c/c 48.18 ml

23 2.04 3.30 for bufet wall @15cm c/c 46.92 ml

12 3.30 1.65 for floor @15cm c/c 39.60 ml

23 1.65 3.30 for floor @15cm c/c 37.95 ml

5 1.00 0.60 four wall for falshcon l @ 15 cm 5.00 ml

8 0.60 1.00 four wall for falshcon @ 15 cm 4.60 ml

8 1.49 1.00 for falshcon floor @ 15 cm C/C 11.42 ml

11 1.00 1.49 for falshcon floor @ 15 cm C/C 10.93 ml

5 0.60 0.60 for flashcon slab @ 15cm C/C 3.00 ml

5 0.60 0.60 for flashcon slab @ 15cm C/C 3.00 ml

8.02 0.61 Steel bar diameter 10 mm 281.25 Kg 60.00 16,875.04 -8.04 0.01 Wire 1 mm 2.0 Kg 80.00 157.50 -


8.06 0.01 Unskilled labor on site 2.0 md 350.00 689.06 689.0

Westeg

Westeg


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A9 9.00 RCC work 2.357 m3 4,250.0 10,017.12 824.9

1 6.60 0.07 2.74for three walls

1.266 m3

1 3.30 0.07 2.04for bufet wall

0.471 m3

1 3.30 1.65 0.07

for floor

0.381 m3

2 1.00 0.60 0.07for flashcon wall

0.084 m3

1 1.49 1.00 0.07for flashcon floor

0.104 m3

1 0.60 1.20 0.07for flashcon slab

0.050 m3

9.01 1.1Sandy gravel

2.6 m3 1,000.0 2,592.67

9.04 350Cement (M: 200, 1:5)

824.9 kg 7.00 5,774.58 -

9.06 0.5Skilled labor on site

1.178 md 700.00 824.94 -

9.07 1 Unskilled labor on site 2.4 md 350.00 824.94 824.9

A10 10.00Pointing stone work

27.948 m 202.50 5,659.47 1,662.9

2 2.85 2.74for tow walls

15.62 m2

1 4.50 2.74for one wall

12.33 m2

110 0.01Sand

0.279 m3 1,000.0 279.48 -

10 2Cement (M:400, 1:3)

55.896 kg 7.00 391.27 -

10 0.17Skilled labour on site

4.751 md 700.00 3,325.81 -

10 0.17 Unskilled labour on site 4.751 md 350.00 1,662.91 1,662.9

- 137020.34 20530.9Total cost of (A1+...+A11)


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Settelment basin

Bold items to be filled by in tenderer (A1,A2,,An). Light items for cost estimation only by CDC,FP,OC.Title No. A* Item Quantity Unit Unit cost Total cost

Norm No L W H Afs Afs CDC,

A1 1.00 1 10 4.90 Site preparation 49.00 md 14.00 686.00

1.01 0.04 Site preparation, clearing site ect. 2.0 md 350.00 686.00

A2 2.00 Foundation excavation 17.150 m3 175.00 3,001.25

2 10.0 1 0.7 f

design of micro hydro power

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