final geotechnical exploration al-bassoni dam

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Enma Group

ary, 2012

1. INTRO

1.1 Author

This soil in

or Design

he Center

Water Reso 1.2 Site Loc

The area o

Governora

centere of

Baghdad. A

constructio

Audhaem D

ollowing U

X Y

Google ea

he Al-Bass

p for Design

Al-Bass

DUCTION

rization

nvestigatio

and Engi

of Studies

ources.

cation

of the pre

ate in the

Salah El-D

An earth d

on in Al-D

Dam and

UTM Coord

Right B4518

38247

rth progra

soni Dam a

Fig. (E

n and Engin

soni Dam /

N

on was car

ineering C

s and Engi

esent study

north of

Deen, is lo

dam, Al-B

Dour distri

about 4.0

dinates:

Bank 66

723

am is use

as shown i

1 Al-Basson(Earth Goog

neering Con

/ Salah El-D

rried out b

Consultanc

ineering D

y is locate

Baghdad.

ocated ab

Bassoni Da

ict at abo

km from

Mid 451766

3824662

d to show

n Fig. 1.

ni Dam locagle image)

nsultancy

Deen Gover

by the En

cy at the

Designs M

ed in Sala

The city

out 160 km

am, is pro

out 3.5 km

Al-Deloue

Le4

3

w a scale p

ation

rnorate 1

nma Group

request o

Ministry o

ah El-Deen

of Tikret

m north o

oposed for

m from Al

eia weir a

eft Bank 451659

3824584

picture for

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Enma Group

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1.3 Purpos

The main p

ubsurface

conditions

make engi

and found

parameters

design of

purposes o

as follows:

. To ide

chemica

2. To esticompre

safe and

3. To sugcapacity

the foun

4. To invesupport

5. To find the cons

2. FIELD

2.1 Bore

The purpos

and engine

proposed d

proposed q

were drille

boreholes

excavated

and and c

dam site.

p for Design

Al-Bass

se of Soil In

purpose o

e condition

with respe

ineering r

dations. F

s that ma

facilities a

of the exp

entify the

al propert

mate the

essibility o

d economi

ggest the

y if piles a

ndation in

estigate the

t the propo

out the su

struction o

D EXPLOR

eholes loc

se of the p

eering pro

dam, also

quarries. T

ed. They a

ranged f

in site pr

clay. Figur

n and Engin

soni Dam /

nvestigatio

of the site

ns at the

ect to the p

recommen

Furthermo

ay be use

at the pro

ploration p

e subsoil

ties up to c

allowable

of the soil

ic foundati

pile typ

are found t

the site.

e validity

osed struc

uitable are

of embank

RATION

cation

present pr

operties o

to investig

To achiev

are numbe

from 20 t

roposed fo

re 2 show

neering Con

/ Salah El-D

on

e explorati

project s

proposed

ndations fo

ore, to o

d in the

oject site.

program c

engineer

certain pre

e bearing

l for the p

ion design

e and to

to be a sui

of the site

cture.

eas to be u

kments and

roject is to

of the soil

gate the s

e this pur

ered 1 to

to 25 m.

or quarries

ws a layout

nsultancy

Deen Gover

ion is to d

site, evalu

constructi

or site pre

obtain soi

civil and

Consequ

can be sum

ring, phy

edetermin

g capacity

purpose of

n.

estimate

itable alter

e as a fou

used as qu

d earth dam

o find out

l strata be

oil proper

pose, six

6. The de

Ten test

s containin

t of the ho

rnorate 2

determine

uate these

ion and to

eparation,

il design

structural

uently, the

mmarized

ysical and

ned depth.

y and the

f the mos

e the pile

rnative for

undation to

uarries for

ms.

the nature

eneath the

rties of the

boreholes

epth of the

pits were

ng gravel

oles in the

2

e

e

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Februa

Enma Group

ary, 2012

Fig

p for Design

Al-Bass

g. 2 Borehol

n and Engin

soni Dam /

les Location

neering Con

/ Salah El-D

n with respe

nsultancy

Deen Gover

ect to dam ax

rnorate 3

axis

3

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Enma Group

ary, 2012

2.2 Met

Rotary driv

amplers,

or obtaini

clayey m

hydraulica

were collec

The Shelby

disturbed

placed in w

Description

carried ou

2488.

The test pit

both mech

extracted f

Photograph

2.3 Fiel

2.3.1 Fiel

Packer Me

A packer is

as a means

packer me

packer me

s adopted

n single p

depth. The

bottom of h

he packer

under an ap

p for Design

Al-Bass

thod of Dr

ving was u

102 mm di

ng undistu

material i

lly jacked

cted from

y tubes we

and und

wooden bo

n of soils

ut in accor

ts were ex

hanical an

from the pi

hs of field

ld Tests

d Permea

ethod

s an expan

s of sealing

ethods are

ethods. For

for perme

packer me

e packer

hole and th

r. The co

pplied hea

n and Engin

soni Dam /

rilling an

used for ad

iameter (S

urbed sam

is encou

d into the

the auger

ere cover

disturbed

oxes.

(Visual - M

rdance wi

xcavated to

nd manu

its in inter

work are

ability tes

ndable rub

g of a sect

e used in

r the pres

eability pr

thod the h

is fixed a

he water p

nstant rat

ad, H is fou

neering Con

/ Salah El-D

d Samplin

dvancing th

Shelby tub

mples of h

untered.

e ground.

r.

red from b

samples

Manual Pr

ith local c

o a depth o

al metho

rvals of 1 m

available

sts

bber sleev

tion of bor

practice,

ent job sin

rediction.

hole is dri

at a desir

pumped in

te of flow

und.

nsultancy

Deen Gover

ng

he hole. Th

bes) were

high quali

The tub

Disturbed

both ends

were lab

rocedure)

codes and

of around

ds. Samp

m in depth

in Append

ve. Packer

rehole. Tw

single an

ngle packe

lled to the

ed level a

nto the sect

, q that i

rnorate 4

Thin walled

employed

ity when a

bes were

d samples

with wax

beled and

has been

d ASTM D

3 m using

ples were

h.

dix (E).

rs are used

wo types o

nd double

er method

e required

above the

tion below

is attained

4

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Enma Group

ary, 2012

The coeffic

he followin

where k

q

r =

H

L =

The table

permeabili

Peck.

Degree o

M

V

Im

Appendix

with value

2.3.2 Stan

The test is

on the equ

s summari1) Driving

51mm (OD

bottom of t2) Countin

ast 305 mm3) Using a 6

p for Design

Al-Bass

cient of pe

ng equatio

2 2

= permea

= constant

= internal r

= differen

= length o

below pr

ity by vari

of Permea

High

Medium

Low

Very Low

mpervious

(D) presen

of each de

ndard Pen

standardi

uipment ar

ized as: the stand

D) a distan

he boringg the num

m (12 in) to63.5 kg (14

n and Engin

soni Dam /

ermeabilit

ons:

2

ability

t rate of flo

radius of h

ntial head o

of portion o

resents c

ious degre

ability

nts the fie

epth and fl

netration T

ized as AS

re availab

dard spilt-b

nce of 460

g using a famber of bl

o obtain th40 1b) driv

neering Con

/ Salah El-D

ty, k is com

2 . .

ow into the

hole

of water, a

of the hole

lassificatio

ee adopted

Rang

Perme

eld perme

low case.

Test (SPT)

STM D 158

ble elsewh

barrel sam

mm (18in

alling masslows to dr

he N numbving mass

nsultancy

Deen Gover

mputed us

10

10

e hole

and

tested

on of the

d after Ter

ge Coeffic

eability , k

> 10-

10 -1 10-

10-3 10-

10-5 10-

< 10-7

ability tes

)

86. Techni

here. The p

mpler of d

n) into the

s. rive the sa

ber. (or hamm

rnorate 5

sing

range o

rzaghi and

cient of

k, cm/s -3 -3 -5 -7

sts records

ical details

procedure

dimensions

soil at the

ampler the

mer) falling

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Enma Group

ary, 2012

ree from a

The boring

1- 50 b2- 100 b3- 10 su

The results

oil proper

of conven

America is

2.4 Standa

Table (2) p

ield works

Practic

augers

Explor

Test m

and Sp

Practic

Sampli

Practic

Transp

Practic

Identif

Field p

boreho

p for Design

Al-Bass

a height of

g log show

lows are r

blows are

uccessive

s of this te

rties. Bowl

ntional fou

made usin

ards

presents th

s.

Table (2)

Work dece for using

s for Geote

ration and

method for p

plit-Barrel

ce for thin

ing of cohe

ce of Prese

porting soi

ce for desc

fication of s

permeabili

oles

n and Engin

soni Dam /

f 760 mm (3

ws refusal

required fo

obtained.

blows pro

est are wid

les (1996)

undation

ng the SPT

he standard

) Standards

escriptiong hollow s

echnical

Sampling

penetratio

sampling

walled tub

esive soils

erving and

il samples

cription an

soils

ity tests in

neering Con

/ Salah El-D

30 in).

and the t

or any 150

.

oduce no a

dely corre

reported t

design in

T.

ds that hav

s for Field E

n stem

on Test

of soil

be

s

d

nd

n

nsultancy

Deen Gover

est is halte

0 mm incr

advance.

elated to th

that 85 to 9

n North a

ve been ad

Exploration

The St

ASTM

ASTM

ASTM

ASTM

ASTM

Earth Ma

Designat

rnorate 6

ed if

rement.

he various

90 percen

and South

dopted for

n

tandard

D-6151

D-1586

D-1587

D-4220

D-2488

anual

tion E-18

6

s

nt

h

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Enma Group

ary, 2012

3. LABO

3.1 Types

The soil t

equired

characteris

trength,

contents w

1) Clas - Liq

- Pla

-Hy

- Si

- W

2) Cons

soil)

3) Shear

-

4) Chem

5) Comp

Photograph

E).

3.2 Standa

Laboratorytandards g

NatureUnit WSpecifiLiquid P.L )

p for Design

Al-Bass

ORATORY

s of Tests

tests were

for ade

stics such

compress

ere obtain

ssification

quid Limit

astic Limit

ydrometer

eve testing

Water conte

solidation (

r strength t

- Unconfinegrained

mical tests - CaCO3 c

- SO3%

- Gypsum

- Total So

paction tes

hs of Labo

ards

y tests wegiven in Ta

Table (3) S

Tesel Moisture

Weight (wetic Gravity and Plasti

n and Engin

soni Dam /

Y TESTING

e selecte

equate d

as, index

sibility,

ned using

tests

(L.L) (P.L)

r testing g

ent (w) and

(compress

tests

ed compre

d soil)

content

m Content

oluble Salt

ts (only fo

oratory wo

ere carriedable (3)

Standards f

st e Content t , dry ). ( GS) ic Limits (

neering Con

/ Salah El-D

G

ed to cov

design of

x propert

compactio

the follow

fine

d density (

sibility) te

essive test

ts

or samples

ork are ava

d out in a

for Labora

T(wc) A

AA

L.L , A

nsultancy

Deen Gover

ver the in

f the d

ies, gradi

on and

ing types

e- grained

() determst (for fine

t (qu) (for f

from the t

ailable in A

accordance

tory Testin

The StandaASTM D-24ASTM D-24ASTM D-85

ASTM D-43

rnorate 7

nformation

dam. Soi

ing, shear

chemica

of testing:

soil

mination e-grained

fine-

test pits).

Appendix

e with the

ng.

ard 488 488 54

318

7

n

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Enma Group

ary, 2012

Grain SOne- DConsolUnconfOrganSO3 CO3

3.3 Presen

A descripti

he values

penetration

Appendix (

axis and up

The test re

of a data sh

4. ANALYS

4.1 Subsur

The relativ

Table 4) a

with the rec

Table

No. ofblows p

30 cm (10-4

4-10 10-3030-50

>50

Figure 2 sh

axis; where

p for Design

Al-Bass

Size AnalyDimensionlidation (efined Comic content

ntation of T

ion of the

of the me

n resistan

(A). A soil

p to downs

sults for e

heet (table

SIS of RES

rface Cond

ve density

are determ

commend

(4) Correla

Sands f

per 1 ft)

RelDe

Very Lo

0 Me0 De

VDe

hows that

eas BH5 an

n and Engin

soni Dam /

ysis nal e , cc , cr , Pmpression

Test Resu

type of so

easured p

nce is giv

l profile (g

stream are

ach boreh

e) and give

SULTS

dition

y of sand

mined usin

dation of Te

ation of N-

lative ensity

Np

y loose oose edium ense

Very ense

BHs 1, 2,

nd BH6 are

neering Con

/ Salah El-D

A

Pc ) A

Test AA

A

ults

oil encoun

ermeabili

ven in the

geological

e also give

hole are pr

en in Appe

and the

ng SPT re

erzaghi an

Values with

No. of blowper 30 cm

ft) 0-2 2-4 4-8

8-15

15-30

>30

3 & 4 are

e located

nsultancy

Deen Gover

ASTM D-42

ASTM D-24

ASTM D-21ASTM D-29

BS 1377 ASTM D43

ntered tog

ty and the

e Borehol

l section) a

en.

resented i

endix (B).

consistenc

esults in ac

nd Peck.

h Soil Prop

Clays ws (1 Con

Ve

M

Ve

located o

in the ups

rnorate 8

22

435

166 974

373

gether with

e standard

le Logs o

along dam

in the form

cy of clay

ccordance

perties

nsistency

ery soft Soft

Medium Stiff

ery Stiff

Hard

on the dam

stream and

8

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d

f

m

m

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1

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a

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Enma Group

ary, 2012

downstream

Appendix

characteriz

sometimes

5m. These

ow plastic

System. Th

0-4 to 10-5

permeabili

about 15m

change to

ands) acco

njection is

1974) stat

ies betwe

procedure

mpermeab

educe thedesigned

curtain, wi

The SPT r

vertical dir

The values

he clayey

whereas th

A filter sho

nterceptor

unsaturated

dependent

The water

of boring (2

4.2 Test Re

The tables

The unified

of the CL

classificatio

The gradin

p for Design

Al-Bass

m area re

(A) indic

zed by ho

s with sand

e layers ar

city) accor

he permea

cm/s. Acc

ity occurs

and to th

silty fine

ording to t

s not enco

ed "if the

een abou

is sati

ble upstre

e seepageto length

ill result in

esults ref

rection an

s of N rang

y layers a

he sandy la

ould be us

r, keepin

d state.

t on the da

table has

20-25m).

esults

of test res

d soil class

L type wi

on as men

ng details

n and Engin

soni Dam /

espectively

cate that

orizontal

d) domina

re classifie

rding to t

ability (k),

cording to

s in the cl

he end of b

sand wh

the Unified

ouraged i

e coefficien

ut 10-4 an

isfactory".

eam blank

e undernehen the s

n a partial

flected a

nd in all of

ged betwe

are of ve

ayers are o

sed in the

ng the

The use

am size, he

not been

sults are gi

sification o

ith some

ntioned pre

s are give

neering Con

/ Salah El-D

y. The bor

the soil p

homogene

ates the gr

ed as CL (s

he Unified

in genera

o CP 2004

ay-silt lam

boring the

hich is cla

d Soil Clas

in this soi

nt of perm

nd 10-6 c

The em

et is recom

eath the seepage p

reduction

non unifo

f the six e

een 15 and

ery stiff to

of medium

downstre

downstre

of a cl

ead and th

encounter

iven in Ap

of the teste

substrata

eviously.

en in the

nsultancy

Deen Gover

rehole log

profile is

eity. The

round dow

silty or san

d Soil Cla

al, is in the

: 1972, thi

minate. De

e soil profi

assified as

ssification

l media. P

meability o

cm/s, no

mploymen

mmended

dam. Anypath, like

n in under s

orm streng

executed b

d 48, indic

o hard co

m to dense

am end to

am slop

ay core

e detailed

red down

pendix (B)

ed ground

a revealed

tables be

rnorate 9

gs of

generally

silty clay

wn to abou

ndy clay o

assification

e range o

is range o

eeper than

ile slightly

s SM (silty

System..

Peck et a

of the soi

injection

nt of an

d to further

y measuree a grou

seepage.

gth in the

boreholes

cating tha

onsistency

density.

o act as an

e in an

is highly

d design.

to the end

).

d is mostly

d the SM

esides the

9

y

y

ut

f

n

f

f

n

y

y

al

il

n

n

r

e t

e

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at

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y

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Enma Group

ary, 2012

Atterberg l

n the rang

expansion

The carbon

ndicates t

oluble sal

he averag

light grad

dam.

The minim

whereas th

5.13%. Thi

possible to

t is recom

oundation

monitoring

during the

4.3 Bearin

The standa

considered

calculate t

chart of Te

he clayey

compressiv

equation:

The calcula

with engin

existence o

The value

capacity is

whequ

p for Design

Al-Bass

limits. The

ge 13 to 28

as recomm

nate conte

that the s

lts are scat

ge of all b

dual subs

mum mea

he maximu

is average

o use an im

mmended

work. It

g system t

beginning

ng Capacit

ard penetr

d. The va

the allowa

rzaghi andy soil is do

ve streng

ated value

neering ju

of some sa

of the r

:

u q all q re

q

u

a

a

n and Engin

soni Dam /

e values of

8 indicatin

mended in

ent is gene

soil is cal

ttered in t

boreholes

idence du

asured g

um was 16

e is consid

mpervious

to use s

t is also

to record

g of the se

ty

ation resu

alue of (

able bear

d Peck giv

ominant,

gth have

es should

udgment

alts.

recommen

c unconfinedbea lowable

neering Con

/ Salah El-D

f the plasti

ng a low to

n Sudhakar

erally with

lcareous.

the range

s being 5

uring the

ypsum c

6.66% with

dered as s

soil blank

sulphate-re

recomme

d the mov

ervice life.

ults of all b

(N) has b

ring capa

ven below

the values

been con

be consid

and takin

nded net

compressivcapac aring

nsultancy

Deen Gover

city index

o medium

r (2006).

hin 20 to 3

Values of

of 0.52 to

%. This m

service l

ontent w

h the aver

light. How

ket beneath

esisting c

nded to

ements of

boreholes h

been emp

acity (qa)

w (Fig. 4). A

s of the u

nsidered

dered in co

ng into ac

allowable

strength evcity

rnorate 1

x lies

degree o

35% which

f the tota

11.86 with

may cause

life of the

was 0.41%

rage being

wever, it is

h the dam

cement for

employ a

f the dam

have been

ployed to

using the

Also, since

unconfined

using the

onjunction

ccount the

e bearing

10

f

h

al

h

e

e

%

g

s

.

r

a

m

n

o

e

e

d

e

n

e

g

E

Februa

H

fo

m

fo

F

4 S

p

c

I

b

s

p

d

I

d

o

s

s

Enma Group

ary, 2012

However, i

oundation

measures

oundation

25

30

35

40

45o

0 10

Approximat

Fig. 4 Corre

4.4 Soil Co

SPT results

possess si

clayey soil

It is known

based on

settlement

pressure i

dissolution

Immediate

differentia

of the str

settlement

some buil

p for Design

Al-Bass

qa = 120

it is also r

s to be pla

should be

s.

20 30 4

te relation betwe

elations for

ompressib

s indicate

ignificantl

l to mediu

n that the S

n settlem

t will then

is less than

n takes pla

ely after co

al settleme

ructure. F

t primarily

lding cod

n and Engin

soni Dam /

0 kN/m2 ~

recommen

aced below

e taken t

40 50 60N

een N and

r estimatiofrom

bility and

that the su

ly varied

um sandy s

SPT allowa

ment cons

n remain l

n that spe

ace.

onstruction

ent will pri

For isolat

y depends

des specif

neering Con

/ Salah El-D

12 Ton/m

nded for a

w 1.0 m de

o ensure

Relati

q a

on of allowam SPT

Collapsib

uccessive

strength

soil.

able beari

siderations

ess than 2

ecified in t

n and app

imarily de

ted footin

s on the ti

fy the tole

nsultancy

Deen Gover

m2

all the ma

epth other

the rigid

ionship betweenBearing C

B

able bearin

bility

encounte

ranging f

ng pressu

s. The i

25 mm as

the chart u

plication of

pend on th

ngs the d

ie beams.

erable dif

rnorate 1

ain shallow

rwise stric

dity of the

n N and AllowaCapacity

B

ng capacity

ered layers

from hard

ure chart is

immediate

far as the

unless sal

f loads the

he rigidity

differentia

However

fferential 11

w

t

e

able

y

s

d

s

e

e

t

e

y

al

r,

E

Februa

s

n

a

T

d

h

T

c

s

h

T

c

a

d

th

th

5

In

fo

c

T

p

H

s

S

c

c

d

c

r

m

e

d

r

Enma Group

ary, 2012

settlement

not prese

already les

Time after

due to leak

high mainte

The values

consolidati

ettlement

has no indi

The collap

cementing

arrival of w

due to the

he dam m

he service

5. QUARRI

n order to

or the co

conducted

The numbe

pit was bo

However,

ite area.

Samples w

conducted

chemical te

determine

content and

esults are

may revie

economica

dam. Fig.

espect to t

p for Design

Al-Bass

t as being

ntly expe

ss than 25

construct

k of water

enance pe

s of the c

ion tests a

is not exp

ication of s

psibility of

materials

water. Coll

low conte

may be mo

e life of the

IES

o ascertain

onstruction

to find ou

er of quarr

out 3m. Sa

Gravelly

ere extrac

on all the

ests have b

the maxim

d ascertain

given in A

ew this in

al design a

5 below

the Al-Bas

n and Engin

soni Dam /

more than

ected bec

mm.

tion differ

r from tan

erformanc

compressi

are not hig

pected to

significant

f the soil

s which

lapsible b

ent of gyps

onitored es

e dam.

n the exist

n of the

ut the avai

ries test pi

andy and

quarries w

cted every

e samples

been perf

mum dry d

n the suita

Appendix

nformation

according

shows th

ssoni dam

neering Con

/ Salah El-D

n 25 mm. S

cause the

rential set

nks or bro

e should b

ion index

gh; therefo

be signif

swelling c

results fro

softens o

behavior m

sum. How

specially a

ence of ne

dam, an

ilable qua

its was ten

clayey qu

were not

y 1m. Grad

. In additi

formed on

density and

ability of th

(D). The d

n in orde

g to the re

he locatio

location.

nsultancy

Deen Gover

Such a valu

total sett

ttlement m

oken pipes

be provide

obtained

re the con

ficant. Als

characteri

om the ex

r dissolve

may not be

ever, mov

at the beg

earby raw

n investig

arries near

n. The dep

uarries we

found nea

ding tests h

on, compa

n the clay i

d optimum

he materia

designer o

er to app

equiremen

on of test

rnorate 1

ue is

tlement is

may resul

s, thereby

ed.

d from the

nsolidation

so, the soi

istics.

xistence o

es on the

e expected

vements o

ginnings o

w materials

gation was

r the dam

pth of each

ere found

ar the job

have been

action and

in order to

m moisture

al. The tes

of the dam

proach an

nts of each

pits with

12

s

t

y

e

n

il

f

e

d

f

f

s

s

m.

h

d.

b

n

d

o

e

t

m

n

h

h

E

Februa

Enma Group

ary, 2012

Fig. 5 Tes

p for Design

Al-Bass

st Pits Locat

n and Engin

soni Dam /

tion with res

neering Con

/ Salah El-D

spect to the

nsultancy

Deen Gover

e Al-Bassoni

rnorate 1

i Dam axis

13

TesPitNo

1

2

3

4

5

6

7

8

9

10

E

Februa

st t . Nort

382

382

382

382

382

382

382

382

382

0 382

5

T

c

A

o

d

e

C

in

d

n

s

e

s

e

Enma Group

ary, 2012

Table 5

Coord

th (N)

25119

25288

25301

25469

25419

25434

25512

25399

25265

25046

5.1 Quarri

The suita

constructio

According

of fill mat

dams to fu

etc;

Core fill s

ntermedia

degree of

necessary,

hear stren

excess of

ands and

element in

p for Design

Al-Bass

5: The appr

inate

East

45138

45139

045147

045145

45150

45154

45157

45181

45181

45158

ies Materi

ability of

on may be

to Novak

erial are

ulfill the re

should hav

ate to high

deformat

and pos

ngth. The m

25-30%,

silts can

n an emba

n and Engin

soni Dam /

roximate coquantitie

E

89

96

75

57

06

44 Sil

78

18

15

82

ial

the qu

e consider

et al. (200

necessary

equiremen

ve low pe

h plasticit

tion witho

ssibly dis

most suitab

e.g. glaci

also be u

ankment a

neering Con

/ Salah El-D

onstructiones.

Type of material

Silty sand

Silty Sand

Silty clay

Silty clay

Silty clay

lty sand witclay

Silty clay

Silty clay

Silty clay

Silty clay

uarries m

red accord

01), three p

y for ear

nts for cor

ermeability

ty to acco

out risk of

advantage

ble soils h

ial tills et

utilized. T

and the m

nsultancy

Deen Gover

n materials

Expquant

6

5,

7,

10

6,

th 7,

20

25

30

6,

materials

ding to the

principal c

th fill em

re, should

y and ide

ommodate

f cracking

eous, to h

have clay c

c., althou

The core i

most dema

rnorate 1

s

pected tity (m)

600

,000

,500

0,500

,800

,500

0,000

5,000

0,000

,800

for dam

e BS 5930

categories

mbankmen

der, filters

eally be o

e a limited

g. It is no

have high

contents in

ugh clayey

is the key

anding in 14

Distancefrom dam

axis ( km)

0.592

0.745

0.734

0.902

0.844

0.853

0.928

0.828

0.697

0.459

m

.

s

nt

,

f

d

t

h

n

y

y

e m

)

E

Februa

te

p

te

c

s

R

p

s

S

p

s

h

w

s

d

b

w

s

D

li

g

s

d

s

A

g

W

A

c

1

d

te

q

th

m

F

Enma Group

ary, 2012

erms of m

properties

erm wate

characteris

uitable for

Representa

parameters

houlders a

Shoulder f

permit the

teepest p

has relative

water pre

pectrum f

differ little

be homog

which are

houlders.

Drain/filte

iable to

gravels, cr

uitable,

determined

houlder fi

Accordingl

general, su

With respe

All quarrie

cohesion re

& 2 are

during con

ests on soi

requirem

quarries w

hat labora

match the r

Filter mate

p for Design

Al-Bass

material ch

of the com

ertight in

stics of t

r rolled co

ative value

s of compo

as approp

fill requir

e economi

ossible sl

ely high p

essures. S

from coars

from the

geneous; i

available

er materia

chemical

rushed ro

and are

d by the

lls.

ly, all qua

uitable to b

ect to the d

es except

equiremen

suitable fo

nstruction,

ils from th

ments of T

ith soils fr

atory tests

requireme

rials are n

n and Engin

soni Dam /

haracterist

mpound cl

ntegrity.

the more

ores are su

es for the

ound eart

riate, are

res suffici

ic constru

ope angle

permeabili

Suitable m

se granula

core mate

t is custo

within pre

al must be

degradat

ock and c

used in

nature o

arries exc

be utilized

dam should

t quarries

nt of Table

or the sho

, to condu

hese two q

Table 7. M

rom other

s are cond

ents.

not availab

neering Con

/ Salah El-D

tics and u

lay core b

The prin

importan

ummarized

more imp

hfills, to b

summarize

iently high

uction of s

e. It is pre

ity to assis

materials

ar materia

erials. The

omary to u

edetermin

e clean, fr

tion. Proc

coarse to

n sequen

of the adj

cept quarr

d in constru

ders, the r

1 and 2

e 7. Prelim

oulders an

uct triaxia

quarries to

Mixing of s

quarries i

ducted to

ble in the q

nsultancy

Deen Gover

uniformity,

eing critic

ncipal pe

nt groups

d in Table

portant en

be utilized

ed in Tabl

h shear s

stable slop

eferable th

t in dissip

range a

al to fills w

e shoulder

utilize diff

ned zones

ree drainin

cessed fin

medium

ces and

jacent cor

ries 1 and

ucting the

reverse ma

do not s

minary, onl

nd it is en

al and pe

o ascertain

soils from

s possible

ensure tha

quarries. N

rnorate 1

the

cal to long

erformance

s of soils

6.

ngineering

in core or

le 7.

strength to

pes of the

hat the fil

ating pore

across the

which may

r need no

ferent fills

within the

ng and no

ne natura

sands are

gradings

re and/or

d 2 are, in

core.

ay be true

satisfy the

ly quarries

ncouraged

ermeability

n the k and

these two

e provided

hat the mix

None of the

15

-

e

s

g

r

o

e

ll

e

e

y

t

s

e

t

al

e

s

r

n

.

e

s

d,

y

d

o

d

x

e

Filltype

Grave(GWGC)

Sand(SW-S

Silt (ML-H

Crushrock f(2-60

mm sirange

l e

ComcharUnit

weigh(kNm

el W-

) 18-2

ds SP)

16-2

H)

16-2

ed fill 00 ize e)

17-2

E

Februa

q

c

a

SoDesec

Verysand

graveclay (GVery

sandgraveclay (G

Low-plclays

High-pclays

T

mpaction racteristicst ht, ,

m-3)

WateWopt.

(%)

2 5-10

0 10-20

1 15-30

15-30

1 N/A

Enma Group

ary, 2012

quarries c

concrete co

an earth da

oil cription

y silty ds or

els, 6% GM-SM) clayey ds or ls, 20% GC-SC)

lasticity s (CL)

plasticity s (CH)

Table 7: Ind

s She

(effe

er .,

Cohesn, c

(kNm

0 0

0 0

0 < 10

0 < 20

A 0

p for Design

Al-Bass

contain m

onstructio

am.

Table 6 :

Crackinresistan

Low, increwith < a

PI

Intermedrepresenta

Relative

flexible

Flexible, resist lar

deformati

dicative enfills (core

ear strengthctive stres

sio -2)

Fricti

(degre

35-4

35-4

0 25-3

0 20-3

40-5

n and Engin

soni Dam /

materials

on; this is o

: Character

ng nce

Ep

re

eases and >

inwith

diat ative Inte

ely e

inc

can rge ions

inc

ngineering re or shouldh ss) Co

com

(X1

ion, ees)

40

40

35

30

55

neering Con

/ Salah El-D

readily

one of the

ristics of co

Erosion-piping

esistance

Low, ncreases h < and

> PI

ermediate

High, rease with

> High;

rease with >

propertiesder as appr

efficient ompressibilit

mv 0-4 m2 kN-1

0.1-1.0

0.5-1.5

0.5-2.5

0.5-3.0

N/A

nsultancy

Deen Gover

suitable

reasons to

ore soils

Optimcompac

rolle

Pneumtyred (2

t)

Pneumtyred (2

t)

Pneum

tyred sheeps

Sheeps

s for comparopriate)

f ty,

1)

Coefof horperme

kh (

10-3

10-4

10-5

10-7

10-1

rnorate 1

for

o construc

mum ction er

Se

com

cc

matic 20-80

Higb

matic 20-80

c

matic or

sfoot

Inttc

sfoot c

acted earth

fficient rizontal eability (ms-1)

c

3-10-5

4-10-6

5-10-8

7-10-10

1-10-2

16

t

ensitivity to

mpactionwater

content control

gh to avoid rittleness

Low to control uw

ermediate o high to

control uw

High to control uw

h

Drainagcharacteri

(relief of

Excellen

Good fa

Fair-poo

Very pooimpervio

Free-drainexcellen

n

ge stics uw)

nt

air

or

or-ous

ning: nt

E

Februa

66IrA

BC

TtruTEoF

Enma Group

ary, 2012

6. SITE GE6.1 Tectonraq can be

A THE STAantifoam

B - THE UNC - THE ZA

radiola

These threrend N-S i

unstable shThe N-S treE-W and Nor genesis.Figure (6) s

p for Design

Al-Bass

EOLOGY nic e divided i

TABLE SHELms but no

NSTABLE SHAGROSE SUarian chert

ee areas in the stabhelf and thend is due

NE-SW tren. show the t

Figure

n and Engin

soni Dam /

into three LF with ma surface an

HELF with sUTURE whit, igneous

contains

ble shelf ahe Zagrosee to Paleonds are du

tectonic m

e (6) Tecto

neering Con

/ Salah El-D

tectonicalajor buriednticline. surface anch compri and metam tectonic

and the NWe Suture. ozoic tectoue to Creta

map of Iraq

onic Map o

nsultancy

Deen Gover

lly differend arches an

nticline. ises thrustmorphic ro

subdivisioW-SE or E

onic movemaceous rec

.

of Iraq

rnorate 1

nt areas: nd

t sheets of ocks.

ons whichE-W in the

ments .thecent alpine

17

h e

e e

E

Februa

6

FimswfaTztrtrT

6

IrthfoTzbse

Enma Group

ary, 2012

6.2 System

Faults weremages, greismic da

was found ault trends

The distribones correransversalransverse

The three m

6.3 Seismi

raq has ahe historicollows the

Tectonicallone at t

boundarieseismic zon

especially

p for Design

Al-Bass

m of Fault

e derived avity and

ata. The toto be the

s. bution of espond to l blocks), faults. major fault

icity

well-doccal seismi boundarily Iraq is the tectons of the nes can cain the east

n and Engin

soni Dam /

from variomagnetic

otal horizo most usef

faults in the NW-S, identifie

t systems a

cumentatioicity showies of the m located inically ac

Arabian ause signitern part o

neering Con

/ Salah El-D

ous source gradients

ontal derivful parame

the figureSE transvered and b

are the N-S

on of seismws a well-dmajor tectoin a relatictive norplate. Ea

ificant infrof NE Iraq.

nsultancy

Deen Gover

es includin, and a les

vative of theter for de

e shows mrsal system

bounded

S.

mic histordefined paonic elemeively activthern andarthquake rastructure

rnorate 1

ng satellitesser extenhe gravity

etermining

major faulm (5 majorby major

ry activityattern andents. ve seismicd eastern in thesee damage

18

e nt y g

t r r

y, d

c n e ,

E

Februa

Enma Group

ary, 2012

p for Design

Al-Bass

n and Engin

soni Dam /

neering Con

/ Salah El-D

nsultancy

Deen Goverrnorate 1

19

E

Februa

6 Tafo

6 1 TeTguwT Am

Enma Group

ary, 2012

6.4 Al-Bas

The area oa stratigrapormation,

6.4.1 Stra

. THE FAT

This formaeconomicaThe "Lowegeologist iunits. It comwith limestThe inform

A. Transitiomudstone

p for Design

Al-Bass

soni Dam

f the dam phically ramiddle Mi

tigraphy

THA (LOW

tion is oneally importr fars" forin the earmprises anone and m

mal units co

on beds nand thin

n and Engin

soni Dam /

m Genera

site its exange exteiocene to

WER FARS)

e of the mtant formatrmation ofrly years nhydrites,

marl. omprise fro

normally climestone

neering Con

/ Salah El-D

al Geolog

xposed unending fromquaternar

FORMATI

most aerialtions in Iraf Iraq was of explor gypsum a

om bottom

comprisinge, the tran

nsultancy

Deen Gover

gy

nder condim fatha (ly deposits

ION:

lly wide spaq. sub dividration intoand salt, in

m to top:

g beds of nsition bed

rnorate 2

itions havelower fars)s.

pread and

ded by oio informanterbeded

anhydriteds usually

20

e )

d

il al d

, y

E

Februa

owThBoCsDrIn Tcbli(oamlanFth(2rTar

2

T

fa

d

fl

v

A

a

T

fo

Enma Group

ary, 2012

overlie thewhich is noThis divisihigh. B. Salifereoof siltstoneC. Seepagiltstone, m

D. Upper relatively fn general

The lowcomprises basal unit imestone or gypsu

amount of marl.and acks red m

new type Fatha as whick for tw220m) anespectivel

The Upperand red mecrystallis

2. INJANA

The injana

ars) com

deposits

luviolacus

very variab

A maximum

area in the

The lower

ormation

p for Design

Al-Bass

e So- caow includeon is dom

ous beds c, mudston

ge beds mudstone ared beds frequent bthis forma

wer me a (40m)of organeand anh

um) with green do

this mmudstone section well as t

wo membend (400m)ly. r membermudstone sed shelly

A (UPPER F

a (upper

mprise fin

initially i

trine syste

ble, due to

m thicknes

foothill zo

contact o

is grada

n and Engin

soni Dam /

alled "Based in the jeminated b

comprise ane and less

comprisinand limestcomprise

beds of limation consi

ember ) thick

edetrial hydrite

minor olomtic

member in the at Al-

the all ers are ) thick

r compriseand gyps

y limestone

FARS) FOR

fars) form

ne graine

in coasta

em. The t

o subsequ

ss of 2000

one.

of the inja

ational. Th

neering Con

/ Salah El-D

sal fars ceribe formby carbon

anhydrite s frequent ng anhydtone.

e red mudmestone an

ists of two

es acyclic sum and ae beds.

RMATION:

mation (inc

ed pre-m

al areas,

thickness

uent erosio

m in the

ana forma

he upper

nsultancy

Deen Gover

conglomermation .

ates on th

and halite limestonerites with

dstone, siltd anhydritmembers

successioafew thin

cluding th

molasses

and la

of the for

on over m

central de

ation with

r contact

rnorate 2

rate"

he mousa

e with bedse beds. h beds o

tstone andte. :

on of green oolitic or

he middle

sediments

ater in a

rmation is

major folds

epositiona

h the fatha

with the

21

al

s

f

d

n r

e

s

a

s

.

al

a

e

E

Februa

m

a

3MF TasfoT2SsaTwTinbaZTe

7C LthBeInthTwItaqKM

Enma Group

ary, 2012

mukdadiya

appearanc

3. THE BAMukdadiyaFormation

The Bakhtiand uppertrongly dioothill and

The Mukd2000m of Sandstone trongly cr

and clay baThe formawhere > 20The Mukdan fluvial

basin . Thealluvial fanZagros SutuThe Mukdequivalent

7. GENERACONDITIO

Lithologicahe spatia

Bodies (aqenvironmen Iraq fourheir relati

The surfacewithin Iraqt shows the

aquifer NoquaternaryKuh range,Mesopotam

p for Design

Al-Bass

a formatio

e of grave

AKHTIARI Fa and Bai

iari formatr Bakhtiariachronus

d high folddadyia (lo

fining up and redross bedalls.

ation is di000m thickadyia (Low

environme conglomens originature. adiya and to the Plio

AL FEATUONS IN IR

al and strual distribuquifers, a

ent. rteen mainonship to e and nea is shown ie location o. 11 thay alluvial f, of centra

mian and F

n and Engin

soni Dam /

on is gr

ely sandsto

FORMATIOi Hassan

tion was dri formatio but can b

ded zones.ower fars)pwards cyd mudstondded and

istributed k in the Kirwer Bakht

ment in a eratic Uppted from t

d Bai Hassocene clas

URES OF HRAQ-Main

uctural geoution andaquitards)

n aquifers/ geologicaar surface in Figure b of the dam

ats contafans of theal and S IraFoothill zon

neering Con

/ Salah El-D

radational

one.

ONS (Lower a

divided inons. The be recogn ) formatioycles of ne. The associated

mostly inrkuk Embatiari) formrapidly

per Bakhtiathe high f

san (Bakhstic of N an

HYDROGn aquifers

ological cod extent

and the

/aquifer gal formatio distributiobelow. m site (Al-Bin gravel

e Mukhul, aq ,along nes.

nsultancy

Deen Gover

marked

nd Upper

Iraq into two forma

nized throu

on comprgravely ssandstoned with cha

n the Fooayment. ation was subsiding ari was defolded zon

htiri) formnd NE Syria

GEOLOGICs

onditions of hydrog

eir hydrog

groups, ideons, can bon of thes

Bassoni Dal and sanHemrin anthe bound

rnorate 2

by

r Bakhtiri)

the lowerations areughout the

rise up tosandstonee is oftenannel lags

othill zone

depositedg foredeepeposited inne and the

mations area.

CAL

determinegeologicageologica

entified bybe definedse aquifers

am Site) innd of thend Pesh-edary of the

22

)

r e e

o ,

n s

e

d p n e

e

e al al

y d. s

n e -e

E

Februa

Enma Group

ary, 2012

p for Design

Al-Bass

n and Engin

soni Dam /

neering Con

/ Salah El-D

nsultancy

Deen Goverrnorate 223

E

Februa

8

Enma Group

ary, 2012

8. CONCL

1) Thgr

wi

2) Th10

In

3) It up

the

4) Thbe

is p

5) As

kN

mm

6) Varan

bo

gy

wa

am

pe

rec

da

se

so

7) It ce

in

lay

co

p for Design

Al-Bass

LUSIONS A

he silty cla

ound dow

th depth.

he permea-4 to 10-5 cm

most dept

is recom

pstream bl

e upstream

he net allow

e taken as

preferably

s long as

N/m2 , the s

m.

alues of the

nge of o.

oreholes b

ypsum con

as 15.7%

mounts are

erformance

commend

am espec

rvice life.

il blanket

is recom

ment for f

contact wi

yers of ta

ncrete is p

n and Engin

soni Dam /

AND REC

ay (sometim

wn to abo

ability (k),

m/s. Soil i

ths the flow

mmended

anket exte

m side and

wable bea

120 kN/m

y deeper t

the dam

settlemen

e total sol

.96 to 21

being 8%

ntent was 0

with the a

e not thou

e of an

ded to mo

cially dur

Also, it is

beneath th

mmended

foundation

ith soil ma

ar coat. Th

preferably

neering Con

/ Salah El-D

COMMEN

mes with s

out 15m. S

in genera

injection is

w case is t

d to use

ending a s

d/or a grou

aring capa

m2. The de

than 1.0 m

m load do

t is not exp

uble salts

.03 with

%. The m

0.41% wh

average b

ught to sig

earth da

onitor the

ing the

possible t

he dam.

d to use

n work; the

ay also be

he streng

y not less t

nsultancy

Deen Gover

NDATIONS

sand) dom

Soil streng

al, is in the

s not recom

urbulent.

an imp

ufficient d

ut curtain.

acity of the

epth of mai

.

es not ex

pected to

are scatte

the avera

minimum

ereas the

being 5.10

gnificantly

am, howe

movemen

beginning

o use an im

sulphate

e shallow f

protected

gth (f'c) of

han 30 MP

rnorate 2

S

minates the

gth varies

e range o

mmended

permeable

distance on

e site may

in footings

xceed 120

exceed 25

ered in the

age of al

measured

maximum

0%. These

affect the

ever, it is

nts of the

gs of the

mpervious

e-resisting

foundation

d using two

f the used

Pa.

24

e

s

f

d.

e

n

y

s

0

5

e

ll

d

m

e

e

s

e

e

s

g

n

o

d

E

Februa

Geote Gitath A

Enma Group

ary, 2012

8) Nequ

no

9) All

ge

co

us

10) Prsh

the

req

the

po

co

req

11) Nocla

ma

echnical EA. S. Al-Sha

p for Design

Al-Bass

ear to the

uarries are

ot.

l quarries

eneral, sui

re. None

e in concr

reliminary

oulders an

e constru

quirement

ese two qu

ossible p

nducted

quirement

o significa

ay quarrie

aterial be u

Eng. Garifi Moh

n and Engin

soni Dam /

e site of d

e found w

s except

itable to b

of the qu

rete or in d

y, only qua

nd a field

uction stag

ts given in

uarries wi

provided

to ensur

ts.

ant amoun

es soil. T

used, as c

Geotechnichammed H

neering Con

/ Salah El-D

dam, claye

whereas gr

quarries

be utilized

uarries is

dam filters

arries 1 & 2

laboratory

ges in or

n Table 7.

th soils fro

that lab

e that th

nt of gypsu

Therefore;

convenient

cal Eng.

H. Al-Dahal

nsultancy

Deen Gover

ey and sa

ravelly qu

1 and

d in constr

readily su

.

2 are suita

y should a

rder to c

Mixing of

om other q

boratory

he mix m

um was fo

may the

t.

Proflki Dr.

rnorate 2

andy

uarries are

2 are, in

ructing the

uitable for

able for the

accompany

check the

f soils from

quarries is

tests are

match the

und in the

e quarries

f. Geotecn. Raid R. A

25

e

n

e

r

e

y

e

m

s

e

e

e

s

nical Eng. Al-Omari

E

Februa

9

Enma Group

ary, 2012

9. REFERE

1. Am1

2. PeEn

3. BowEd

4. LamJo

5. TeNe

6. TeEn

7. ToPit

10. Si

and

Ro

11. Ea

Wa

12. "D

Gr

13. S

Cla

Re

Tre

14. N

(20

15. M

En

Co

p for Design

Al-Bass

ENCES

merican S

989.

ck, R., Han

ngineering

wles, J.E.,

dition, 1996

mbe, T.W

ohn Wiley

ng,W.C. "

ew Jersey ,

rzaghi , K

ngineering

mlinson, M

man, 3rd E

ngh, B. a

d Foundat

okee.

arth Manua

ater and P

Dam Found

rands. Bds

Sudhakar,

assification

cent Ad

eatment. T

ovak, P., M

001). Hydr

Murthy, V.

ngineering

onsultants,

n and Engin

soni Dam /

Society fo

nsen, W. a

g. John Wil

, Foundat

6.

W.and Whit

& Sons, In

" Foundat

, 1974.

K.and Pec

g Practice"

M.J., Found

Edition, 19

and Prakas

tion Engin

al (1980) U

ower Reso

dations" Co

Haussman

M. R.

n of Expa

dvances

Taylor & Fr

Moffat, A.,

raulic Struc

. (1989). S

g. Vol.1

Bangalore

neering Con

/ Salah El-D

or Testing

and Thorn

ley & Sons

ion Analy

tman, R.V

nc., 1969.

ion Desig

ck , R.,B.

,1967

dation Des

975.

sh, S. (19

neering. N

U.S. Depart

ources Ser

ommission

nn, 75008

(2006).

ansive Soi

in Cha

rancis.

, Nalluri, C

ctures, Sp

Soil Mech

, Sai

e.

nsultancy

Deen Gover

Materials

nburn, T. F

, 1974.

ysis and D

., Soil Me

gn ", Pren

,"Soil Mec

sign & Con

70). Soil m

New Chand

tment of th

rvice.

n Internatio

Paris, 2000

Identifica

ls. Expans

aracterizat

C. andNara

on Press.

hanics & F

Kripa

rnorate 2

s (ASTM)

Foundation

Design, 5th

echanicals

ntice Hall

chanics in

nstruction

mechanics

d and Bros

he Interior

onal des

0.

ation and

sive Soils

tion and

ayanan, R

Foundation

Technica

26

,

n

h

s

,

n

n,

s

s

r

d

-

d

R.

n

al

En

nma Group

Februa

G

for Design

ary, 2012

B

Geo

and Engine

Al-Basso

AP

Bore

olog

eering Cons

oni Dam /

PPEN

ehol&

gica

sultancy

Salah El-D

NDIX

le L& al Se

Deen Gover

A

Logs

ectio

rnorate A

s

ons

A1

En

nma Group

Februa

for Design

ary, 2012

and Engine

Al-Basso

eering Cons

oni Dam /

sultancy

Salah El-D

Deen Goverrnorate A

A2

En

nma Group

Februa

for Design

ary, 2012

and Engine

Al-Basso

eering Cons

oni Dam /

sultancy

Salah El-DDeen Goverrnorate AA3

En

nma Group

Februa

for Design

ary, 2012

and Engine

Al-Basso

eering Cons

oni Dam /

sultancy


Enma Group for Design and Engineering Consultancy

1B

February, 2012 Al-Bassoni Dam / Salah El-Deen Governorate

APPENDIX B Tables of Test Results

(Boreholes & Quarries)


2B


Borhole No. :1 Depth:20

Sample Index properties W.C %

Dry Density kN/m3

Gs

Grain size analysis Sieve & Hydrometer Consolidation Test qu

kN/m2

Chemicals tests

No.

Depth (m) Type

L.L %

P.I % USCS

Grav. %

Sand %

Silt %

Clay % eo Cc Cr

T.S.S %

CaCo3 % So3

Gyp. %

1 0.0-1.5 DS - - - - - - - - - - - - - - -

2 1.5-3.0 US 34.16 16.93 CL 9.31 15.16 2.68 0 39.3 43.7 17.0 0.767 0.197 0.032 76 19.87 28.17 7.75 13.01

3 3.0-4.5 SS 35.68 54.35 16.89 29.24

CL CH - - - 0

31.3 14.1

68.7 85.9 - - - - 21.03 24.04 5.31 13.98

4 4.5-6.0 US 51.67 26.66 CH 20.13 16.95 2.70 0 7.1 92.9 0.593 0.154 0.054 280 7.84 31.71 2.14 4.11

5 6.0-7.5 SS 33.74 17.03 CL - - - 0 40.6 59.4 - - - - 13.87 28.76 4.62 8.61

6 7.5-9.0 SS 48.63 24.08 CL - - - 0 1.7 70.2 28.1 - - - - - - - -

7 9.0-10.5 DS 47.81 23.88 CL - - - 0 9.5 90.5 - - - - 3.55 32.3 1.05 1.89

8 10.5-12.0 US 31.33 15.76 CL 16.84 17.11 2.68 0 13.1 62.6 24.3 0.566 0.121 0.028 113 - - - -

9 12.0-13.5 SS 33.87 17.67 CL - - - 0 18.6 81.4 - - - - - - - -

10 13.5-15.0 DS 35.87 18.79 CL - - - 0 24.9 75.1 - - - - - - - -

11 15.0-16.5 DS N.P N.P SM - - 2.66 0 70.0 30.0 - - - - - - - -

12 16.5-18.0 SS N.P N.P SM - - - 0 50.1 43.7 6.2 - - - - 1.87 33.48 0.24 0.54

13 18.0-20.0 DS N.P N.P SM - - 2.66 0 58.7 41.3 - - - - - - - -

SS: Split Spoon Sample UD: Undisturbed Sample (Shelby Tube) . D: Disturbed Sample.


3B


B.H. No. 2 Depth: 25m


Dry Density kN/m3

Gs


kN/m2

Chemicals tests

No.

Depth (m) Type

L.L %

P.I % USCS

Grav. %

Sand %

Silt %

Clay % eo Cc Cr

T.S.S %

CaCo3 %

S03 %

Gyp. %

1 0.0-1.5 DS - - - - - - - - - - - - - - - - - -

2 1.5-3.0 US 53.24 28.13 CH 22.48 15.67 2.70 0 5.4 94.6 0.729 0.206 0.056 250 5.29 27.58 2.43 5.23

3 3.0-4.5 SS 35.96 18.60 CL - - - 0 27.3 48.0 24.7 - - - - - - - -

4 4.5-6.0 US 55.34 28.45 CH 23.95 15.22 2.71 0 4.5 95.5 0.780 0.228 0.059 230 - - - -

5 6.0-7.5 SS 39.81 20.84 CL - - - 0 22.8 77.2 - - - - 4.76 32.3 1.57 2.18

6 7.5-9.0 SS 51.58 26.53 CH - - - 0 6.0 55.5 38.5 - - - - - - - -

7 9.0-10.5 SS 37.58 18.94 CL - - 2.68 0 15.0 85.0 - - - - - - - -

8 10.5-12.0 SS 33.89 17.35 CL - - - 0 24.2 75.8 - - - - 3.78 32.89 1.91 4.11

9 12.0-13.5 DS 36.78 19.77 CL - - - 0 27.5 72.5 - - - - - - - -

10 13.5-15.0 SS 35.61 18.89 CL - - 2.68 0 22.0 57.7 20.3 - - - - - - - -

11 15.0-16.5 DS 34.44 18.76 CL - - - 0 27.8 72.2 - - - - - - - -

12 16.5-18.0 SS 32.23 16.87 CL - - - 0 31.4 68.6 - - - - - - - -

13 18.0-19.5 DS N.P N.P SM - - 2.66 0 59.7 40.3 - - - - 0.96 23.45 0.19 0.41

14 19.5-21.0 SS N.P N.P SM - - - 0 55.0 33.7 12.3 - - - - - - - -

15 21.0-23.0 DS N.P N.P SM - - - 0 71.9 28.1 - - - - - - - -

16 23.0-25.0 SS N.P N.P SM - - 2.65 0 70.4 29.6 - - - - - - - -



4B




Dry Density kN/m3

Gs


kN/m2

Chemicals tests

No.

Depth (m) Type

L.L %

P.I % USCS

Grav. %

Sand %

Silt %

Clay % eo Cc Cr

T.S.S %

CaCo3 %

S03 %

Gyp. %

1 0.0-1.5 DS - - - - - - - - - - - - - - - - - -

2 1.5-3.0 US 40.64 21.76 CL 14.36 16.60 2.68 0 30.8 69.2 0.614 0.148 0.041 180 15.87 29.5 1.56 12.03

3 3.0-4.5 US 45.01 22.71 CL 14.49 16.18 2.69 0 10.0 66.6 23.4 0.662 0.171 0.046 135 - - - -

4 4.5-6.0 US 39.56 19.76 CL 18.03 15.76 2.68 - - - - 0.701 0.180 0.037 - - - - -

5 6.0-7.5 SS N.P N.P SM - - - 0 84.1 15.9 - - - - 10.32 32.3 0.73 15.70

6 7.5-9.0 DS 39.65 20.33 CL - - 2.68 0 32.7 67.3 - - - - 12.87 - - 10.76

7 9.0-10.5 SS 34.36 17.04 CL - - - 0 8.5 64.0 27.5 - - - - - - - -

8 10.5-12.0 DS N.P N.P SM - - - 0 50.8 49.2 - - - - - - - -

9 12.0-13.5 SS N.P N.P SM - - 2.67 0 54.6 45.4 - - - - 2.87 32.89 0.57 1.56

10 13.5-15.0 DS 31.02 15.87 CL - - - 0 45.8 36.9 17.3 - - - - - - - -

11 15.0-16.5 SS 30.99 14.99 CL - - - 0 49.2 50.8 - - - - - - - -

12 16.5-18.0 DS 33.01 16.89 CL - - 2.67 0 48.8 51.2 - - - - 13.76 33.48 0.71 9.87

13 18.0-19.5 SS 33.11 17.01 CL - - - 0 46.1 39.9 14.0 - - - - - - - -

14 19.5-21.0 DS 31.92 15.22 CL - - - 0 45.9 54.1 - - - - - - - -

15 21.0-23.0 SS 33.81 16.33 CL - - 2.68 0 33.7 66.3 - - - - - - - -

16 23.0-25.0 DS 30.65 16.54 CL - - - 0 30.1 58.7 11.2 - - - - - - - -



5B




Dry Density kN/m3

Gs


kN/m2

Chemicals tests

No.

Depth (m) Type

L.L %

P.I % USCS

Grav. %

Sand %

Silt %

Clay % eo Cc Cr

T.S.S %

CaCo3 % So3

Gyp. %

1 0.0-1.5 DS - - - - - - - - - - - - - -

2 1.5-3.0 US 40.48 22.25 CL 23.87 15.87 2.67 0 31.72 68.3 0.682 0.175 0.035 - 13.65 22.86 5.92 12.73

3 3.0-4.5 DS 43.73 22.15 CL - - - 0 34.8 58.7 6.5 - - - - - - - -

4 4.5-6.0 US 39.41 20.65 CL - - 2.68 0 23.8 76.2 - - - - - - - -

5 6.0-7.5 SS 32.45 16.67 CL - - - 0 34.7 65.3 - - - - - - - -

6 7.5-9.0 DS 40.45 21.65 CL - - - 0 32.1 67.9 - - - - 11.86 21.09 6.06 13.03

7 9.0-10.5 US 36.56 19.45 CL - - - 0 21.0 79.0 - - - - - - - -

8 10.5-12.0 US 33.43 16.65 CL 29.49 14.01 2.65 0 - - - 0.891 0.224 0.043 65 - - - -

9 12.0-13.5 SS 30.82 14.45 CL - - - 0 43.8 31.5 24.7 - - - - 1.93 34.07 0.77 1.66

10 13.5-15.0 DS 30.72 14.65 CL - - - 0 43.2 56.8 - - - - - - - -

11 15.0-16.5 SS 30.08 15.89 CL - - 2.67 0 48.5 34.3 17.2 - - - - - - - -

12 16.5-18.0 DS 38.85 18.87 CL - - - 0 36.6 65.4 - - - - 11.16 20.5 5.94 12.77

13 18.0-20.0 SS 28.87 13.01 CL - - 2.67 0 39.9 41.6 18.5 - - - - - - - -



6B




Dry Density kN/m3

Gs


kN/m2

Chemicals tests

No.

Depth (m) Type

L.L %

P.I % USCS

Grav. %

Sand %

Silt %

Clay % eo Cc Cr

T.S.S %

CaCo3 % So3

Gyp. %

1 0.0-1.5 DS - - - - - - - - - - - - - - - - - -

2 1.5-3.0 SS 30.98 14.46 CL - - - 0 17.5 64.3 18.2 - - - - - - - -

3 3.0-4.5 US 40.59 19.67 CL 13.8 17.78 2.68 0 11.6 88.4 0.507 0.112 0.039 310 2.63 34.66 1.18 2.54

4 4.5-6.0 SS N.P N.P SM - - - 0 73.4 26.6 - - - - - - - -

5 6.0-7.5 US 48.92 25.76 CL 20.08 16.84 2.70 0 26.1 57.6 16.3 0.603 0.154 0.051 135 - - - -

6 7.5-9.0 SS 29.98 13.76 CL - - - 0 48.6 51.4 - - - - 3.76 20.5 1.34 2.88

7 9.0-10.5 US 39.21 18.76 CL 23.9 14.99 2.69 0 20.1 79.9 0.794 0.215 0.038 79 - - - -

8 10.5-12.0 SS N.P N.P SM - - - 0 65.4 23.0 11.6 - - - - - - - -

9 12.0-13.5 DS N.P N.P SM - - 2.66 0 63.5 36.5 - - - - 4.54 31.5 2.01 4.32

10 13.5-15.0 SS 30.94 14.76 CL - - - 0 37.4 50.1 12.5 - - - - - - - -

11 15.0-16.5 DS 33.65 17.56 CL - - - 0 33.2 66.8 - - - - 4.89 19.6 1.54 3.31

12 16.5-18.0 SS N.P N.P SM - - 2.66 0 53.6 46.4 - - - - - - - -

13 18.0-20.0 DS 29.03 13.76 CL - - - 0 39.2 39.3 21.5 - - - - - - - -



7B




Dry Density kN/m3

Gs


kN/m2

Chemicals tests

No.

Depth (m) Type

L.L %

P.I % USCS

Grav. %

Sand %

Silt %

Clay % eo Cc Cr

T.S.S %

CaCo3 % So3

Gyp. %

1 0.0-1.5 DS - - - - - - - - - - - - - - - - - -

2 1.5-3.0 US 48.16 24.67 CL 15.53 16.74 2.70 0 10.8 64.2 25.0 0.613 0.157 0.050 249 - - - -

3 3.0-4.5 SS 39.98 20.01 CL - - - 0 14.2 85.8 - - - - 16.89 29.35 5.51 10.01

4 4.5-6.0 US 38.58 18.45 CL 24.91 16.01 2.69 0 10.5 89.5 0.680 0.172 0.038 47 - - - -

5 6.0-7.5 DS 32.16 15.76 CL - - - 0 25.0 63.1 11.9 - - - - 3.76 27.3 1.14 2.45

6 7.5-9.0 SS N.P N.P SM - - 2.66 0 62.8 37.2 - - - - - - - -

7 9.0-10.5 US N.P N.P SM - - - 0 63.8 36.2 - - - - 3.87 31.71 0.98 1.99

8 10.5-12.0 DS 42.08 22.12 CL - - - 0 23.3 76.7 - - - - - - - -

9 12.0-13.5 SS 28.20 12.76 CL - - 2.67 0 39.6 44.6 15.7 - - - - - - - -

10 13.5-15.0 DS 29.95 13.76 CL - - - 0 34.8 65.2 - - - - - - - -

11 15.0-16.5 DS N.P N.P SM - - - 0 59.8 31.6 8.6 - - - - 2.21 30.53 0.93 2.0

12 16.5-18.0 SS N.P N.P SM - - 2.66 0 60.3 39.7 - - - - - - - -

13 18.0-20.0 DS N.P N.P SM - - - 0 61.7 38.3 - - - - - - - -



8B


Quarry N0.1

Sample Index properties

U

S

C

S

Standard procter Grain size analysis Sieve & Hydrometer Max.Dry

Density kN/m3

O.M No Depth (m) Type L.L %

P.L %

P.I % G % S% M% C%

1 0 -- 1 DS --- --- --- SM 0.0 58.3 41.7

2 1 -- 2 DS --- --- --- SM 0.0 63.7 36.3

3 2 -- 3 DS --- --- ---- SM 0.0 68.8 31.2

Quarry N0.1

Sample Consolidation Test qu kN/m2

Swelling Char. Traixial - test Chemicals tests

F.S, % S.P., kPa No Depth (m) Type eo Cc Cr C

(kpa) T.S.S % CaCo3 % So3 % Gyp. % 1 0 -- 1 DS

2 1 -- 2 DS 5.637 --- 2.102 4.519

3 2 -- 3 DS


9B


Quarry N0.2


U

S

C

S


Density kN/m3


P.L %

P.I % G % S% M% C%

1 0 -- 1 DS --- --- --- SM --- --- 2.7 59.8 37.5

2 1 -- 2 DS --- --- --- SM --- --- 1.2 72.1 26.7

3 2 -- 3 DS --- --- ---- SM --- --- 0.0 64.5 35.5

Quarry N0.2



F.S, % S.P., kPa No Depth (m) Type eo Cc Cr C (kpa) T.S.S % CaCo3 % So3 % Gyp. % 1 0 -- 1 DS --- --- --- --- --- --- --- --- --- --- --- ---

2 1 -- 2 DS --- --- --- --- --- --- --- --- --- --- --- ---

3 2 -- 3 DS --- --- --- --- --- --- --- --- --- --- --- --


10B


Quarry N0.3


U

S

C

S


Density kN/m3


P.L %

P.I % G % S% M% C%

1 0 -- 1 DS 47.01 23.76 23.25 CL 17.39 18.65 0.0 9.0 56.4 34.6

2 1 -- 2 DS 35.34 16.87 18.47 CL 17.79 15.33 0.0 23.4 76.4

3 2 -- 3 DS 54.62 24.19 30.43 CH 17.23 20.43 0.0 3.3 68.4 29.3

4 0 -- 1 DS Permeability (K) cm/sec = 3.78 x 10-6

Quarry N0.3



F.S, % S.P., kPa No Depth (m) Type eo Cc Cr C (kpa) T.S.S % CaCo3 % So3 % Gyp. % 1 0 -- 1 DS 0.552 0.133 0.0397 3.44 8.89 125 6.6 7.891 32.175 4.036 8.677

2 1 -- 2 DS --- --- --- --- 1.41 4.31 118 8.1 -- --- -- ---

3 2 -- 3 DS 0.573 0.144 0.027 --- 5.14 10.72 150 2.3 -- --- --- --


11B


Quarry N0.4


U

S

C

S


Density kN/m3


P.L %

P.I % G % S% M% C%

1 0 -- 1 DS 57.01 26.63 30.38 CH 16.45 20.21 0.0 7.2 92.8

2 1 -- 2 DS 34.41 15.09 19.32 CL 17.78 16.03 0.0 22.5 54.3 23.2

3 2 -- 3 DS 33.73 15.03 18.7 CL 17.81 15.88 0.0 28.2 71.8


Quarry N0.4



F.S, % S.P., kPa No Depth (m) Type eo Cc Cr C (kpa) T.S.S % CaCo3 % So3 % Gyp. % 1 0 -- 1 DS 0.647 0.180 0.0515 236 6.71 12.84 -- - -- -- --- ---

2 1 -- 2 DS -- --- -- --- 1.24 2.45 114 9.6 4.567 33.325 1.772 3.809

3 2 -- 3 DS -- --- --- -- -- -- 102 10.5 -- -- --- ---


12B


Quarry N0.5


U

S

C

S


Density kN/m3


P.L %

P.I % G % S% M% C%

1 0 -- 1 DS 46.07 22.88 23.19 CL 17.41 18.55 0.0 11.5 42.7 45.8

2 1 -- 2 DS 28.50 Non-plastic ML 18.30 15.45 0.0 32.3 67.7

3 2 -- 3 DS 31.01 Non-plastic ML 17.94 15.81 0.0 34.2 52.0 13.8


Quarry N0.5




(kpa) T.S.S % CaCo3 % So3 % Gyp. % 1 0 -- 1 DS 0.551 0.132 0.0375 256 3.71 4.63 -- -- -- --- -- ---

2 1 -- 2 DS -- --- -- --- -- --- 108 12.8 -- --- -- ---

3 2 -- 3 DS -- --- --- -- --- -- 90 11.6 -- --- --- --


13B


Quarry N0.6


U

S

C

S


Density kN/m3


P.L %

P.I % G % S% M% C%

1 0 -- 1 DS -- -- -- SM -- -- 2.2 59.8 38

2 1 -- 2 DS 36.45 16.11 20.34 CL 18.10 16.02 0.0 27.7 46.2 26.1

3 2 -- 3 DS 65.17 29.98 35.19 CH 15.98 22.07 0.0 2.5 43.4 54.1


Quarry N0.6




(kpa) T.S.S % CaCo3 % So3 % Gyp. % 1 0 -- 1 DS -- --- -- --- -- --- -- --- -- --- -- ---

2 1 -- 2 DS -- --- --- -- 2.54 2.15 97 10.9 5.657 --- 1.487 3.197

3 2 -- 3 DS 0.702 0.209 0.0618 336 8.14 12.54 -- --- -- --- -- ---


14B


Quarry N0.7


U

S

C

S


Density kN/m3

O.M No Depth (m) Type L.L % P.L %

P.I % G % S% M% C%

1 0 -- 1 DS 37.28 18.32 18.96 CL 17.72 17.34 0.0 15.5 84.5

2 1 -- 2 DS 44.60 21.89 22.71 CL 17.64 18.5 0.0 5.7 60.3 44.0

3 2 -- 3 DS 39.03 19.43 19.6 CL 17.70 17.52 0.0 9.0 54.6 36.4


Quarry N0.7




(kpa) T.S.S % CaCo3 % So3 Gyp. % 1 0 -- 1 DS -- --- -- --- -- --- 156 4.6 -- --- -- ---

2 1 -- 2 DS 0.530 0.122 0.035 296 2.87 3.94 -- --- 7.931 34.475 3.577 7.690

3 2 -- 3 DS -- --- -- 276 1.52 4.87 -- --- -- --- -- ---


15B


Quarry N0.8


U

S

C

S


Density kN/m3


P.I % G % S% M% C%

1 0 -- 1 DS 28.65 14.81 13.84 CL -- --- 0.0 33.4 66.6

2 1 -- 2 DS 33.92 15.34 18.58 CL 18.74 13.43 0.0 13.1 64.2 22.7

3 2 -- 3 DS 30.90 15.10 15.8 CL 17.88 17.03 0.0 19.5 80.5


Quarry N0.8




(kpa) T.S.S % CaCo3 % So3 % Gyp. % 1 0 -- 1 DS -- --- -- --- -- --- --- --- -- --- -- ---

2 1 -- 2 DS 0.510 0.102 0.032 --- -- --- 133 5.7 7.345 --- 2.991 6.430

3 2 -- 3 DS -- --- -- --- -- --- 117 7.2 -- --- -- ---


16B


Quarry N0.9


U

S

C

S


Density kN/m3


P.I % G % S% M% C%

1 0 -- 1 DS 33.36 15.41 17.95 CL 18.25 14.73 0.0 18.2 81.8

2 1 -- 2 DS 51.93 24.91 27.02 CH 17.13 19.8 0.0 6.5 45.7 47.8

3 2 -- 3 DS 47.90 23.03 24.87 CL --- -- 0.0 6.2 93.8


Quarry N0.9



F.S, % S.P., kPa No Depth (m) Type eo Cc Cr C (kpa) T.S.S % CaCo3 % So3 % Gyp. % 1 0 -- 1 DS -- --- -- --- -- --- 147 6.8 -- --- -- ---

2 1 -- 2 DS

final geotechnical exploration al-bassoni dam

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