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E. mail :dh kconsultative@yahoo. com Tel:7224346 Wire:762002


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LIST OF CONTENTS

1. INTRODUCTION

2. FIELD EXPLORATION

3. LABORATORY TESTS

4. FIELD TESTS

1.1 Authorization 11.2 Site Location and DescriPtion 11.3 ffiditionsof thesle4lee 2

2.1 Borinq 32.2 Samplinq 42.3 Testinq 4

3.1 Classification Tests 53.2 Compaction Test 53.3 Shear Strenqth and Compressibility Ieqlq 53.4 ChemicalTests t)

5 . SUBSOIL STMTIFICATION

6. coNcLUqroNS AND REcoMMENDATToNS5.1 Loos of Borinqs 75.2 Underoround Water 7

6.1 Bearinq Capacitv Analvsis 76.2 Tvoe and Depth of Foundations 106.3 Tvpe of Cement to be used in Foundations 1'l


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Soit Investigotion Report Avro City Hoqsing Proiect

1.1 AUTHORIZATION:This soil investigation report of proposed Avro City Housing Proiect

has been conducted by the Engineering Consulting Bureau (E.C.B.) ofCollege of Engineering of Duhok University. The work was done for theinterest of Gulbug Constraction Compuny according to memo. No. 141dated at 2/1012011 as a contract between the owner and Directorate ofConstruction Laboratory of Duhok.

The site investigation described in this report presents the results ofphysical chemical and mechanical tests that were carried on representativesoil samples. The sub-surface of soil or rock conditions with test resultsthen was analyzed to establish adequate recommendations for foundationdesign and protection.

{.2 SITE LObATON AND DESICRIPTION:The proposed site project is located inside the zone area of Tanahi

District of Duhok Govemorate, Iraqi-Kurdistan Region. This District islocated at about (10) km to the northeast of Duhok city center. The siteproject represents an extension of the Garden City Housing Proiect thatconstructed behind the new constructions of Duhok University.

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Soil fnvestigotion Report Avro City Housing ProjectThe site area is approximately seems flat, but, bounded by a chain of

hills with different levels due to mountainous nature; with soils expected tobe consisting of clayey silt with some pieces of hard stone crystals ofeither clay or rock fragments.

The project involves a construction of (5) multistory Buildings with(8-12) stories for development of residential and economical sectors inDuhok city. The site plan of the project is shown in Figure (1).

1.3 GEOLOGY AND CLIMATIC CONDITIONSOF THE SITE AREA:

In general, there are five anticlines around Duhok city. The major oneis the Bekhir anticline that located between two major plains; Al-Sindyplain in the north and Al-Sulaivany plain in the south. The other fouranticlines are: (1) the north Zawita, (2) Duhok, (3) Duboun, and (4) Zainiyat.

Geologically, the rocks within the area may belong to one or more ofthe following formations :-o Shiransh-formation; mainly composed of marl and limestone,o Kolosh.formation; consists of conglomerates and sandstone,c Gercus -formation; consists of red claystone, marls with lenses of

gypsum,Pila Spiformation; consists of dolomitic and chalky limestone,

-

Lower Fars -formation; consists of cycles of limestone and marl,

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Upper Fars formation; consists of sandstone, siltstones and claystonesBakhtiary .formation; consists of conglomerate and sandstone andclaystone.As shown in Figure-2, the main geological succession of the

investigated area is affected by Bekhir anticline at northern part of DuhokCity; that covered by late Cretaceous and Paloeogene sediments, and byDuhok Mountains at southern part of the City which covered by Tertiarydeposites.

r

The climate of the site area is of Meditenanean climate conditionsthat influenced by comparatively high altitude of the surroundingmountains. The main annual rainfall was about 500 mm for the period(1976-2001), while the average annual temperature for the same periodwas about 19.4"C.

2.1 BORING:According to the request of the owner, seven boreholes were drilled

on the site. Their depths were proposed to be 17m for each of them. But,due to the nature of hard strata and the shortage of drilling tools of DuhokLaboratory such as single or double core barrels required for taking coresamples, the depth of borings were limited between 7m to 17m below thenatural leveled ground surface (N.G.S.); with total boring depths :92m.

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Soil Investigotion Report Avro City Housing ProjectDrilling of the boreholes were done by the Drilling DepartmentTeam/

Directorate of Construction Laboratory of Duhok using flight auger with adrill hole of 100mm in diameter. The boreholes locations are marked onthe site plan shown in Figure (3).

I2.2 SAMPLING:During the boring, three types of soil samples were collected; these

are as follows:(a) The Disturbed Samples (D): which were collected from the cutting of

the auger at specified depths?(b) The Undisturbed Samples ([D: which were obtained using a thin

Shelby tubes of 100mm in diameter and (400-450)mm in length, and(c) The (SS) Samples: which were taken from standard split spoon usedin a standard penetration test (S.P.T.) that performed at different

Iintervals depending on soil stratification?All these samples were sealed tightly in plastic bags, labeled andtransported to the soil mechanics laboratory of Engineering College,University of Duhok to perform the required tests.

2.3 TESTING:The tests performed on each type of the soil samples are as follows:As a rule, undisturbed samples (U) were used for strength and

compressibility &sts, in addition to classification and chemical tests.Whereas, disturbed (D) or (SS) samples as available were mainly used forphysical and geotechnical analysis of soil as well as chemical tests.


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Soil Investiootion Reoort Avro Citv Housino Proiect

The obtained samples were tested according to the procedure of theAmerican Society for Testing and Materials (ASTM) or the BritishStandards (BS) whichever is appropriate. The test program of the samplesincludes the followings : -3.1 Classification Tests:r Sieve and Hydrometer Analysis,

o Nafural water content,o Atterberge limits,e Specific gravity, andr Wet and dry unit weights.

3.2 Compaction Test:Modified Procter compaction test was carried out on some soil

samples to obtain the maximum dry density (ff,*') and the relevantoptimum moisture content (OMC). The results of this test indicate that:-Maximunt Dry Density: 18.5 kN/m3, andOptimum Moisture Content : 17.0 Yo.

3.3 Shear Strensth and Compressibilitv Tests:r Unconfined compressive strength test.o One-dimensional consolidation test.


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Soil fnvestigotion Report Avro City Housing Project3.4 Chemical Tests:. Sulphate Content (SO3-2 )%,

r Total Soluble Salts (T.S.S.),. Organic Matter Content (ORG.)%,o PH- value,o Carbonale Content (CO3-2), ando Chlorides Content (Cf\%.

4.1 Standard Penetration TestThe test consists of driving the standard split-barrel sampler of

Idimensions (680 mm length, 30 mm inside diameter and 50 mm outsidediameter) a distance of 460 mm (18") into the soil at the bottom of theboring. This was done by using a 63.5 kg (1a0 Ib) driving mass (orhammer) falling "free" from a height of 760 mm (30"). Then, counting thenumber of blows required for driving the sampler the last 305 mm (12") toobtain the N number (neglecting the no. of blows for the upper first 150mm).

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5.1 Logs of BoringsDepending on the results of laboratory and field tests, the subsoil

profile of the boreholes are shown in (Figure'41. k can be noted that mostborings logs consists of subsequent layers of either: Sandy clayey silt up to(5.0)m thick underlain by (clayey silty sand) or (gravelly sand-clayey silt)soil layers of different thiclcnesses with appreciate amounts of calciumcarbonate followed by hard layer of stiff conglomerates (REFUSAL srRArA).

The actual description of soil strata in each borehole are summatizedwithin the records of tests results.

5.2 Underground WaterNo signs were indicated regarding the depth of the ground water table

at the time of boring and sampling which was carried out during October2011,. Therefore, the ground water table is expected to be encountered atrelatively greater depths at the region of the project area.

6.1 Bearing Cppacity AnalysisThe upper 2.0 mof the soil is not suitable to be a bearing layer due to

some amounts of soluble salts and organic materials, therefore, theo$o./ oI-'"cotuo! 0t B{cllltllltsnddiulto cottuur'' :t'' 'tt'q\iridblier ' "s

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Soil Investigotion Report Avro City Housing ProjectNo information was provided about the design loads subjected to the

foundations. Therefore, the allowable bearing capacity of the foundationsshould be controlled by the permissible settlement of the structure.

As well as, the obtained values of the compression index (Cc) arefound to be varied from (0.028 - 0.410). This value indicates that thecompressibility of the soil is relatively medium and the expectedsettlements of the foundations will be the control fuctor for desisn offoundotions. I

L. Based on S.P.T. results, the allowable bearing capacity for a squarecolumn footings of (2.0 to 2.5)m at assumed depth of (1.5 m) below thenatural ground surface and due to minimum average N-value /0.30 mpenetration at the footing stress influence zone can be calculatedaccording to Peck-Hansen-Thornberen equation as: -

qu,, = 10.5N'= 10.5(29)(0.7) > 213 kN/m2.> 21.3 ton/mz.

however, due to the nature of cohesive soil of the site, this allowablebeafins capacitv is rather unreliable on the biases of SPT results.

2. Based on the settlement equation on clay (p=$f) for p:0.04 mEusettlement tolerance accepted for rectangle and Strip foundations and I:0.12, then: -o* =*= o.o4(1000)

.\./ ocItu,r$01lionrltl{.lxcu$tlc cox&ti^[ ; F: ; ;ij2.s(0.r2) = 133 kN/m2 : 13.3 ton/rt .

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Soil Investigqtion RePort Avro City Housing Proiect3. The allowable bearing capaci!y for the same foundation width or a raft

on clay under 0 = 0o (undrained condition) can be as shown below:Qarr.nes : 5.L,4 C* / F.S. : 5.14 (65 to 90)13: 111 to 154 kN//m2.:11.1 to 15.4 (ton/m2).Such fluctuation in the bearing capacity values is rather normal becauseof the deep or thick layer of clayey soil observed during the borings.

o Therefore, ft3.5 ton//m2) as average net allowable bearins cunucitvfor the oroposed structure can be proposed.

t Or more preciselv, the allowable net bearing cupacitv for eachborehole site can be determined as follows:

12.3, 15.212.5, 13.7, 11.3

11.1,14.5

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6.2 Type and Depth of FoundationsThe following recommendations can be suggested:

(1) The depth of excavated soil for placing the foundation is recommendedto be about 2.0m.

(2) A compacted sub-base material of not less than 0.50m thick is requiredto be placed below the foundations level, each of 0.25m thicknesscompacted to at least 95Yo of the maximum dry density modifiedProctor test.

(3) Considering the nature of the building and the soil conditions, thesuggested foundations of the buildings must be:. Mat (Raft) foandation not less than 1.1 m thick pluced qt not less

thsn 2.0 m below leveled ground surfuce.o Squure column footings not less thun (2.5x2.5)m at depths notless thun (1.5-2.0)m. The spreud footings should be integrated

with tie besms in order to reduce the settlement effects.

6.3 Type of Cement to be Used in FoundationsThe chemlcal tests show that the subsoil profile contains appreciates

amounts of calcium carbonates, which need to be accounts for someprecautions for future conditions as:-o Using Sulphate Resisting Cement plus adequate protective coating forall reinforced concrete foundation works.r Minimum cement is suggested to be 330, 370, 420 kglm3 with nominalmaximum size of aggregate 40,20,10 mm, respectively.

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14/30

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Soil Investigotion Report Avro City Housing ProiectMaximum free water cement ratio is 0.45.An external walkways of not less than 2.0mwide around the buildingsare recommendedThe ground surface around the buildings should be sloped to provideadequate ruh off of surface and rain water from the construction area tominimize future changes in ground moisture and soil strength.Minimum slope should be 1.0 percent.

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E.O.B.

FIGURE (a-b): LOGS OF BORINGS FoR AVRO CITY HOUSING PROJEGT.(Borings Nos 4, 5, 6 and 7)

B.H. No.6 B.H. No.7

EsCLoo

E.O.B. Gravelly Sand+ Clayey Silt* CaCojwith RockFragments

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Clayey SiltySand* CqCoswith Rock

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