FINAL Geotechnical Exploration Al-Bassoni Dam

Enma Grou for Desig and Engi eering Co sultancy

1. INTRODUCTIO 1.1 Autho ization

his soil i vestigati n was ca ried out f r Design and Eng neering

y the En ma Grou

onsultan y at the request of

t e Center of Studie and Eng neering

esigns – Ministry of

ater Res urces. 1.2 Site Lo ation

he area

f the pre sent stud

is locat d in Sala h El-Dee

overnorate in the north of Baghdad. The city of Tikret, centere of Salah El- een, is l cated about 160 k m north of aghdad.

n earth dam, Al- assoni D m, is pr posed fo

constructi n in Al- our distr ct at about 3.5 k udhaem

from Al-

am and about 4.0 km from Al-Delou ia weir at

f llowing

TM Coor inates:

X Y

Right ank 4518 66 3824 23

Mid 451766 3824662

L ft Bank 51659 3 824584

oogle earth progr m is used to sho a scale

icture fo

t e Al-Bas oni Dam s shown i n Fig. 1.

Fig. 1 Al-Basso i Dam loc tion ( Earth Goo le image)

1 ebru ry, 2012

Al-Bas oni Dam Salah El- een Gove rnorate


1.3 Purpose of Soil I vestigati n

he main

urpose

f the site explorat on is to

etermine

subsurface conditio s at the project site, evalu ate these conditions with resp ct to the proposed construct ion and to ake engineering r ecomme dations f r site pr paration, and foun ations. arameter

that ma y be used in the

esign of facilities urposes

urthermo re, to obtain so il design ivil and structural

t the pr ject site. Consequ ently, the

f the ex loration

rogram an be su mmarized

as follows: 1. To id ntify the subsoil enginee ing, phy sical an chemical propert ies up to ertain pr determin ed depth. 2. To estimate the allowabl bearin capacit and th compr ssibility

f the soil for the

urpose o f the most

safe an economi c foundat on desig .

3. To su gest the pile type and to estimate the pil capacit if piles re found o be a su table alte rnative fo the fou dation in the site. 4. To investigate th validity of the sit as a fou ndation t suppor the prop sed structure. 5. To find out the s itable ar as to be sed as q arries fo the con truction f embankments an earth da ms. 2. 2.1

FIELD EXPLO ATION Bor holes lo ation

he purpo e of the

resent p oject is t find out the natur

and engin ering pr operties

f the soil strata b neath th

roposed am, also to investi ate the soil prope ties of th roposed uarries.

o achieve this pur ose, six borehole

ere drill d. They

re numb red 1 to 6. The d pth of th

oreholes ranged rom 20 to 25 m. Ten test pits wer excavated in site pr oposed f r quarrie containi ng gravel, sand and lay. Figu e 2 sho s a layou of the h les in th am site.

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Fi . 2 Boreho es Locatio with respect to dam a xis

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2.2

Me hod of D illing and Sampli g

otary dri ing was u sed for a vancing t e hole. T hin walle samplers, 102 mm d iameter ( helby tu es) were employe f r obtaining undist rbed sa ples of

igh quali ty when

clayey

The

aterial

is

enco ntered.

tu es

wer

hydraulica lly jacke into the ground. Disturbe sample ere colle ted from the auger. he Shelb

tubes w ere covered from

oth ends with wax;

isturbed and und isturbed samples were la eled an laced in

ooden b xes.

escriptio of soils (Visual -

anual P ocedure) has been

carried out in acco dance w th local

odes an ASTM D

2488. he test pi s were ex cavated t a depth f around 3 m using oth mec anical a nd manual metho s. Samp les were extracted f rom the p its in inter vals of 1

in depth .

Photograp s of field work are available n Appen ix (E).

2.3

Fie d Tests

2.3.1 Field Perme bility tests acker M thod

packer i an expa dable ru ber slee e. Packer s are use as a mean of sealin of a sec ion of bo ehole. T o types of acker m thods ar used in practice, single a d doubl acker methods. Fo the present job si gle pack er metho i adopted for perm ability prediction. I single packer me thod the ole is drilled to th require epth. Th packer is fixed

t a desir d level above th

ottom of ole and t e water umped into the sec tion belo t e packe . The co nstant rate of flow, q that i s attaine under an a plied he ad, H is found.

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he coeffi ient of p rmeability, k is computed u sing t e followi g equati ns:     … … .     10  2  

here

2



…….

 10 

k = permea bility q = constan rate of fl w into th hole r internal radius of ole H = differen tial head f water, nd L length o f portion f the hole tested

he table below p resents classificati n of the range of ermeabil ty by vari ous degr e adopte after Te zaghi an Peck.

Degree f Perme bility

Range Coeffic ient of Perm ability ,

, cm/s

> 10- 3

High edium

10 -1 – 10 -3

Low

10-3 – 10- 5 10-5 – 10- 7

ery Low

< 10-7

I pervious

ppendix (D) presents the fi ld permeability tes ts record ith value of each d pth and f ow case.

2.3.2 Sta dard Pen etration

est (SPT)

he test is standardi zed as A TM D 15 6. Techni cal detail on the eq ipment a e available elsewhere. The

rocedur

i summarized as: 1) Driving the stand ard spilt- arrel sa pler of d imension

51mm (O ) a distan ce of 460 mm (18in) into the soil at th ottom of the boring using a f lling mas . 2) Counting the nu

ber of blows to drive the s mpler th

l st 305 m (12 in) t obtain t e N number. 3) Using a 3.5 kg (1 0 1b) dri ing mass (or ham ebru ry, 2012

er) fallin



f ee from height of 760 mm ( 0 in). he borin log show s ‘refusal and the t st is halt d if 1- 50 blows are r equired f r any 150 –mm inc ement. 2- 100 lows are obtained. 3-

10 s ccessive blows pr duce no dvance.

he result of this te st are wi ely corr lated to t e variou soil prope ties. Bowl es (1996) reported hat 85 to 0 percent of conventional fo ndation design i

North

nd Sout

merica is made usi g the SP .

.4 Stand rds able (2) presents th e standar s that ha e been a opted fo field work . Table (2 Standard for Field xploratio n

Work d scriptio Practi e for usin g hollow s tem

The St andard

auger for Geot chnical

ASTM D-6151

Explo ation and Sampling Test method for penetrati n Test and S lit-Barrel sampling of soil Practi e for thin walled tu e Sampl ng of coh sive soil Practi e of Pres rving an Trans orting soi l samples Practi e for des ription a d Identif ication of soils

ASTM D-1586 ASTM D-1587 ASTM D-4220 ASTM D-2488

Field ermeabil ty tests in

Earth Ma nual

boreh les

Designat ion E-18

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3.

LAB RATOR

TESTIN

3.1 Type of Tests

he soil

ests wer

required

for

selected to co er the i formatio

ade quate

design

o

the

am.

Soil

characteri tics such as, inde properties, grad ng, shea strength,

compressibility,

compacti n

and

chemical

contents were obtai ed using the follow ng types of testing: 1) Classification tests

- Li uid Limit (L.L) - Pl stic Limit (P.L)

fine- grained soil

-H dromete testing - Sieve testin g -

ater cont nt (w) an density

γ)

deter

ination

2) Consolidation (compres ibility) test (for fin -grained soil) 3) Shea strength tests Unconfin d compr ssive tes (qu) (for inegraine soil) 4) Che ical tests - CaCO3 ontent - SO3% - Gypsu

Content

- Total S luble Salts 5) Compaction tes ts (only fo r samples from the est pits). Photograp s of Labo ratory w rk are av ilable in Appendix (E). 3.2 Standards

Laborator tests we re carrie out in accordanc with th standards iven in T able (3) Table (3) tandards for Laboratory Testi g.

Te t Naturel Moistur Content (wc) Unit eight (γ e t , γdr ). Specif c Gravity ( GS) Liquid and Plasti c Limits ( L.L , P.L ) ebru ry, 2012

The Stand rd STM D-2 88 STM D-2 88 STM D-8 54

STM D-4 18



Grain ize Analy sis One- imension al Conso idation (e° , cc , cr , c ) Uncon ined Co pression Test Organic content SO3 CO3

STM D-4 22 STM D-2 35 STM D-21 66 STM D-2 74 BS 1377 STM D43 73

3.3 Prese tation of Test Res lts

descript on of the type of s il encou tered tog ether wit t e values of the m asured permeability and th standar enetratio resistan ce is gi en in th Borehol e Logs of ppendix A). A soi l profile ( eologica section) along da axis and u to down tream ar also given. he test results for e ach bore ole are p esented i n the for of a data s eet (table ) and giv n in App ndix (B). 4. ANALY IS of RES ULTS 4.1 Subsu face Con dition

he relati e densit ( able 4)

of sand and the consisten y of cla

re deter ined usi g SPT results in a ccordanc

ith the re ommend ation of T rzaghi and Peck.

Table (4) Correl tion of N- Values wit Soil Pro erties

Sands

No. o Relative blows er De nsity 30 cm (1 ft) 0-4 Ver loose 4-10 L ose 10-3 Medium 30-5 D nse V ery >50 D nse

Clays o. of blo s er 30 cm (1 Co ft) 0-2 V 2-4 4-8 8-15

sistency ry soft Soft edium Stiff

15-30

V ry Stiff

>30

Hard

igure 2 s ows that BHs 1, 2, 3 & 4 are located o n the da axis; wher as BH5 a d BH6 ar located in the ups tream an

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ownstrea area re spectivel . The bo ehole lo s of ppendix (A) indic ate that the soil

rofile is generall

characteri ed by h rizontal homogen ity. The silty cla ( ometime with san d) domin tes the ground do n to about 15m. Thes layers a e classifi d as CL ( ilty or sa dy clay of l w plasti ity) acco ding to the Unifie Soil Cl ssificatio System. T e perme bility (k), in gener l, is in th e range of 10-4 to 10-5 cm/s. Ac cording t CP 2004: 1972, thi s range of ermeabil ty occurs in the clay-silt la inate. D eper tha about 15m and to th e end of

oring th soil prof le slightl

change to silty fine sand which is classified as SM (silt sands) acc rding to he Unifie Soil Cla sification System.. I jection i

not enc uraged in this soi media. Peck et al

(1974) stated "if the coefficie t of per eability of the soil lies betw en abo t 10-4 a d 10-6 rocedure is

sati sfactory".

The

m/s, no injectio e ployme t

of

a

i permea le upstre am blanket is reco mended to furthe reduce th seepag undern ath the esigned to length en the

eepage

am. An measur ath, lik

a grou

curtain, w ll result i a partial reduction in under seepage.

he SPT results ref lected a non unif rm stren th in th ertical di ection an d in all o the six he values of N ran ed betw en 15 an t e claye layers

xecuted

oreholes .

48, indi ating that

re of v ry stiff t hard c nsistenc

hereas the sandy l yers are f mediu to dense density. filter sh uld be us ed in the downstream end t i tercepto ,

keepi g

the

downstream

act as a

slop e

in

a

unsaturate state. The use of a clay core is highl ependent on the d m size, h ad and the detailed design. he water table has not been encounte ed down to the en of boring (20-25m).

4.2 Test R sults

he tables of test res ults are g ven in Appendix (B ). he unifie soil clas ification

f the test d groun

is mostl

of the C type wi th some substrat reveale the S classificati n as men tioned pr viously. he gradi g details are giv n in the tables b sides th ebru ry, 2012



tterberg imits. The values o the plasti ity index lies i the ran e 13 to 2 indicating a low t medium degree of expansion as recom ended i Sudhaka (2006). he carbo ate cont nt is gen rally wit in 20 to

5% whic

i dicates that the s oil is calcareous. Values o the total soluble salts are sca ttered in the range of 0.52 to 11.86 wit t e avera e of all

oreholes being 5

. This

ay caus

slight gra ual subs idence d ring the service

ife of th

am. he mini um me sured gypsum c ntent w as 0.41 hereas t e maxim m was 1 .66% wit the aver age bein 5.13%. This average is consi ered as slight. Ho ever, it i ossible to use an i

pervious soil blanket beneat the dam.

I is reco mended to use sulphate-r sisting c ement fo f undation work. It is also recommended to employ onitorin system to record the movements o f the da uring the beginnin of the se rvice life.

4.3 Bearing Capaci y

he stand rd penetr ation results of all boreholes have bee considere . The v lue of

N) has

een em loyed t

calculate the allow ble bea ing capacity (qa) using th chart of Terzaghi an Peck gi en below (Fig. 4).

lso, sinc

t e clayey soil is d ominant, the value of the

nconfine

compressi e streng th have been co sidered using th equation:

qu



qa

where q a



qu

allowable be ring capa ity



unconfined compressi e strength

he calcul ted valu s should be consi ered in c onjunctio ith engi eering j dgment and taking into a count th existence f some sa lts. he value of the

ecomme ded net allowabl bearin

capacity is: 10 ebru ry, 2012



qa = 120 kN/m2 ~ 12 Ton/

2

owever, t is also ecomme ded for ll the ma in shallo f undation s to be pl ced belo

1.0 m d pth othe wise strict

easures should b taken to ensure the rigi ity of th f undation s.

45 φ

o

40 a

q

35 30 25

0

10

20

30

40

N

50

60

Approximate relation betw een N and

φ

B

Relationship betwee N and Allow ble Bearing C apacity

ig. 4 Corr lations fo estimati n of allow ble beari g capacit from SPT

4.4 Soil C mpressi ility and Collapsi ility

PT result indicate that the s ccessive encounte red layer ossess s gnificantl y varied strength ranging

rom har

layey soi to mediu m sandy soil. It is know that the PT allow ble bearing pressu re chart i ased

o

settlement

con ideration .

The

i mmediat

ettlement will then remain less than 5 mm as far as th ressure is less tha that sp cified in the chart

nless salt

issolutio takes pl ce. Immediat ly after c nstruction and ap lication o f loads th ifferentia l settleme nt will primarily de end on t he rigidit f the st ucture.

or isolated footings the

ifferentia l

ettlement primaril depend on the tie beams. However, ome bui ding cod es speci y the tol rable di fferential 11 ebru ry, 2012



ettlement as being more tha 25 mm. uch a val e is ot presently exp cted because the total set tlement i lready le s than 25 mm. ime after construc tion diffe ential se tlement

ay result

ue to lea of wate from ta ks or br ken pipe s, thereb high maint nance p rformanc e should e provid d. he value of the

ompression index obtained from th

consolidati on tests a re not hig h; therefore the co solidatio settlement is not ex pected to be signi icant. Als o, the soil has no indication of ignificant swelling haracteri stics. he collapsibility of the soil results fr m the e istence of cementing material s which softens o dissolv s on th arrival of

ater. Col apsible behavior

ay not be expecte

ue to the low cont nt of gyp um. However, mo ements of t e dam

ay be mo nitored e pecially t the be innings of

t e servic life of the dam.

5. QUARR ES

I order to ascertain the existence of n arby ra material f r the c nstructio of the dam, an investig ation wa conducted to find o t the ava lable qu rries nea the dam. he numb r of quar ies test p ts was te . The de th of eac it was b ut 3m. S ndy and clayey q arries w re found. owever, Gravelly quarries

ere not found ne ar the jo

site area. Samples were extra ted ever 1m. Gra ing tests have bee conducted on all th samples. In addition, comp action an chemical t sts have been per ormed on the clay i n order t etermine the maxi

um dry ensity an optimu

moistur

content an ascertai the suit bility of t e materi l. The test results are given in

ppendix (D). The esigner

ay revi w this i formatio economic l design

f the da

in ord r to ap roach a

ccording to the requiremen ts of eac

am. Fig. 5 below shows t e location of test pits wit respect to he Al-Bas soni dam location.

12 ebru ry, 2012



Fig. 5 Te t Pits Location with re pect to the Al-Basson Dam axis

13 ebru ry, 2012



Table : The appr oximate c nstructio material quantiti s. Coordinate

Distance from da axis ( km)

Te t Pi No.

Nor h (N)

East E

1

3825119

451389

Silty sand

2

3825288

451396

Silty Sand

5, 000

0.745

3

3825301

0451475

Silty clay

7, 500

0.734

4

3825469

04514 7

Silty clay

10 ,500

0.902

5

3825419

451506

Silty clay

6, 800

0.844

6

3825434

451544

Si ty sand wi h clay

7, 500

0.853

7

3825512

451578

Silty clay

20 ,000

0.928

8

3825399

451818

Silty clay

25 ,000

0.828

9

3825265

451815

Silty clay

30 ,000

0.697

10

3825046

451582

Silty clay

6, 800

0.459

Type of material

Exp ected quant ity (m³)

00

0.592

5.1 Quarries Mater ial

he

suitability

of

the

q arries

aterials

for

da

constructi n may b conside ed accor ing to th BS 5930. ccording to Novak et al. (20 1), three rincipal ategorie of fill material are necessar

for ear h fill e

bankment

ams to fulfill the r quireme ts for co e, should er, filters, etc; ore fill hould ha e low p rmeabilit and ide ally be of

i termedi te to hig plasticity to acc mmodate a limite egree of deformat ion without risk o cracking . It is not necessary, and po sibly disadvantag ous, to shear stre gth. The

ave hig

ost suita le soils have clay ontents i

excess of 25-30%, e.g. glacial tills etc., althou gh claye sands and silts can also be

tilized.

he core s the ke

element i

nd the

ost dema nding in

an emb nkment

14 ebru ry, 2012



t rms of

aterial c aracterist ics and uniformity, the

roperties of the co t rm

wat rtight

pound clay core b ing critic al to long-

in tegrity.

The principal pe rformanc

characteri tics of t he more importa t group of soil suitable fo rolled co res are s mmarize in Table 6. epresent tive valu s for the more im ortant e gineerin arameter of comp ound earthfills, to be utilized in core o shoulders s appropriate, are summariz d in Tabl e 7. Shoulder ill requi es sufficiently hig shear s trength t

ermit the economi c construction of stable slo es of th steepest possible sl ope angl . It is pr ferable t at the fill has relativ ly high p ermeabili ty to assist in dissip ating por ater pressures.

uitable

aterials range a cross th

spectrum rom coar e granul r materi l to fills

hich ma

iffer little from the core mat rials. Th shoulde need not e homogeneous; i t is custo mary to

tilize dif erent fill

hich are available within pr determined zones within th shoulders. rain/filt r materi al must b clean, free draini g and not

liable to chemical degrada ion. Pro essed fi e natural ravels, c ushed ro ck and suitable,

and

etermine

are

used i

by the nature

oarse to medium sands ar sequen es

and

grading

f the ad acent co re and/o

shoulder fills. ccording y, all qu rries except quar ies 1 an 2 are, i eneral, s itable to

e utilize in constr cting the core.

ith resp ct to the d am shoul ers, the reverse m y be true. ll quarri s except quarries 1 and 2 do not

atisfy th

cohesion r quireme t of Tabl 7. Preli inary, onl y quarrie 1 & 2 are suitable f r the sh ulders a d it is en couraged, uring co struction, to cond ct triaxi l and pe rmeabilit t sts on so ls from th ese two

uarries to ascertain the k an

ø require ents of T able 7.

ixing of soils from these tw

uarries with soils fr om other quarries is possibl provide t at labor tory tests are con ucted to ensure th at the mi atch the equirem nts. ilter materials are n ot availab le in the uarries.

one of th 15

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uarries

ontain

aterials

readily

suitable

concrete c nstruction; this is ne of the reasons t

for construct

an earth d m. Table 6 : Characte istics of c re soils

Cracki g resista ce

rosioniping resistance

Optim um compa tion roll r

S nsitivity to co paction water ontent ontrol

Low, incre ases with <  a nd > PI

Low, i creases wit <  and > PI

Pneum atic tyred (2 0-80 t)

Hi h to avoid brittleness

Int rmediate

Pneum atic tyred (2 0-80 t)

Low to control u w

Pneum atic tyred or sheeps foot

Intermediate t high to control u

Sheeps foot

High to control u w

S il Desecription

Ver silty san s or grav ls, 6% clay ( M-SM) Very clayey san s or gravels, 20% clay ( C-SC)

Fill typ

Grav l (GWGC Sands (SW-SP) Silt (ML- )

Crushed rock ill (2-600 mm size rang )

Interme iat represent tive 

Low-p asticity clay (CL)

Relatively flexibl

High-plasticity clay (CH)

Flexible, can resist lar ge deformations

High, increase with >  High; increase with > 

able 7: In icative e gineering propertie for comp cted eart fills (cor e or shoul er as app opriate) Compaction Shear strengt cha acteristic (effective stre s) Coefficient of Coef ficient Draina e compressibili y, of ho izontal Unit haracteristics Wat r Cohe io Fricti on, m v perm ability weig t,  (relief of uw) Wopt , n, c  kh ms-1)  , (X10-4 m2 kN- ) -2 (%) (kNm ) (degr es) (kN -3) 18-22

5-1

0

35- 0

0.1-1.0

10- 3-10-5

Excelle t

16-20

10-2

0

35- 0

0.5-1.5

10- -10-6

Good – f ir

16-21

15-3

< 10

25- 5

0.5-2.5

10- 5-10-8

Fair-po r

15-3

< 20

20- 0

0.5-3.0

10-7 -10-10

Very po rimpervi us

0

40- 5

N/A

10- 1-10-2

Free-drai ing: excelle t

17-21

N/A

16 ebru ry, 2012



6. SITE G OLOGY 6.1 Tecto ic I aq can b divided i nto three tectonically differe t areas: – THE ST BLE SHE F with m jor burie arches a nd antifoams but no surface a ticline. - THE UN TABLE S ELF with urface anticline. - THE ZAGROSE S TURE which compr ses thrust sheets of radiol rian chert , igneous and meta orphic r cks.

hese thr e areas contains tectonic subdivisi ns whic t end N-S n the sta le shelf nd the NW-SE or -W in th unstable s elf and th e Zagros Suture. he N-S tr nd is du to Paleozoic tectonic move ments .th -W and NE-SW tre ds are due to Cret ceous re ent alpin or genesis. igure (6) how the t ectonic map of Iraq

Figure (6) Tectonic Map f Iraq

17 ebru ry, 2012



6.2 Syste

of Fault

aults wer derived from vari us sourc s includi g satellit i ages, gravity and magnetic gradients, and a le ser extent seismic d ta. The to tal horizontal deri ative of t he gravit as found to be the most use ul param ter for d terminin f ult trend . he distri ution of faults in the figur shows ajor fault zones corr spond to the NW- E transve sal syste (5 majo t ansversa blocks), identifi d and ounded by majo t ansverse faults. he three ajor fault systems re the N- .

6.3 Seism city

I aq has a well-documentatio n of seis ic histor y activity, t e histori al seismi city sho s a well- efined p attern an f llows the boundari es of the ajor tect nic elem nts. ectonicall y Iraq is located in a relati vely acti e seismi zone at the tecto ically a tive nor hern an easter oundarie of the Arabian plate. E rthquake in thes seismic zo es can c ause sign ficant inf astructur damage, especially in the eas ern part f NE Iraq.

18 ebru ry, 2012



19 ebru ry, 2012

Al-Bas oni Dam Salah El- een Governorate Gove rnorate


6.4 Al-Bas .4 Al-Bassoni Da

– Gener l Geology

he area of the dam site it’s e posed under condi tions hav a stratigra hically r nge extending fro fatha (l ower fars) f rmation, middle M iocene to quaternar deposit .

6.4.1 Stratigraphy

1. THE FA HA (LOW ER FARS) FORMATION: his formation is on of the ost aerially wide s economic lly import ant forma ions in Ir q. he "Lower fars" fo mation o Iraq was sub divi eologist n the ea rly years of explo ation int units. It co prises a hydrites, gypsum nd salt, i ith limestone and arl. he informal units co mprise fr m botto to top:

read an ed by oil informal terbede

. Transiti n beds n ormally comprisin beds of anhydrite , udstone and thin limeston , the transition be s usuall 0 ebru ry, 2012



o verlie th So- ca lled "Basal fars conglomer ate" hich is n w included in the j ribe formation . his division is do inated by carbonates on t e mousal high. . Salifere us beds c omprise nhydrite and halite with bed of siltstone, mudston e and les frequent limestone beds. . Seepa e beds comprisi g anhyd ites wit beds of siltstone, udstone nd limestone. . Upper ed beds comprise red mudstone, silt stone an relatively f requent b eds of limestone an anhydri e. I general this forma tion consists of two members : he

lo er

m mber

comprises a (40m ) thick asal unit of organe detrial limestone and an ydrite ( r gypsum) with minor amount of green d lomtic arl.and this m ember l cks red udstone in the new type section at Alatha as ell as t he all t ick for t o memb rs are (220m) and (400m thick respective y. he Uppe membe compris s acyclic successio n of gree and red udstone and gyp um and recrystalli ed shelly limeston beds.

2.

few thin oolitic o

INJAN (UPPER ARS) FO MATION:

he injan f rs)

(upper fars) for ation (in luding t e middl

co prise

eposits

fin e

grain d

pre- olasses

in

coast l

areas,

initially

and

sediment la ter

in

fluviolacus trine syst em. The hickness of the fo rmation i ery varia le, due t

subseq ent erosi n over m ajor folds.

maximu thickne s of 2000 m in the central d positional area in the foothill zo ne. he lower contact

f the injana form tion with the fath

f rmation is grada tional. T e uppe contact with th 1 ebru ry, 2012



ukdadiy formati n is g adational marked

by

appearance of grave ly sandst ne. 3.

THE B KHTIARI ORMATI NS ukdadiy and Bai Hassan (Lower a d Uppe ormation

Bakhtiri )

he Bakhtiari format ion was ivided in Iraq into the lowe and uppe Bakhtiar i formati ns. The two form ations ar strongly d achronus but can e recognized thro ghout th f othill an high fold ed zones. he Mukdadyia (lo wer fars formati n compr ise up t 2000m of fining u wards c cles of gravely andstone , Sandstone and re mudsto e. The sandston is ofte strongly c oss –bed ded and associate with ch annel lag and clay b lls. he formation is di stributed mostly i the Fo thill zon here > 2 00m thic in the Ki kuk Emb yment. he Mukd dyia (Lo er Bakh iari) formation was deposite i fluvial environ ent in a rapidly ubsiding foredee asin . The conglom eratic Up er Bakhti ri was d posited i alluvial fa s origina ed from he high f olded zo e and th Zagros Sut re. he Mukdadiya an Bai Has an (Bak tiri) form ations ar equivalent to the Pli cene clastic of N and NE Syri a. 7. GENER L FEAT RES OF YDROGEOLOGI CAL ONDITI NS IN I AQ-Mai aquifer

Lithologic l and stru ctural ge logical c nditions determin t e spatial distrib tion and extent f hydro eologica l odies (a uifers, quitards) and their hydro eologica l environment. I Iraq fou teen mai aquifers /aquifer groups, id ntified b t eir relationship to geologic l formati ns, can b e defined. he surfac and ne r surface distributi n of thes e aquifer ithin Iraq is shown in Figure elow. I shows th location of the da site (Al- assoni D am Site) i aquifer N . 11 th t’s contain gravel and sa d of th uaternar alluvial f ans of the Mukhul, Hemrin a d Pesh-euh range, of centra l and S Ir q ,along the boun ary of th esopota ian and oothill zo es. 2 ebru ry, 2012



3 ebru ry, 2012

Al-Bas oni Dam Salah El- een Governorate


8. CONC USIONS

ND RE OMMENDATION

1) The silty cla y (someti es with and) do ground do n to ab ut 15m.

inates th

oil stren gth varie

with depth. 2) The permea bility (k), in gener l, is in th e range of 10-4 to 10-5 cm/s. Soil injection i not reco

mended.

In most dept hs the flo case is turbulent. 3) It

is

reco mended to

use

an

im ermeabl

upstream bl anket ext nding a sufficient d istance o th upstrea side an /or a gro t curtain. 4) The net allo able be ring cap city of th e site ma b taken as 120 kN/

2

. The depth of ma in footing

is referabl deeper than 1.0 m. 5) As long as the dam load do s not e ceed 12 k /m2 , the settlemen t is not ex ected to exceed 2 m . 6) V lues of th total soluble salts are scatt red in th ra ge of o..96 to 21.03 with the aver ge of all b reholes

eing 8

. The

inimum measure

g psum con tent was .41% whereas the maximu w s 15.7% with the average a ounts ar

eing 5.1 %. Thes

not thought to si nificantly affect th

p rformanc of an earth dam, howe ver, it i re ommend ed to m nitor the moveme nts of th d m espec ially during the beginnin s of th service life. Also, it is possible to use an i mperviou soil blanket beneath t e dam. 7) It

is

reco mended

to

use sulphat -resistin

cement for f oundatio work; th shallow oundatio in contact w th soil m y also be protected using tw la ers of ta r coat. T e strength (f'c) of the use concrete is

referabl not less than 30 M a.

4 ebru ry, 2012



8) N ar to th quarries ar

site of

am, clay y and s ndy

found

hereas g avelly qu arries ar

not. 9) Al

quarrie

except quarries 1 and 2 are, i

g neral, sui table to

e utilized in constr ucting th

core. None of the q arries is readily s itable fo us in concr ete or in am filters. 10) P eliminary, only qu rries 1 &

are suita ble for th

shoulders a d a field laborator should a ccompan th constru ction sta es in o der to

heck th

re uiremen s given i Table 7. Mixing of soils fro th se two q arries with soils fr m other p ssible

p rovided

that

laboratory

conducted to ensure that t e mix

uarries i tests

ar

atch th

re uiremen s. 11) N signific nt amount of gyps m was fo und in th cl y quarri s soil.

herefore; may th quarrie

m terial be used, as convenient.

Geot chnical Eng. Gitath . S. Al-Sh rifi

eotechni al Eng. Mo ammed . Al-Daha ki

Pro f. Geotec ical Eng. Dr. Raid R. l-Omari

5 ebru ry, 2012



9. REFER NCES

1. A erican

ociety for Testing Material s (ASTM),

1989. 2. Peck, R., Ha sen, W. nd Thornburn, T.

oundatio

Engineering . John Wil ey & Sons, 1974. 3. Bo les, J.E.,, Foundation Analysis and

esign, 5t

Edition, 199 . 4. La be, T.W .and Whi man, R.V , “Soil M chanical “J hn Wiley & Sons, I c., 1969. 5. Teng,W.C.

Foundation Design ", Pren tice Hall ,

Ne w Jersey , 1974. 6. Terzaghi ,

.and Pe k , R.,B. "Soil Me hanics i

Engineering Practice" ,1967 7. Tomlinson,

.J., Foun ation De ign & Co struction ,

Pitman, 3rd dition, 1 75. 10. Singh, B. a nd Praka h, S. (19 0). Soil mechanic an Foundat ion Engi eering. New Chan and Bro Rookee. 11. E rth Manu l (1980) .S. Depar ment of t e Interior W ter and P ower Res urces Se vice. 12. "Dam Found ations" C mmissio Internati nal des Grands. Bds Haussma n, 75008 Paris, 200 0.

13.

udhakar, M. Cl ssificatio Recent

R.

(2006).

Identific tion

an

of Exp nsive Soils. Expan sive Soils-

A vances

in

Ch racterization

an

Tr atment. aylor & F ancis. 14. Novak, P.,

offat, A., Nalluri,

. andNar ayanan, R.

(2 01). Hydr aulic Stru tures, Sp n Press.

15.

urthy, V. (1989).

Engineering .

oil Mechanics &

Vol.1,

Sai

Kripa

oundatio Technica l

C nsultants, Bangalor .

6 ebru ry, 2012


E ma Group for Design and Engin ering Con ultancy

A PE DIX A

or ho e og e lo ic l S cti ns

1 ebru ry, 2012

Al-Bass oni Dam / Salah El- een Gove norate


2 ebru ry, 2012



3 ebru ry, 2012



4 ebru ry, 2012



5 ebru ry, 2012



6 ebru ry, 2012



7 ebru ry, 2012

Al-Bass oni Dam / Sa Sala lah h El El-- ee een n Go Gove ve no nora rate te


8 ebru ry, 2012



9 ebru ry, 2012



10 ebru ry, 2012



11 ebru ry, 2012



12 ebru ry, 2012



13 ebru ry, 2012



14 ebru ry, 2012



15 ebru ry, 2012



16 ebru ry, 2012



17 ebru ry, 2012



18 ebru ry, 2012



19 ebru ry, 2012



20 ebru ry, 2012



21 ebru ry, 2012


Enma Group for Design and Engineering Consultancy

APPENDIX B Tables of Test Results (Boreholes & Quarries)

B1

February, 2012

Al-Bassoni Dam / Salah El-Deen Governorate


Borhole No. :1 Depth:20 Sample

Index properties L.L %

P.I %

Grain size analysis Sieve & Hydrometer Grav. Sand Silt Clay % % % %

Dry Density 3 kN/m

Gs

-

-

-

-

-

43.7

W.C %

No .

Depth (m)

Type

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

3

3.0-4.5

SS

35.68 54.35

16.89 29.24

CL CH

-

-

-

0

31.3 14.1

4

4.5-6.0

US

51.67

26.66

CH

20.13

16.95

2.70

0

5

6.0-7.5

SS

33.74

17.03

CL

-

-

-

6

7.5-9.0

SS

48.63

24.08

CL

-

-

7

9.0-10.5

DS

47.81

23.88

CL

-

8

10.5-12.0

US

31.33

15.76

CL

9

12.0-13.5

SS

33.87

17.67

10

13.5-15.0

DS

35.87

11

15.0-16.5

DS

12

16.5-18.0

13

18.0-20.0

USCS

Consolidation Test

qu 2 kN/m

Chemicals tests T.S.S %

CaCo3

-

-

So3

Gyp. %

-

-

eo

Cc

Cr

-

-

-

-

17.0

0.767

0.197

68.7 85.9

-

-

-

7.1

92.9

0.593

0.154

0.054

280

7.84

31.71

2.14

4.11

0

40.6

59.4

-

-

-

-

13.87

28.76

4.62

8.61

-

0

1.7

-

-

-

-

-

-

-

-

-

-

0

9.5

-

-

-

-

3.55

32.3

1.05

1.89

16.84

17.11

2.68

0

13.1

0.566

0.121

0.028

113

-

-

-

-

CL

-

-

-

0

18.6

81.4

-

-

-

-

-

-

-

-

18.79

CL

-

-

-

0

24.9

75.1

-

-

-

-

-

-

-

-

N.P

N.P

SM

-

-

2.66

0

70.0

30.0

-

-

-

-

-

-

-

-

SS

N.P

N.P

SM

-

-

-

0

50.1

-

-

-

-

1.87

33.48

0.24

0.54

DS

N.P

N.P

SM

-

-

2.66

0

58.7

-

-

-

-

-

-

-

-

SS: Split Spoon Sample

70.2

28.1 90.5

62.6

24.3

43.7

6.2 41.3

UD: Undisturbed Sample (Shelby Tube) .

0.032

76 -

%

19.87 21.03

28.17 24.04

7.75 5.31

13.01 13.98

D: Disturbed Sample. B2

February, 2012




Index properties L.L %

P.I %

Gs

-

-

-

-

9.31

15.16

2.68

No .

Depth (m)

Type

1

0.0-1.5

DS

2

1.5-3.0

US

34.16

16.93

CL

16.89 29.24

CL CH

-

-

USCS


Dry Density 3 kN/m

W.C %

Consolidation Test eo

Cc

Cr

-

-

-

-

17.0

-

-

0

39.3

43.7

0.767

0.197

-

0

31.3 14.1

68.7 85.9

-

-

-

0.032

qu 2 kN/m 76


CaCo3

-

-

%

19.87

28.17

So3

Gyp. %

-

-

7.75

13.01

3

3.0-4.5

SS

35.68 54.35

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

-

-

-

-

-

-

-

-

7

9.0-10.5

DS

47.81

23.88

CL

-

-

-

0

9.5

-

-

-

-

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

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

-

-

-

-

1.87

33.48

0.24

0.54

13

18.0-20.0

DS

N.P

N.P

SM

-

-

2.66

0

58.7

-

-

-

-

-

-

-

-


70.2

28.1 90.5

62.6

24.3

43.7

6.2 41.3

-

21.03

24.04

5.31

13.98

D: Disturbed Sample.


B2

February, 2012



B.H. No. 2 Depth: 25m Sample

Index properties

Grain size analysis Sieve & Hydrometer

W.C %

Dry Density 3 kN/m

Gs

No .

Depth (m)

Type

L.L %

P.I %

USCS

1

0.0-1.5

DS

-

-

-

-

-

2

1.5-3.0

US

53.24

28.13

CH

22.48

3

3.0-4.5

SS

35.96

18.60

CL

4

4.5-6.0

US

55.34

28.45

5

6.0-7.5

SS

39.81

6

7.5-9.0

SS

7

9.0-10.5

8

Consolidation Test

Chemicals tests qu 2 kN/m

Grav. %

Sand %

Silt %

Clay %

eo

Cc

Cr

-

-

-

-

-

-

-

-

15.67

2.70

0

5.4

0.729

0.206

0.056

250

5.29

27.58

2.43

5.23

-

-

-

0

27.3

-

-

-

-

-

-

-

-

CH

23.95

15.22

2.71

0

4.5

95.5

0.780

0.228

0.059

230

-

-

-

-

20.84

CL

-

-

-

0

22.8

77.2

-

-

-

-

4.76

32.3

1.57

2.18

51.58

26.53

CH

-

-

-

0

6.0

-

-

-

-

-

-

-

-

SS

37.58

18.94

CL

-

-

2.68

0

15.0

85.0

-

-

-

-

-

-

-

-

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

-

-

-

-

-

-

-

-

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

-

-

-

-

-

-

-

-

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

-

-

-

-

-

-

-

-


94.6 48.0

24.7

55.5

38.5

57.7

33.7

20.3

12.3


-

T.S.S %

CaCo3 %

S03 %

Gyp. %

-

-

-

-


February, 2012



B.H. No. 2 Depth: 25m Sample

Index properties


W.C %

Dry Density 3 kN/m

Gs

No .

Depth (m)

Type

L.L %

P.I %

USCS

1

0.0-1.5

DS

-

-

-

-

-

2

1.5-3.0

US

53.24

28.13

CH

22.48

3

3.0-4.5

SS

35.96

18.60

CL

4

4.5-6.0

US

55.34

28.45

5

6.0-7.5

SS

39.81

6

7.5-9.0

SS

7

9.0-10.5

8

Consolidation Test

Chemicals tests qu 2 kN/m

Grav. %

Sand %

Silt %

Clay %

eo

Cc

Cr

-

-

-

-

-

-

-

-

15.67

2.70

0

5.4

0.729

0.206

0.056

250

5.29

27.58

2.43

5.23

-

-

-

0

27.3

-

-

-

-

-

-

-

-

CH

23.95

15.22

2.71

0

4.5

95.5

0.780

0.228

0.059

230

-

-

-

-

20.84

CL

-

-

-

0

22.8

77.2

-

-

-

-

4.76

32.3

1.57

2.18

51.58

26.53

CH

-

-

-

0

6.0

-

-

-

-

-

-

-

-

SS

37.58

18.94

CL

-

-

2.68

0

15.0

85.0

-

-

-

-

-

-

-

-

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

-

-

-

-

-

-

-

-

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

-

-

-

-

-

-

-

-

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

-

-

-

-

-

-

-

-


94.6 48.0

24.7

55.5

38.5

57.7

33.7

20.3

12.3

-

T.S.S %

CaCo3 %

S03 %

Gyp. %

-

-

-

-



February, 2012




Index properties

W.C %

Dry Density 3 kN/m

Gs


No .

Depth (m)

Type

L.L %

P.I %

USCS

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

3

3.0-4.5

US

45.01

22.71

CL

14.49

16.18

2.69

0

10.0

66.6

4

4.5-6.0

US

39.56

19.76

CL

18.03

15.76

2.68

-

-

-

5

6.0-7.5

SS

N.P

N.P

SM

-

-

-

0

84.1

6

7.5-9.0

DS

39.65

20.33

CL

-

-

2.68

0

32.7

7

9.0-10.5

SS

34.36

17.04

CL

-

-

-

0

8.5

8

10.5-12.0

DS

N.P

N.P

SM

-

-

-

0

50.8

9

12.0-13.5

SS

N.P

N.P

SM

-

-

2.67

0

54.6

10

13.5-15.0

DS

31.02

15.87

CL

-

-

-

0

45.8

11

15.0-16.5

SS

30.99

14.99

CL

-

-

-

0

49.2

12

16.5-18.0

DS

33.01

16.89

CL

-

-

2.67

0

48.8

13

18.0-19.5

SS

33.11

17.01

CL

-

-

-

0

46.1

14

19.5-21.0

DS

31.92

15.22

CL

-

-

-

0

45.9

15

21.0-23.0

SS

33.81

16.33

CL

-

-

2.68

0

33.7

16

23.0-25.0

DS

30.65

16.54

CL

-

-

-

0

30.1


Consolidation Test

qu 2 kN/m


CaCo3 %

S03 %

Gyp. %

-

-

-

-

eo

Cc

Cr

-

-

-

0.614

0.148

0.041

180

15.87

29.5

1.56

12.03

23.4

0.662

0.171

0.046

135

-

-

-

-

-

0.701

0.180

0.037

-

-

-

-

-

15.9

-

-

-

-

10.32

32.3

0.73

15.70

67.3

-

-

-

-

12.87

-

-

10.76

-

-

-

-

-

-

-

-

49.2

-

-

-

-

-

-

-

-

45.4

-

-

-

-

2.87

32.89

0.57

1.56

-

-

-

-

-

-

-

-

50.8

-

-

-

-

-

-

-

-

51.2

-

-

-

-

13.76

33.48

0.71

9.87

-

-

-

-

-

-

-

-

54.1

-

-

-

-

-

-

-

-

66.3

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

69.2

64.0

36.9

39.9

58.7

27.5

17.3

14.0

11.2


-


B4

February, 2012




Index properties

W.C %

Dry Density 3 kN/m

Gs


No .

Depth (m)

Type

L.L %

P.I %

USCS

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

3

3.0-4.5

US

45.01

22.71

CL

14.49

16.18

2.69

0

10.0

66.6

4

4.5-6.0

US

39.56

19.76

CL

18.03

15.76

2.68

-

-

-

5

6.0-7.5

SS

N.P

N.P

SM

-

-

-

0

84.1

6

7.5-9.0

DS

39.65

20.33

CL

-

-

2.68

0

32.7

7

9.0-10.5

SS

34.36

17.04

CL

-

-

-

0

8.5

8

10.5-12.0

DS

N.P

N.P

SM

-

-

-

0

50.8

9

12.0-13.5

SS

N.P

N.P

SM

-

-

2.67

0

54.6

10

13.5-15.0

DS

31.02

15.87

CL

-

-

-

0

45.8

11

15.0-16.5

SS

30.99

14.99

CL

-

-

-

0

49.2

12

16.5-18.0

DS

33.01

16.89

CL

-

-

2.67

0

48.8

13

18.0-19.5

SS

33.11

17.01

CL

-

-

-

0

46.1

14

19.5-21.0

DS

31.92

15.22

CL

-

-

-

0

45.9

15

21.0-23.0

SS

33.81

16.33

CL

-

-

2.68

0

33.7

16

23.0-25.0

DS

30.65

16.54

CL

-

-

-

0

30.1


Consolidation Test

qu 2 kN/m


CaCo3 %

S03 %

Gyp. %

-

-

-

-

eo

Cc

Cr

-

-

-

0.614

0.148

0.041

180

15.87

29.5

1.56

12.03

23.4

0.662

0.171

0.046

135

-

-

-

-

-

0.701

0.180

0.037

-

-

-

-

-

15.9

-

-

-

-

10.32

32.3

0.73

15.70

67.3

-

-

-

-

12.87

-

-

10.76

-

-

-

-

-

-

-

-

49.2

-

-

-

-

-

-

-

-

45.4

-

-

-

-

2.87

32.89

0.57

1.56

-

-

-

-

-

-

-

-

50.8

-

-

-

-

-

-

-

-

51.2

-

-

-

-

13.76

33.48

0.71

9.87

-

-

-

-

-

-

-

-

54.1

-

-

-

-

-

-

-

-

66.3

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

69.2

64.0

27.5

36.9

17.3

39.9

14.0

58.7

11.2

-



B4

February, 2012




Index properties

W.C %

Dry Density 3 kN/m

Gs


No .

Depth (m)

Type

L.L %

P.I %

USCS

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

3

3.0-4.5

DS

43.73

22.15

CL

-

-

-

0

34.8

4

4.5-6.0

US

39.41

20.65

CL

-

-

2.68

0

23.8

5

6.0-7.5

SS

32.45

16.67

CL

-

-

-

0

6

7.5-9.0

DS

40.45

21.65

CL

-

-

-

7

9.0-10.5

US

36.56

19.45

CL

-

-

8

10.5-12.0

US

33.43

16.65

CL

29.49

9

12.0-13.5

SS

30.82

14.45

CL

10

13.5-15.0

DS

30.72

14.65

11

15.0-16.5

SS

30.08

12

16.5-18.0

DS

13

18.0-20.0

SS

-

-


Cc

Cr

-

-

-

qu 2 kN/m


CaCo3 %

So3

Gyp. %

-

0.682

0.175

0.035

-

13.65

22.86

5.92

12.73

-

-

-

-

-

-

-

-

76.2

-

-

-

-

-

-

-

-

34.7

65.3

-

-

-

-

-

-

-

-

0

32.1

67.9

-

-

-

-

11.86

21.09

6.06

13.03

-

0

21.0

79.0

-

-

-

-

-

-

-

-

14.01

2.65

0

-

-

-

0.891

0.224

0.043

65

-

-

-

-

-

-

-

0

43.8

31.5

24.7

-

-

-

-

1.93

34.07

0.77

1.66

CL

-

-

-

0

43.2

-

-

-

-

-

-

-

-

15.89

CL

-

-

2.67

0

48.5

-

-

-

-

-

-

-

-

38.85

18.87

CL

-

-

-

0

36.6

-

-

-

-

11.16

20.5

5.94

12.77

28.87

13.01

CL

-

-

2.67

0

39.9

-

-

-

-

-

-

-

-


68.3 58.7

6.5

56.8 34.3

17.2

65.4 41.6

18.5



February, 2012




Index properties

W.C %

Dry Density 3 kN/m

Gs


No .

Depth (m)

Type

L.L %

P.I %

USCS

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

3

3.0-4.5

DS

43.73

22.15

CL

-

-

-

0

34.8

4

4.5-6.0

US

39.41

20.65

CL

-

-

2.68

0

23.8

5

6.0-7.5

SS

32.45

16.67

CL

-

-

-

0

6

7.5-9.0

DS

40.45

21.65

CL

-

-

-

7

9.0-10.5

US

36.56

19.45

CL

-

-

8

10.5-12.0

US

33.43

16.65

CL

29.49

9

12.0-13.5

SS

30.82

14.45

CL

10

13.5-15.0

DS

30.72

14.65

11

15.0-16.5

SS

30.08

12

16.5-18.0

DS

13

18.0-20.0

SS

-

-


Cc

Cr

-

-

-

qu 2 kN/m


CaCo3 %

So3

Gyp. %

-

0.682

0.175

0.035

-

13.65

22.86

5.92

12.73

-

-

-

-

-

-

-

-

76.2

-

-

-

-

-

-

-

-

34.7

65.3

-

-

-

-

-

-

-

-

0

32.1

67.9

-

-

-

-

11.86

21.09

6.06

13.03

-

0

21.0

79.0

-

-

-

-

-

-

-

-

14.01

2.65

0

-

-

-

0.891

0.224

0.043

65

-

-

-

-

-

-

-

0

43.8

31.5

24.7

-

-

-

-

1.93

34.07

0.77

1.66

CL

-

-

-

0

43.2

-

-

-

-

-

-

-

-

15.89

CL

-

-

2.67

0

48.5

-

-

-

-

-

-

-

-

38.85

18.87

CL

-

-

-

0

36.6

-

-

-

-

11.16

20.5

5.94

12.77

28.87

13.01

CL

-

-

2.67

0

39.9

-

-

-

-

-

-

-

-


68.3 58.7

6.5

56.8 34.3

17.2

65.4 41.6

18.5



February, 2012




Index properties

W.C %

Dry Density 3 kN/m

Gs


No .

Depth (m)

Type

L.L %

P.I %

USCS

1

0.0-1.5

DS

-

-

-

-

-

-

-

-

-

2

1.5-3.0

SS

30.98

14.46

CL

-

-

-

0

17.5

64.3

3

3.0-4.5

US

40.59

19.67

CL

13.8

17.78

2.68

0

11.6

4

4.5-6.0

SS

N.P

N.P

SM

-

-

-

0

73.4

5

6.0-7.5

US

48.92

25.76

CL

20.08

16.84

2.70

0

26.1

6

7.5-9.0

SS

29.98

13.76

CL

-

-

-

0

48.6

7

9.0-10.5

US

39.21

18.76

CL

23.9

14.99

2.69

0

20.1

8

10.5-12.0

SS

N.P

N.P

SM

-

-

-

0

65.4

9

12.0-13.5

DS

N.P

N.P

SM

-

-

2.66

0

63.5

10

13.5-15.0

SS

30.94

14.76

CL

-

-

-

0

37.4

11

15.0-16.5

DS

33.65

17.56

CL

-

-

-

0

33.2

12

16.5-18.0

SS

N.P

N.P

SM

-

-

2.66

0

53.6

13

18.0-20.0

DS

29.03

13.76

CL

-

-

-

0

39.2


Consolidation Test

qu 2 kN/m


CaCo3 %

So3

Gyp. %

-

-

-

-

-

-

-

-

-

-

-

0.112

0.039

310

2.63

34.66

1.18

2.54

-

-

-

-

-

0.603

0.154

0.051

135

-

-

-

-

51.4

-

-

-

-

3.76

20.5

1.34

2.88

79.9

0.794

0.215

0.038

79

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

4.54

31.5

2.01

4.32

-

-

-

-

-

-

-

-

66.8

-

-

-

-

4.89

19.6

1.54

3.31

46.4

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

eo

Cc

Cr

-

-

-

-

18.2

-

-

88.4

0.507

26.6 57.6

23.0

16.3

11.6 36.5

50.1

39.3

12.5

21.5


-

-

-


February, 2012




Index properties

W.C %

Dry Density 3 kN/m

Gs


No .

Depth (m)

Type

L.L %

P.I %

USCS

1

0.0-1.5

DS

-

-

-

-

-

-

-

-

-

2

1.5-3.0

SS

30.98

14.46

CL

-

-

-

0

17.5

64.3

3

3.0-4.5

US

40.59

19.67

CL

13.8

17.78

2.68

0

11.6

4

4.5-6.0

SS

N.P

N.P

SM

-

-

-

0

73.4

5

6.0-7.5

US

48.92

25.76

CL

20.08

16.84

2.70

0

26.1

6

7.5-9.0

SS

29.98

13.76

CL

-

-

-

0

48.6

7

9.0-10.5

US

39.21

18.76

CL

23.9

14.99

2.69

0

20.1

8

10.5-12.0

SS

N.P

N.P

SM

-

-

-

0

65.4

9

12.0-13.5

DS

N.P

N.P

SM

-

-

2.66

0

63.5

10

13.5-15.0

SS

30.94

14.76

CL

-

-

-

0

37.4

11

15.0-16.5

DS

33.65

17.56

CL

-

-

-

0

33.2

12

16.5-18.0

SS

N.P

N.P

SM

-

-

2.66

0

53.6

13

18.0-20.0

DS

29.03

13.76

CL

-

-

-

0

39.2


Consolidation Test

qu 2 kN/m


CaCo3 %

So3

Gyp. %

-

-

-

-

-

-

-

-

-

-

-

0.112

0.039

310

2.63

34.66

1.18

2.54

-

-

-

-

-

0.603

0.154

0.051

135

-

-

-

-

51.4

-

-

-

-

3.76

20.5

1.34

2.88

79.9

0.794

0.215

0.038

79

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

4.54

31.5

2.01

4.32

-

-

-

-

-

-

-

-

66.8

-

-

-

-

4.89

19.6

1.54

3.31

46.4

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

-

eo

Cc

Cr

-

-

-

-

18.2

-

-

88.4

0.507

26.6 57.6

23.0

16.3

11.6 36.5

50.1

12.5

39.3

21.5


-

-

-


February, 2012




Index properties

W.C %

Dry Density 3 kN/m

Gs


No .

Depth (m)

Type

L.L %

P.I %

USCS

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

3

3.0-4.5

SS

39.98

20.01

CL

-

-

-

0

14.2

4

4.5-6.0

US

38.58

18.45

CL

24.91

16.01

2.69

0

10.5

5

6.0-7.5

DS

32.16

15.76

CL

-

-

-

0

25.0

6

7.5-9.0

SS

N.P

N.P

SM

-

-

2.66

0

62.8

7

9.0-10.5

US

N.P

N.P

SM

-

-

-

0

8

10.5-12.0

DS

42.08

22.12

CL

-

-

-

9

12.0-13.5

SS

28.20

12.76

CL

-

-

10

13.5-15.0

DS

29.95

13.76

CL

-

11

15.0-16.5

DS

N.P

N.P

SM

12

16.5-18.0

SS

N.P

N.P

13

18.0-20.0

DS

N.P

N.P

Consolidation Test

qu 2 kN/m


CaCo3 %

So3

Gyp. %

-

-

-

-

eo

Cc

Cr

-

-

-

-

25.0

0.613

0.157

0.050

249

-

-

-

-

85.8

-

-

-

-

16.89

29.35

5.51

10.01

89.5

0.680

0.038

47

-

-

-

-

-

-

-

-

3.76

27.3

1.14

2.45

37.2

-

-

-

-

-

-

-

-

63.8

36.2

-

-

-

-

3.87

31.71

0.98

1.99

0

23.3

76.7

-

-

-

-

-

-

-

-

2.67

0

39.6

-

-

-

-

-

-

-

-

-

-

0

34.8

-

-

-

-

-

-

-

-

-

-

-

0

59.8

-

-

-

-

2.21

30.53

0.93

2.0

SM

-

-

2.66

0

60.3

39.7

-

-

-

-

-

-

-

-

SM

-

-

-

0

61.7

38.3

-

-

-

-

-

-

-

-


63.1

11.9

0.172

-

44.6

15.7

65.2 31.6

8.6



B7

February, 2012




Index properties

W.C %

Dry Density 3 kN/m

Gs


No .

Depth (m)

Type

L.L %

P.I %

USCS

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

3

3.0-4.5

SS

39.98

20.01

CL

-

-

-

0

14.2

4

4.5-6.0

US

38.58

18.45

CL

24.91

16.01

2.69

0

10.5

5

6.0-7.5

DS

32.16

15.76

CL

-

-

-

0

25.0

6

7.5-9.0

SS

N.P

N.P

SM

-

-

2.66

0

62.8

7

9.0-10.5

US

N.P

N.P

SM

-

-

-

0

8

10.5-12.0

DS

42.08

22.12

CL

-

-

-

9

12.0-13.5

SS

28.20

12.76

CL

-

-

10

13.5-15.0

DS

29.95

13.76

CL

-

11

15.0-16.5

DS

N.P

N.P

SM

12

16.5-18.0

SS

N.P

N.P

13

18.0-20.0

DS

N.P

N.P

Consolidation Test

qu 2 kN/m


CaCo3 %

So3

Gyp. %

-

-

-

-

eo

Cc

Cr

-

-

-

-

25.0

0.613

0.157

0.050

249

-

-

-

-

85.8

-

-

-

-

16.89

29.35

5.51

10.01

89.5

0.680

0.038

47

-

-

-

-

-

-

-

-

3.76

27.3

1.14

2.45

37.2

-

-

-

-

-

-

-

-

63.8

36.2

-

-

-

-

3.87

31.71

0.98

1.99

0

23.3

76.7

-

-

-

-

-

-

-

-

2.67

0

39.6

-

-

-

-

-

-

-

-

-

-

0

34.8

-

-

-

-

-

-

-

-

-

-

-

0

59.8

-

-

-

-

2.21

30.53

0.93

2.0

SM

-

-

2.66

0

60.3

39.7

-

-

-

-

-

-

-

-

SM

-

-

-

0

61.7

38.3

-

-

-

-

-

-

-

-


63.1

11.9

0.172

-

44.6

15.7

65.2 31.6

8.6



B7

February, 2012



Quarry N0.1 Sample No

Depth (m)

1

Index properties Type

L.L %

P.L %

P.I %

0 -- 1

DS

---

---

---

2

1 -- 2

DS

---

---

3

2 -- 3

DS

---

---

Standard procter

S C S U

Max.Dry Density 3 kN/m

O.M

Grain size analysis Sieve & Hydrometer G%

S%

M%

C%

SM

0.0

58.3

41.7

---

SM

0.0

63.7

36.3

----

SM

0.0

68.8

31.2

Quarry N0.1 Sample

Consolidation Test

No

Depth (m)

Type

1

0 -- 1

DS

2

1 -- 2

DS

3

2 -- 3

DS

eo

Cc

Cr

Swelling Char.

qu 2 kN/m

F.S, %

S.P., kPa

Traixial - test C (kpa)

ɸ


CaCo3 %

So3 %

Gyp. %

5.637

---

2.102

4.519

B8

February, 2012




Depth (m)

1

Index properties Type

L.L %

P.L %

P.I %

0 -- 1

DS

---

---

---

2

1 -- 2

DS

---

---

3

2 -- 3

DS

---

---

Standard procter

S C S U



O.M

G%

S%

M%

C%

SM

0.0

58.3

41.7

---

SM

0.0

63.7

36.3

----

SM

0.0

68.8

31.2

Quarry N0.1 Sample

Swelling Char.

Consolidation Test

No

Depth (m)

Type

1

0 -- 1

DS

2

1 -- 2

DS

3

2 -- 3

DS

eo

Cc

qu 2 kN/m

Cr

F.S, %

Traixial - test

S.P., kPa

C (kpa)

ɸ


CaCo3 %

So3 %

Gyp. %

5.637

---

2.102

4.519

B8

February, 2012




Depth (m)

1

Index properties

Standard procter

S C S U


O.M

SM

---

---

SM

----

SM

Type

L.L %

P.L %

P.I %

0 -- 1

DS

---

---

---

2

1 -- 2

DS

---

---

3

2 -- 3

DS

---

---


S%

M%

C%

---

2.7

59.8

37.5

---

---

1.2

72.1

26.7

---

---

0.0

64.5

35.5

Quarry N0.2 Sample

Consolidation Test

Swelling Char.

qu 2 kN/m

Traixial - test

F.S, %

S.P., kPa

C (kpa)

---

---

---

---

---

---

---

---

---

---

---

---

No

Depth (m)

Type

eo

Cc

Cr

1

0 -- 1

DS

---

---

---

2

1 -- 2

DS

---

---

3

2 -- 3

DS

---

---


CaCo3 %

So3 %

Gyp. %

---

---

---

---

---

---

---

---

---

---

---

---

---

---

---

---

--

ɸ

B9

February, 2012




Depth (m)

1

Index properties

Standard procter

S C S U


O.M

SM

---

---

SM

----

SM

Type

L.L %

P.L %

P.I %

0 -- 1

DS

---

---

---

2

1 -- 2

DS

---

---

3

2 -- 3

DS

---

---


S%

M%

C%

---

2.7

59.8

37.5

---

---

1.2

72.1

26.7

---

---

0.0

64.5

35.5

Quarry N0.2 Sample

Swelling Char.

Consolidation Test

qu 2 kN/m

Traixial - test

F.S, %

S.P., kPa

C (kpa)

---

---

---

---

---

---

---

---

---

---

---

---

No

Depth (m)

Type

eo

Cc

Cr

1

0 -- 1

DS

---

---

---

2

1 -- 2

DS

---

---

3

2 -- 3

DS

---

---


CaCo3 %

So3 %

Gyp. %

---

---

---

---

---

---

---

---

---

---

---

---

---

---

---

---

--

ɸ

B9

February, 2012




Depth (m)

1

Index properties

Standard procter

S C S U


O.M

CL

17.39

18.47

CL

30.43

CH

Type

L.L %

P.L %

P.I %

0 -- 1

DS

47.01

23.76

23.25

2

1 -- 2

DS

35.34

16.87

3

2 -- 3

DS

54.62

24.19

4

0 -- 1

DS


S%

M%

C%

18.65

0.0

9.0

56.4

34.6

17.79

15.33

0.0

23.4

17.23

20.43

0.0

3.3

76.4 68.4

29.3

Permeability (K) cm/sec = 3.78 x 10-6

Quarry N0.3 Sample

Consolidation Test

No

Depth (m)

Type

eo

Cc

Cr

1

0 -- 1

DS

0.552

0.133

0.0397

2

1 -- 2

DS

---

---

---

3

2 -- 3

DS

0.573

0.144

0.027

Swelling Char.

qu 2 kN/m

Traixial - test

F.S, %

S.P., kPa

C (kpa)

3.44

8.89

---

1.41

---

5.14

Chemicals tests

ɸ

T.S.S %

CaCo3 %

So3 %

Gyp. %

125

6.6

7.891

32.175

4.036

8.677

4.31

118

8.1

--

---

--

---

10.72

150

2.3

--

---

---

--

B10

February, 2012




Depth (m)

1

Index properties

Standard procter

S C S U


O.M

CL

17.39

18.47

CL

30.43

CH

Type

L.L %

P.L %

P.I %

0 -- 1

DS

47.01

23.76

23.25

2

1 -- 2

DS

35.34

16.87

3

2 -- 3

DS

54.62

24.19

4

0 -- 1

DS


S%

M%

C%

18.65

0.0

9.0

56.4

34.6

17.79

15.33

0.0

23.4

17.23

20.43

0.0

3.3

76.4 68.4

29.3


Quarry N0.3 Sample

Swelling Char.

Consolidation Test

qu 2 kN/m

No

Depth (m)

Type

eo

Cc

Cr

1

0 -- 1

DS

0.552

0.133

0.0397

2

1 -- 2

DS

---

---

---

3

2 -- 3

DS

0.573

0.144

0.027

Traixial - test

F.S, %

S.P., kPa

C (kpa)

3.44

8.89

---

1.41

---

5.14

Chemicals tests

ɸ

T.S.S %

CaCo3 %

So3 %

Gyp. %

125

6.6

7.891

32.175

4.036

8.677

4.31

118

8.1

--

---

--

---

10.72

150

2.3

--

---

---

--

B10

February, 2012




Depth (m)

1

Index properties

Standard procter

S C S U


O.M

CH

16.45

19.32

CL

18.7

CL

Type

L.L %

P.L %

P.I %

0 -- 1

DS

57.01

26.63

30.38

2

1 -- 2

DS

34.41

15.09

3

2 -- 3

DS

33.73

15.03

4

1 -- 2

DS


S%

20.21

0.0

7.2

17.78

16.03

0.0

22.5

17.81

15.88

0.0

28.2

M%

C%

92.8 54.3

23.2 71.8


Quarry N0.4 Sample

Swelling Char.

Consolidation Test

qu 2 kN/m

Traixial - test

F.S, %

S.P., kPa

C (kpa)

236

6.71

12.84

--

--

---

1.24

2.45

---

--

--

--

No

Depth (m)

Type

eo

Cc

Cr

1

0 -- 1

DS

0.647

0.180

0.0515

2

1 -- 2

DS

--

---

3

2 -- 3

DS

--

---


CaCo3 %

So3 %

Gyp. %

-

--

--

---

---

114

9.6

4.567

33.325

1.772

3.809

102

10.5

--

--

---

---

ɸ

B11

February, 2012




Depth (m)

1

Index properties

Standard procter

S C S U


O.M

CH

16.45

19.32

CL

18.7

CL

Type

L.L %

P.L %

P.I %

0 -- 1

DS

57.01

26.63

30.38

2

1 -- 2

DS

34.41

15.09

3

2 -- 3

DS

33.73

15.03

4

1 -- 2

DS


S%

20.21

0.0

7.2

17.78

16.03

0.0

22.5

17.81

15.88

0.0

28.2

M%

C%

92.8 54.3

23.2 71.8


Quarry N0.4 Sample

Swelling Char.

Consolidation Test

qu 2 kN/m

Traixial - test

F.S, %

S.P., kPa

C (kpa)

236

6.71

12.84

--

--

---

1.24

2.45

---

--

--

--

No

Depth (m)

Type

eo

Cc

Cr

1

0 -- 1

DS

0.647

0.180

0.0515

2

1 -- 2

DS

--

---

3

2 -- 3

DS

--

---


CaCo3 %

So3 %

Gyp. %

-

--

--

---

---

114

9.6

4.567

33.325

1.772

3.809

102

10.5

--

--

---

---

ɸ

B11

February, 2012




Depth (m)

1

Index properties

Standard procter

S C S U


O.M

CL

17.41

Non-plastic

ML

Non-plastic

ML

Type

L.L %

P.L %

P.I %

0 -- 1

DS

46.07

22.88

23.19

2

1 -- 2

DS

28.50

3

2 -- 3

DS

31.01

4

2 -- 3

DS


S%

M%

C%

18.55

0.0

11.5

42.7

45.8

18.30

15.45

0.0

32.3

17.94

15.81

0.0

34.2

67.7 52.0

13.8


Quarry N0.5 Sample

Swelling Char.

Consolidation Test

qu 2 kN/m

Traixial - test

F.S, %

S.P., kPa

256

3.71

4.63

--

--

---

--

---

---

--

---

--

No

Depth (m)

Type

eo

Cc

Cr

1

0 -- 1

DS

0.551

0.132

0.0375

2

1 -- 2

DS

--

---

3

2 -- 3

DS

--

---

C (kpa)


CaCo3 %

So3 %

Gyp. %

--

--

---

--

---

108

12.8

--

---

--

---

90

11.6

--

---

---

--

ɸ

B12

February, 2012




Depth (m)

1

Index properties

Standard procter

S C S U


O.M

CL

17.41

Non-plastic

ML

Non-plastic

ML

Type

L.L %

P.L %

P.I %

0 -- 1

DS

46.07

22.88

23.19

2

1 -- 2

DS

28.50

3

2 -- 3

DS

31.01

4

2 -- 3

DS


S%

M%

C%

18.55

0.0

11.5

42.7

45.8

18.30

15.45

0.0

32.3

17.94

15.81

0.0

34.2

67.7 52.0

13.8


Quarry N0.5 Sample

Swelling Char.

Consolidation Test

qu 2 kN/m

Traixial - test

F.S, %

S.P., kPa

256

3.71

4.63

--

--

---

--

---

---

--

---

--

No

Depth (m)

Type

eo

Cc

Cr

1

0 -- 1

DS

0.551

0.132

0.0375

2

1 -- 2

DS

--

---

3

2 -- 3

DS

--

---

C (kpa)


CaCo3 %

So3 %

Gyp. %

--

--

---

--

---

108

12.8

--

---

--

---

90

11.6

--

---

---

--

ɸ

B12

February, 2012




Depth (m)

1

Index properties

Standard procter

S C S U


O.M

SM

--

20.34

CL

35.19

CH

Type

L.L %

P.L %

P.I %

0 -- 1

DS

--

--

--

2

1 -- 2

DS

36.45

16.11

3

2 -- 3

DS

65.17

29.98

4

2 -- 3

DS


S%

M%

C%

--

2.2

59.8

18.10

16.02

0.0

27.7

46.2

26.1

15.98

22.07

0.0

2.5

43.4

54.1

38


Quarry N0.6 Sample

Swelling Char.

Consolidation Test

qu 2 kN/m

Traixial - test

F.S, %

S.P., kPa

---

--

---

--

---

--

2.54

2.15

0.0618

336

8.14

12.54

No

Depth (m)

Type

eo

Cc

Cr

1

0 -- 1

DS

--

---

--

2

1 -- 2

DS

--

---

3

2 -- 3

DS

0.702

0.209

C (kpa)


CaCo3 %

So3 %

Gyp. %

---

--

---

--

---

97

10.9

5.657

---

1.487

3.197

--

---

--

---

--

---

ɸ

B13

February, 2012




Depth (m)

1

Index properties

Standard procter

S C S U


O.M

SM

--

20.34

CL

35.19

CH

Type

L.L %

P.L %

P.I %

0 -- 1

DS

--

--

--

2

1 -- 2

DS

36.45

16.11

3

2 -- 3

DS

65.17

29.98

4

2 -- 3

DS


S%

M%

C%

--

2.2

59.8

18.10

16.02

0.0

27.7

46.2

26.1

15.98

22.07

0.0

2.5

43.4

54.1

38


Quarry N0.6 Sample

Swelling Char.

Consolidation Test

qu 2 kN/m

Traixial - test

F.S, %

S.P., kPa

---

--

---

--

---

--

2.54

2.15

0.0618

336

8.14

12.54

No

Depth (m)

Type

eo

Cc

Cr

1

0 -- 1

DS

--

---

--

2

1 -- 2

DS

--

---

3

2 -- 3

DS

0.702

0.209

C (kpa)


CaCo3 %

So3 %

Gyp. %

---

--

---

--

---

97

10.9

5.657

---

1.487

3.197

--

---

--

---

--

---

ɸ

B13

February, 2012




Index properties

Depth (m)

Type

L.L %

P.L %

P.I %

Standard procter

S C S U


O.M


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

4

1 -- 2

DS


Quarry N0.7 Sample

Swelling Char.

Consolidation Test

qu 2 kN/m

Traixial - test

F.S, %

S.P., kPa

---

--

---

156

0.035

296

2.87

3.94

--

276

1.52

4.87

No

Depth (m)

Type

eo

Cc

Cr

1

0 -- 1

DS

--

---

--

2

1 -- 2

DS

0.530

0.122

3

2 -- 3

DS

--

---

C (kpa)


CaCo3 %

So3

Gyp. %

4.6

--

---

--

---

--

---

7.931

34.475

3.577

7.690

--

---

--

---

--

---

ɸ

B14

February, 2012




Index properties

Depth (m)

Type

L.L %

P.L %

P.I %

Standard procter

S C S U


O.M


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

4

1 -- 2

DS


Quarry N0.7 Sample

Swelling Char.

Consolidation Test

qu 2 kN/m

Traixial - test

F.S, %

S.P., kPa

---

--

---

156

0.035

296

2.87

3.94

--

276

1.52

4.87

No

Depth (m)

Type

eo

Cc

Cr

1

0 -- 1

DS

--

---

--

2

1 -- 2

DS

0.530

0.122

3

2 -- 3

DS

--

---

C (kpa)


CaCo3 %

So3

Gyp. %

4.6

--

---

--

---

--

---

7.931

34.475

3.577

7.690

--

---

--

---

--

---

ɸ

B14

February, 2012




Index properties

Depth (m)

Type

L.L %

P.L %

P.I %

Standard procter

S C S U


O.M


S%

1

0 -- 1

DS

28.65

14.81

13.84

CL

--

---

0.0

33.4

2

1 -- 2

DS

33.92

15.34

18.58

CL

18.74

13.43

0.0

13.1

3

2 -- 3

DS

30.90

15.10

15.8

CL

17.88

17.03

0.0

19.5

4

1 -- 2

DS

Permeability (K) cm/sec =

5.89 x 10

M%

C%

66.6 64.2

22.7 80.5

-6

Quarry N0.8 Sample

Swelling Char.

Consolidation Test

qu 2 kN/m

Traixial - test

F.S, %

S.P., kPa

---

--

---

---

0.032

---

--

---

--

---

--

---

No

Depth (m)

Type

eo

Cc

Cr

1

0 -- 1

DS

--

---

--

2

1 -- 2

DS

0.510

0.102

3

2 -- 3

DS

--

---

C (kpa)


CaCo3 %

So3 %

Gyp. %

---

--

---

--

---

133

5.7

7.345

---

2.991

6.430

117

7.2

--

---

--

---

ɸ

B15

February, 2012




Index properties

Depth (m)

Type

L.L %

P.L %

P.I %

Standard procter

S C S U


O.M


S%

1

0 -- 1

DS

28.65

14.81

13.84

CL

--

---

0.0

33.4

2

1 -- 2

DS

33.92

15.34

18.58

CL

18.74

13.43

0.0

13.1

3

2 -- 3

DS

30.90

15.10

15.8

CL

17.88

17.03

0.0

19.5

4

1 -- 2

DS

Permeability (K) cm/sec =

5.89 x 10

M%

C%

66.6 64.2

22.7 80.5

-6

Quarry N0.8 Sample

Swelling Char.

Consolidation Test

qu 2 kN/m

Traixial - test

F.S, %

S.P., kPa

---

--

---

---

0.032

---

--

---

--

---

--

---

No

Depth (m)

Type

eo

Cc

Cr

1

0 -- 1

DS

--

---

--

2

1 -- 2

DS

0.510

0.102

3

2 -- 3

DS

--

---

C (kpa)


CaCo3 %

So3 %

Gyp. %

---

--

---

--

---

133

5.7

7.345

---

2.991

6.430

117

7.2

--

---

--

---

ɸ

B15

February, 2012




Index properties

Depth (m)

Type

L.L %

P.L %

P.I %

Standard procter

S C S U


O.M


S%

1

0 -- 1

DS

33.36

15.41

17.95

CL

18.25

14.73

0.0

18.2

2

1 -- 2

DS

51.93

24.91

27.02

CH

17.13

19.8

0.0

6.5

3

2 -- 3

DS

47.90

23.03

24.87

CL

---

--

0.0

6.2

4

1 -- 2

DS

M%

C%

81.8 45.7

47.8 93.8


Quarry N0.9 Sample

Swelling Char.

Consolidation Test

qu 2 kN/m

Traixial - test

F.S, %

S.P., kPa

C (kpa)

---

--

---

147

0.044

---

4.57

8.74

--

---

2.78

5.63

No

Depth (m)

Type

eo

Cc

Cr

1

0 -- 1

DS

--

---

--

2

1 -- 2

DS

0.576

0.148

3

2 -- 3

DS

--

---


CaCo3 %

So3 %

Gyp. %

6.8

--

---

--

---

129

4.1

6.544

29.875

3.180

6.837

--

---

--

---

--

---

ɸ

B16

February, 2012




Index properties

Depth (m)

Type

L.L %

P.L %

P.I %

Standard procter

S C S U


O.M


S%

1

0 -- 1

DS

33.36

15.41

17.95

CL

18.25

14.73

0.0

18.2

2

1 -- 2

DS

51.93

24.91

27.02

CH

17.13

19.8

0.0

6.5

3

2 -- 3

DS

47.90

23.03

24.87

CL

---

--

0.0

6.2

4

1 -- 2

DS

M%

C%

81.8 45.7

47.8 93.8


Quarry N0.9 Sample

Swelling Char.

Consolidation Test

qu 2 kN/m

Traixial - test

F.S, %

S.P., kPa

C (kpa)

---

--

---

147

0.044

---

4.57

8.74

--

---

2.78

5.63

No

Depth (m)

Type

eo

Cc

Cr

1

0 -- 1

DS

--

---

--

2

1 -- 2

DS

0.576

0.148

3

2 -- 3

DS

--

---


CaCo3 %

So3 %

Gyp. %

6.8

--

---

--

---

129

4.1

6.544

29.875

3.180

6.837

--

---

--

---

--

---

ɸ

B16

February, 2012




Index properties

Depth (m)

Type

L.L %

P.L %

P.I %

Standard procter

S C S U


O.M


S%

M%

C%

1

0 -- 1

DS

46.57

22.78

23.79

CL

17.17

19.64

0.0

5.5

56.7

37.8

2

1 -- 2

DS

47.31

23.17

24.14

CL

16.50

20.11

0.0

3.8

51.9

44.3

3

2 -- 3

DS

50.95

24.99

25.96

CH

--

---

0.0

5.4

49.1

45.5

4

1 -- 2

DS


Quarry N0.10 Sample

Consolidation Test

Swelling Char.

qu 2 kN/m

Traixial - test

F.S, %

S.P., kPa

C (kpa)

3.20

9.14

--

---

0.0387

4.04

10.41

136

3.3

---

6.94

13.26

--

---

No

Depth (m)

Type

eo

Cc

Cr

1

0 -- 1

DS

0.572

0.140

0.027

2

1 -- 2

DS

0.636

0.165

3

2 -- 3

DS

---

--

288

ɸ


CaCo3 %

So3 %

Gyp. %

8.645

30.450

1.878

4.037

B17

February, 2012




Index properties

Depth (m)

Type

L.L %

P.L %

P.I %

Standard procter

S C S U


O.M


S%

M%

C%

1

0 -- 1

DS

46.57

22.78

23.79

CL

17.17

19.64

0.0

5.5

56.7

37.8

2

1 -- 2

DS

47.31

23.17

24.14

CL

16.50

20.11

0.0

3.8

51.9

44.3

3

2 -- 3

DS

50.95

24.99

25.96

CH

--

---

0.0

5.4

49.1

45.5

4

1 -- 2

DS


Quarry N0.10 Sample

Consolidation Test

Swelling Char.

qu 2 kN/m

Traixial - test

F.S, %

S.P., kPa

C (kpa)

3.20

9.14

--

---

0.0387

4.04

10.41

136

3.3

---

6.94

13.26

--

---

No

Depth (m)

Type

eo

Cc

Cr

1

0 -- 1

DS

0.572

0.140

0.027

2

1 -- 2

DS

0.636

0.165

3

2 -- 3

DS

---

--

288

ɸ


CaCo3 %

So3 %

Gyp. %

8.645

30.450

1.878

4.037

B17

February, 2012



APPE DIX C

y ic l T st es lts


APPE DIX C

y ic l T st es lts

1 ebru ry, 2012



Co solid ation Test Resul ts Stres versus Void Ratio

lots

2 ebru ry, 2012



3 ebru ry, 2012



4 ebru ry, 2012



5 ebru ry, 2012



Un onfined C mpre sion Test Results Stress vers s Strain Plots

6 ebru ry, 2012



7 ebru ry, 2012



8 ebru ry, 2012



9 ebru ry, 2012



Co

pac ion T st R sult

Dr Density v ersus Wa er Content Plots

10 ebru ry, 2012



11 ebru ry, 2012



12 ebru ry, 2012



13 ebru ry, 2012



rain Size

istri ution

Particle Size v rsus Finer Plots

14 ebru ry, 2012



15 ebru ry, 2012



16 ebru ry, 2012



17 ebru ry, 2012



18 ebru ry, 2012



19 ebru ry, 2012


Enma Group or Design nd Engine ring Cons ltancy

APPEN IX

ie d Per eability est R co ds O E OL S 1- )

D1 February, 2012

l-Bassoni Dam / Sal ah El-Deen Governor ate


E

FIELD PE

MA GROUP COM ANY FOR D SIGN AN CONS

TEST

T chnical services

ENINEERING

Fi ld ex lorati n

LTANCY

Where Grounding onds With cience *

Project number :

Cli nt : Iraq , ministry of water resources BA SONI DAM . Co ditions : good Te t Complete By : .

MEABILI Y

Project Name :

Date f Test :

AL

Soil :

Firas Hadi .

Test Method : single p cker

Te t instrumen : rubber single packer .

serial number :

xxxxx

Calculation : coefficient of soil conducti ity (K) = ( Q / 2 π L H ) x log ( L / r

if L ≥ 10 r

whe e r =12cm

Bo ehole NO .

N=

E=

ELE ATION :

D2 February, 2012



B. .1

TES ING REC RDING ND RESULTS

Test NO 1 Depth interval

Pressure ( ar)

Flow –meter re ding ( liter)

Period (min)

Flow (Q) lit/min

Lugeon (lit / m /mi )

K (cm / ec)

‐6

1

17

10

1.7

1.3

1.5 Χ 0 ˉ⁵

‐6

.5

19

10

1.9

1.0

1.2 Χ 0 ˉ⁵

‐6

.5

22

10

2.2

0.74

8.6 Χ 10 ˉ⁶

‐6

.5

18

10

1.8

0.95

1.1 Χ 0 ˉ⁵

‐6

1

18

10

1.8

1.4

1.6 Χ 0 ˉ⁵

est Results C ase Type

urbulent

Lug on Value ( Lit/ M/Min)

Per eability V lue ( ) (cm/sec )

0.74

8.6 Χ 10 ˉ⁶

D3 February, 2012



TA

LE 1 : CO

TINUES B. .1 .

B. .1



Pressure ( ar)


Period (min)

Flow (Q) lit/min


K (cm / ec)

5 ‐ 10

1

15

10

1.5

0.86

1 .0 Χ 10 ˉ⁵

5 ‐ 10

.5

17

10

1.7

0.74

8.6 Χ 10 ˉ⁶

5 ‐ 10

.5

20

10

2.0

0.58

6.7 Χ 10 ˉ⁶

5 ‐ 10

.5

18

10

1.8

0.78

9.1 Χ 10 ˉ⁶

5 ‐ 10

1

15

10

1.5

0.86

1 .0 Χ 0 ˉ⁵


urbulent



0.58

6.7 Χ 10 ˉ⁶

D4 February, 2012



Ta le 3 : Con inues BH.1

B. .1



Pressure ( ar)


Period (min)

Flow (Q) lit/min


K (cm / ec)

1 ‐ 15

1

249

10

24.9

8.63

1 .0 Χ 0 ˉ⁴

1 ‐ 15

.5

331

10

33.1

11.2

1 .3 Χ 0 ˉ⁴

1 ‐ 15

.5

453

10

45.3

11.2

1 .3 Χ 0 ˉ⁴

1 ‐ 15

.5

288

10

28.8

10.4

1 .2 Χ 0 ˉ⁴

1 ‐ 15

1

276

10

27.6

12

1 .4 Χ 0 ˉ⁴


urbulent



11.2

1 .3 Χ 10 ˉ⁴

D5 February, 2012



Ta le 4 : cont inues BH.1

B. .1



Pressure ( ar)


Period (min)

Flow (Q) lit/min


K (cm / ec)

1 ‐ 20

1

289

10

28.9

9.5

1 .1 Χ 0 ˉ⁴

1 ‐ 20

.5

364

10

36.4

10.4

1 .2 Χ 0 ˉ⁴

1 ‐ 20

.5

534

10

53.4

11.2

1 .3 Χ 0 ˉ⁴

1 ‐ 20

.5

386

10

38.6

11.2

1 .3 Χ 0 ˉ⁴

1 ‐ 20

1

301

10

30.1

10.4

1 .2 Χ 0 ˉ⁴




Laminar

10.4

1 .2 Χ 10 ˉ⁴

D6 February, 2012



E

FIELD PE

MA GROUP COM ANY FOR D SIGN AN CONS

TEST

T chnical services

ENINEERING

Fi ld ex lorati n

LTANCY

Where Grounding onds With cience *

Project number :

Cli nt : Iraq , ministry of water resources BA SONI DAM . Co ditions : good Te t Complete By : .

MEABILI Y

Project Name :

Date f Test :

AL

Soil :

Firas Hadi .

Test Method : single p cker

Te t instrumen : rubber single packer .

serial number :

xxxxx

Calculation : coefficient of soil conducti ity (K) = ( Q / 2 π L H ) x log ( L / r

if L ≥ 10 r

whe e r =12cm

Bo ehole NO .

N=

E=

ELE ATION :

D7 February, 2012



B. .2



Pressure ( ar)


Period (min)

Flow (Q) lit/min


K (cm / ec)

‐6

1

67

5

13.4

10.4

1 .2 Χ 0 ˉ⁴

‐6

.5

73

5

14.6

8.02

9.3 Χ 0 ˉ⁵

‐6

.5

89

5

17.8

6.0

7.0 Χ 0 ˉ⁵

‐6

.5

71

5

14.2

7.7

9.0 Χ 0 ˉ⁵

‐6

1

68

5

13.6

10.4

1 .2 Χ 0 ˉ⁴


urbulent



6.0

7.0 Χ 10 ˉ⁵

D8 February, 2012



B. .2



Pressure ( ar)


Period (min)

Flow (Q) lit/min


K (cm / ec)

5 ‐ 10

1

130

5

26

15.5

1 .8 Χ 0 ˉ⁴

5 ‐ 10

.5

148

5

29.6

12.9

1 .5 Χ 0 ˉ⁴

5 ‐ 10

.5

207

5

41.4

12.1

1 .4 Χ 0 ˉ⁴

5 ‐ 10

.5

151

5

30.2

12.9

1 .5 Χ 0 ˉ⁴

5 ‐ 10

1

133

5

26.6

15.5

1 .8 Χ 0 ˉ⁴


urbulent



12.1

1 .4 Χ 10 ˉ⁴

D9 February, 2012



B. .2



Pressure ( ar)


Period (min)

Flow (Q) lit/min


K (cm / ec)

1 ‐ 15

1

142

5

28.4

12.1

1 .4 Χ 0 ˉ⁴

1 ‐ 15

.5

152

5

30.4

10.4

1 .2 Χ 0 ˉ⁴

1 ‐ 15

.5

210

5

42

10.4

1 .2 Χ 0 ˉ⁴

1 ‐ 15

.5

155

5

31

11.2

1 .3 Χ 0 ˉ⁴

1 ‐ 15

1

140

5

28

12.1

1 .4 Χ 0 ˉ⁴


urbulent



10.4

1 .2 Χ 10 ˉ⁴

D10 February, 2012


FINAL Geotechnical Exploration Al-Bassoni Dam

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