Dead See Final Soil Report

8/12/2019 Dead See Final Soil Report

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SITE INVESTIGATIONAND GEOTECHNICAL EVALUATION FOR

PROPOSED JORDANIAN DEVELOPMENT AREA PROJECTPLOT 21, BASIN 2 AL SAHEL AL SHEMALI AL SHRQI

DEAD SEA JORDAN

S12000003

PREPARED FORTAHAN & BUSHNAQ CONSULTANTS

AMMAN, JORDANMARCH 2012


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TABLE OF CONTENTSPage

LETTER OF TRANSMITTAL 1TABLE OF CONTENTS 2-3

1.0 INTRODUCTION.............................................................................................................41.1 Purpose of Study:.............................................................................................................. 41.2 Scope of Work:.................................................................................................................. 4

2.0 PROJECT AND SITE DESCRIPTION .........................................................................5

3.0 GENERAL GEOLOGY ................................................................................................ 5

4.0 SEISMICITY AND EARTHQUAKES...................................................................... 10

5.0 FIELD EXPLORATION AND LABORATORY TESTING .................................. 105.1 Field Exploration: ........................................................................................................... 105.1.1 Drilling and Sampling: ................................................................................................ 105.2 Laboratory Testing:........................................................................................................ 13

6.0 SURFACE AND SUBSURFACE CONDITIONS..................................................... 146.1 Ground Materials: ....................................................................................................... 146.2 In-Situ Test Results: ....................................................................................................... 156.2.1 Standard Penetration Test (SPT):................................................................................ 156.3 Groundwater and Cavities:............................................................................................ 206.4 Material Chemical Properties..................................................................................... 206.4.1 Sulphate Content ...................................................................................................... 206.4.2 Chloride Content in Ground Materials.................................................................. 21

7.0 CONCLUSIONS AND RECOMMENDATIONS..................................................... 237.1 Foundation Depth and Type ....................................................................................... 237.2 Allowable Bearing Pressure ........................................................................................ 267.3 Foundation Settlement: ............................................................................................... 287.4 Subgrade Reaction:...................................................................................................... 297.5 Excavation Methods: ................................................................................................... 297.6 Excavation of Side Slopes:........................................................................................... 297.7 Drainage: ...................................................................................................................... 307.8 Backfill Materials, Selected Engineered Fill and Compaction Criteria: ................ 307.9 Earth Pressure.............................................................................................................. 317.10 Foundation Excavation Inspection: ........................................................................... 32

8.0 STANDARD OF CARE .............................................................................................. 32


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Page

APPENDICES 33

Appendix A Logs of Boreholes and Test Pits ..Appendix B Generalized Subsurface Profiles ..Appendix C Laboratory Test Results ...Appendix D Chemical Analysis and Standard Figures and Tables Appendix E Geology, Seismicity and Earthquake Maps .

LIST OF FIGURES

Figure No. 1 General Site Plan..................................................... 7Figure No. 2 Photos of the proposed site. 8 & 9

LIST OF TABLES

Table No. 1 Building Names, Number of Floors, Floors Areas and F.F.Ls .. 5Table No. 2 Borehole Numbers, Locations, Elevations, F.F.Ls and Depths ... 11 & 12Table No. 3 Test Pits Numbers, locations, F.F.Ls and Depths 12Table No. 4 SPT Results .. 16Table No. 5 Laboratory Test Results of Boreholes . 17Table No. 6 Laboratory Test Results of Test Pits 18Table No. 7 Materials Types and Properties ... 19Table No. 8 Chemical Test Results................................................................ 21

Table No. 9 Structures, FFL, Depth and Type of footings. ... 25Table No. 10 Design SPT Values..................................................................... 27Table No. 11 Structures and Net Allowable Bearing Pressure........................ 27Table No. 12 Settlement values.. 28Table No. 13 Material Properties used in stability analysis... 32


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1.0 INTRODUCTION

This report presents the results of the site investigation and geotechnical evaluation for the proposed Jordanian Development Area project to be constructed at the eastern Dead Sea shore- Jordan . This report presents the summary of field, laboratory testing and engineeringanalysis for the proposed project site.

1.1 Purpose of Study:

The purpose of this study is to determine the surface and subsurface conditions at the project site along with the physical, mechanical and chemical properties of the foundationground in order to provide recommendations for design and construction of thefoundations of the proposed project. This study is also aimed to provide recommendationon side slopes during constructers' excavation.

1.2 Scope of Work:

The scope of work consisted of the following:

1. Collecting information and maps particular to the project site such as public services,site plan and land use maps.

2. Making visits to the site to collect information about present land use, surfacetopography, geological features and surface drainage.

3. Drilling and sampling of twenty five (25) borings.

4. Excavation of six (6) test pits.

5. Carrying out the necessary laboratory tests.

6. Performing engineering analyses based on field and laboratory findings.

7. Providing conclusions and recommendations for foundation design and construction.


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2.0 PROJECT AND SITE DESCRIPTION

Based on the provided information received from the client, it is understood that the proposed project will consist of several buildings with approximate foot print areas, number of floors

and finish floor levels (F.F.L) as indicated in the following table:

Table 1: Building Names, Number of Floors, Floor Areas and F.F.L.s

The site located on the eastern shore of the Dead Sea / Jordan. The site is boarded by anexisting paved road from the north-east, the Dead Sea from the south-west, the existing"Holiday Inn" hotel from the north-west side and by unutilized plots from south-east side. Thesite slopes down toward the Dead Sea direction with an average slope of about 10%. It iscrossed by deeply incised, steep sided and relatively wide wadi.

A general site plan showing the location of the project and both drilled boreholes andexcavated test pits is presented in Figure No. 1 . Figure No.2 shows some of the project site

photos.

3.0 GENERAL GEOLOGY

Based on the geological map of the area (Al Karama 3153-IV), the project area belongs toLisan Formation of Jordan Valley Group of Quaternary Period and Pleistocene Epoch. Thisformation consists predominantly of millimeter-to-centimeter-laminated, very weak, friable,low density, white, calcareous mudstone with alternating white marl, greenish brown clay andevaporates. In the water saturated state they behave as soft clays. Micro-faults and controlledlaminations are typical. This formation was formed in brackish water of the Lisan Lake which

occupied the Dead Sea basin during the Late Pleistocene. Sandy gravel lenses are common within the Lisan Marl. The thickness of these lenses mayvary form few centimeters to more than one meter.

Building Name F.F.L(m)

Max FootPrint Area

(m2)

Max. No.of Floors

Main Building 7Second Basement -406.15 3159First Basement -401.95 5139

Building A -409.35 758.0 2Building B, C & D -412.67 1378 3


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At the project site, the lisan Marl Materials are unconformably overlain by recent yellow soilconsist of yellow-brown to gray brown humus-rich silty clay to clayey silt and alluvial fan(ALF) sediments composed of boulder, cobbles and gravel of sandstone and limestone inclayey-silty sand matrix.

No faults or other special geological features were observed on the geological map or duringour site inspections. However, the site is structurally controlled by Red Sea-Dead Sea rift faultsystem. Geological Map is present in Appendix E.


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4.0 SEISMICITY AND EARTHQUAKES

According to the Jordanian seismic code (published by the ministry of public works andhousing in October 2005), the site lies within Zone (3) , with a seismic zone factor of Z=0.30 .

The formations are classified as (S D) type. The seismic factors related to the accelerationCa=0.36 ; whereas, the seismic factor related to the velocity CV=0.54 . These factors should beused in the design of the proposed project.

5.0 FIELD EXPLORATION AND LABORATORY TESTING

5.1 Field Exploration:

The field exploration consisted of borehole drilling; test pits excavation and field densitytesting.

5.1.1 Drilling and Sampling:

Twenty five (25) boreholes were drilled between February 5 th and March 5 th, 2012.The boreholes were drilled to approximate depths ranging from 10 to 23m below theexisting ground level. The locations of these borings are indicated in Figure No. 1 . The borehole information is presented in Tables No. 2 .

The locations of the boreholes were selected and marked in the field by the staff ofACES. Table No. 2 shows the borings names, locations (coordinates), elevations,F.F.L's, and exploration depths. The elevations at the top of boreholes were estimatedaccording to the topographic map provided by the client and should be consideredapproximate. Samples were visually examined and described by ACES staffaccording to ASTM D2488-09a.

The drilling was executed with " Edeco (36/1) rotary rig, mounted on Mercedestruck 1417, capacity 400m " and " Toho 2P rotary rig, mounted on Mercedes truckLK608, capacity 800m " using the rotary air flush percussion drilling technique .

Standard Penetration Tests (SPT) was performed at various depths in the drilled boreholes to obtain the approximate dynamic resistance of the ground materials. Thetests were performed in accordance with ASTM D 1586-08a (Standard Test Methodfor Standard Penetration Test (SPT) and Split-Barrel Sampling of Soils).

The SPT blow counts at different depths are presented on logs of borings (AppendixA). The definition of Standard Penetration Test (SPT) and useful SPT correlations are


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presented in the legend of borings logs (also in Appendix A). Further discussion onthe results obtained from SPT is presented in Section 6.4.

Disturbed but representative soil samples were retrieved from inside the split spoon

samplers used in the SPT test. The recovered samples were placed in air-tight plastic bags to maintain the moisture content.

Percussion (down-the-whole hammering) drilling techniques were used at otherintervals where no SPT sampling was performed.

Table No. 2Borehole Numbers, Locations, Elevations, F.F.Ls and Depths

CoordinatesNo. Elevation(m)

F.F.L(m)

Depth(m) Easting Northing

BH1 -403.0 -412.67 16 206067 128529

BH2 -400.0 -412.67 19 206085 128543

BH3 -398.8 -412.67 23 206104 128553

BH4 -397.0 -412.67 22 206116 128572

BH5 -407.5 -412.67 14 206108 128595

BH6 -407.0 -412.67 12 206093 128592

BH7 -407.0 -412.67 15 206094 128611

BH9 -403.5 -409.35 15 206024 128640

BH10 -403.5 -409.35 12 206013 128640

BH11 -403.5 -406.15 15 205997 128653

BH12 -402.5 -406.15 14 206019 128662

BH13 -401.2 -406.15 17 206027 128673

BH14 -400.5 -406.15 20 206049 128657

BH15 -399.5 -406.15 17 206067 128668

BH16 -399.3 -406.15 17 206054 128682

BH17 -397.5 -406.15 23 206055 128702

BH18 -396.5 -406.15 20 206081 128706

BH19 -397.5 -406.15 19 206074 128694

BH20 -397.7 -406.15 22 206081 128681

BH22 -397.4 -401.95 22 206097 128676


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Table No. 2 ContBorehole Numbers, Locations, Elevations, F.F.Ls and Depths

CoordinatesNo.

Elevation(m)

F.F.L(m)


BH24 -406.0 -401.95 14 206130 128649

BH25 -406.2 -401.95 10 206120 128641

BH26 -403.0 -401.95 10 206141 128635

BH27 -395.5 -401.95 20 206158 128612

BH28 -400.5 -406.15 16 206042 128670

5.1.2 Excavation of Test Pits:

Six (6) test pits were excavated between February 3 rd and February 27 th, 2012. The test pits were excavated to a depth of 1m deep for recommendation of proposed culvert and buildings where the drilling with rig was not possible due to accessibility. Thenumbers, locations (coordinates) and depths of each test pit are listed in Table No. 3 .The locations of the excavated test pits are also shown on the site plan in Figure No. 1 .Test pit logs are presented in Appendix A while test pit photos are presented inAppendix E.

Bulk samples were obtained from the test pits for laboratory testing (e.g., naturalmoisture content, direct shear test, unconfined compressive test, sieve analysis andAtterberg limits ). The results of these tests are summarized in Table No. 8.

Table No. 3Test Pits Numbers, Locations, F.F.L's and Depths

CoordinatesNo. Elevation(m)


TP1 -413.0 1.0 206070 128617TP2 -415.0 1.0 206090 128631TP3 -401.0 1.0 206143 128619TP4 -415.0 1.0 206050 128635TP5 -415.0 1.0 206037 128625

TP6 -407.0 1.0 206122 128654


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5.2 Laboratory Testing:

In order to determine the physical and mechanical properties of the ground materials, the

following tests were performed according to American Society for Testing and Materials(ASTM) Standards:

ASTM D2216-05, Standard Test Method for Laboratory Determination ofWater (Moisture) Content of Soil, Rock and Soil Aggregate Mixtures .

ASTM D 422-63(2007), Standard Test Method for Particle-Size Analysis ofSoils.

ASTM D 4318-10, "Standard Test Methods for Liquid Limit, Plastic Limit, andPlasticity Index of Soils."

ASTM D 3080-04 , "Standard Test Method for Direct Shear Test of Soils underConsolidated Drained Conditions."

ASTM D 2166-06, "Standard Test Method for Unconfined Compressive Strengthof Cohesive Soil."

Chemical Tests According to the procedures outlined in British standard B.S.1377:1990

The results of these tests are summarized in Table No. 6 whereas the test sheets are presented in Appendix C.

The encountered materials are described in the logs of test pits (see Appendix A ).


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6.0 SURFACE AND SUBSURFACE CONDITIONS

6.1 Ground Materials:

From Boreholes

The drilled boreholes generally encountered the following materials:

Fill material composed of loose fine coarse grain sand and gravel and cobblesof sandstone, limestone, chert and basalt with few asphalt and concretefragments. This material was encountered in all boreholes except : BH1, BH2,BH3 and BH4. It extends from the surface level to an approximate depthranging from 0.5m to 6.0m below the existing ground surface.

Alluvial deposits composed of alternated to intercalated lenses of brownish

yellow gravely sand to sandy gravel with silty to marly clay. This material wasencountered at the surface of BH1, BH2, BH3 and BH4 or below the fillmaterial of BH5 and BH6 and extended to depth ranging from 1.5m to 13.0m

below the existing ground surface.

Alluvial (wadi) material composed of varicolored gravel and cobbles ofsandstone, limestone, chert and basalt with coarse grained sand. This materialwas encountered below the fill material in boreholes BH9, BH10, BH12, BH15,BH16, BH18, BH19, BH20, BH22, BH24, BH25, BH26 and BH28 andextended to depth ranging from 5.0m to 10.0m or to the end of this boreholes.

Grayish off white fine to medium grained sand alternated with thin silty sandand some coarse sandy gravel. This material was encountered below the fill oralluvial material in boreholes BH9, BH10, BH11, BH12, BH13, BH14, BH15,BH18, BH22, BH25, BH26 and BH27 and extended to the end of these

boreholes.

Grayish yellow to greenish gray firm to stiff marly clay (lisan marl) intercalated with white aragonite gravely sand. This material was encountered

below the alluvial or fill material in boreholes BH1, BH2,BH3, BH4, BH5,BH6, BH7, BH18, BH20, BH24, BH27 and BH28 and extended to the end ofthese boreholes.

Generalized subsurface profiles are presented in Appendix B . More information about theencountered materials can be obtained from the logs of borings ( Appendix A ).


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Note that the grain size analyses performed on the fill and alluvial materials in boreholesare not representative of the formation as it was performed on the disturbed samplesobtained during drilling where all the gravels, cobbles and boulders were broken into

pieces. On the other hand, the grain size analyses performed on the materials from tests

pits are more representative.

From Test Pits

The encountered material in test pits TP1, TP3 and TP5 were Lisan marl materialscomposed of soft to very stiff, thinly laminated bands of greenish gray clay and whitearagonite marl, with some fine grained sand lenses. The material encountered in test pitTP2 and TP4 was grayish yellow highly weathered disintegrated clayey silt and TP6 wasAlluvial deposits composed of gravel and cobbles of sandstone, limestone and chert withcoarse grained sand and some silty sand.

More information about the encountered materials can be obtained from the logs of test pits ( Appendix A ).

6.2 In-Situ Test Results:

The in-situ testing mainly composed of two types: SPT within the drilled borehole andfield density on the excavated test pits.

6.2.1 Standard Penetration Test (SPT):

Standard Penetration Test (SPT) was performed at various depths in the fill, alluvial

deposits, sand and lisan marl materials to obtain approximate dynamic resistance ofthe ground materials. Several empirical correlations have been established to relate theSPT blow count (N) with relative density and friction angle for granular materials.

Table No. 4 presents the SPT depth in each borehole, the materials at that depth, SPT blow counts and the corresponding SPT N values. The definition of SPT and usefulSPT correlations for granular soils are presented in the legend to boring logs(Appendix A). The SPT (N) value ranged: from 16 to refusal in fill materials; from 25to refusal in the alluvial and sand materials and from 18 to refusal in lisan marlmaterials. The measured blow counts (N) classify the alluvial, sandy and lisan marlmaterials as " medium dense to very dense". However, the relatively high N value may

have resulted from the presence of gravel and cobbles within the soil matrix.


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Table No. 4SPT Results

N-value is the sum of the second and third number of blows.

6.3 Materials Physical and Mechanical Properties:The laboratory test results of boreholes and test pits are summarized in Table No. 5 and6. Further information about the materials encountered, geological description and their

physical properties can be obtained from Table No. 7 .

BH No. Depth

(m)

Encountered

MaterialSPT blows N-

Value8.0 Lisan marl 50 in 5cm. >50BH-01

9.5 Lisan marl 11/12/22 3411.0 Lisan marl 11/9/9 18

BH-0212.5 Lisan marl 10/10/9 1913.0 Lisan marl 8/10/11 21

BH-0414.5 Lisan marl 10/10/12 225.0 Alluvial 21/33/50 in 10cm >50

BH-097.0 Alluvial 38/50 in 8cm >502.0 Fill 11/13/15 28

BH-104.0 Fill 9/14/17 311.5 Fill 8/9/13 22

BH-113 Fill 14/17/21 383 Fill 7/8/9 17

BH-126 Alluvial 8/15/10 25

5.5 Sand 13/17/20 37BH-13

7.5 Sand 16/19/25 446.0 Alluvial 22/50 in 6cm >50

BH-228.0 Alluvial 50 in 9cm >502 Alluvial 12/15/24 39

BH-247 Alluvial 9/17/22 39

2.5 Fill 7/9/8 17BH-25

5.0 Alluvial 50 in 11cm. >503.0 Fill 37/50 in 12cm. >50

BH-266.0 Sand 21/32/50 in 8cm >505.5 Fill 4/7/9 16

BH-277.0 Sand 50 in 50cm. >50


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Table No. 5Laboratory Test Results of Boreholes

Atterberg Limits Grain Size DistributionBH

No. Depth(m) M.C(%)

Specific

GravityLL(%)

PL(%)

PI(%)

G(%)

S(%)

M(%)

C(%)

Material

1 10.0-11.0 10.48 17 13 4 0 75 20 5 Lisan Marl

12.0-13.0 8.09 0 79 16 5 Lisan Marl 215.0-17.0 4.94 0 79 16 5 Lisan Marl

14.0-15.0 9.80 - 0 74 20 6 Lisan Marl49.0-10.0 5.82 Alluvial

5 6.0-7.0 7.26 - 0 65 27 8 Alluvial

3.0-4.0 - 22 73 4 1 Alluvial68.0-9.0 2.01 - 0 82 14 4 Alluvial

4.0-5.0 8.85 - 10 63 21 6 Lisan Marl77.0-8.0 5.91 - 2 79 15 4 Lisan marl

11 6.0-8.0 0.39 - 2 91 6 1 Sand

6.0-7.5 0.67 - 32 61 5 2 Alluvial129.0-12.0 0.33 - 5 89 5 1 Sand

9.0-10.0 3.71 - 0 88 10 2 Sand13 13.0-14.0 1.80 - 0 90 8 2 Sand

7.0-8.0 1.92 - 7 82 9 2 Alluvial2211.0-12.0 1.38 - 0 86 11 3 Sand

7.0-8.0 28.03 Alluvial249.0-1.0 16.22 - 5 55 31 9 Alluvial

4.0-5.0 2.15 - 12 78 8 2 Alluvial255.0-6.0 6.78 - 4 72 17 7 Alluvial

7.0-8.0 2.32 - 0 81 15 4 Sand2713.0.14.0 7.23 - 2 74 18 6 Lisan Marl

M.C: Moisture ContentG: Gravel S: Sand M: Silt C: ClayL.L: Liquid Limit P.L: Plastic Limit P.I: Plasticity Index


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Table No. 6

Laboratory Test Results of Test Pits

M.C: Moisture ContentG: Gravel S: Sand M: Silt C: ClayL.L: Liquid Limit P.L: Plastic Limit P.I: Plasticity Index C : Cohesion : Angle of Internal Friction

Direct shearTest Results Atterberg Limits Grain Size Distribution

Material

TPNo. Depth

(m)M.C(%) C(KPa)

(Degree)

LL(%)

PL(%)

PI(%)

G(%)

S(%)

M(%)

C(%)

qu(kg/cm 2)

1 0.0-1.0 11.91 38.6 21.3 17.3 0 2.2 53.9 43.9 2.51 Lisan marl

2 0.0-1.0 14.67 42.4 22.8 19.6 1.5 7.6 46.4 44.5 Clayey silt

3 0.0-1.0 17.41 5.70 31.14 36.3 22.3 14 0 1.4 51.0 47.6 3.62 Lisan marl

5 0.0-1.0 24.53 34.0 20.0 14.0 0.0 7.0 73.0 20.0 Lisan marl

6 0.0-1.0 1.96 48.0 49.0 3.0 0.0 Alluvial


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Table No. 7Materials Types and Properties

ApproximateDepths

(m)Geological Description Summary of TestsResults

Plasticity/Expansiveness

See logs of borings,(Appendix A).

Fill material composed of loose finecoarse grain sand and gravel andcobbles of sandstone, limestone, chertand basalt with few asphalt andconcrete fragments.

- -


Alluvial deposits composed ofalternated to intercalated lenses of

brownish yellow gravely sand tosandy gravel with silty to marly clay.

M/C : 0.67-28.03%G : 0.0-32%

S : 55-82%M : 4-31%C : 1-9%

P : N.P


Alluvial (wadi) material composedof varicolored gravel and cobbles ofsandstone, limestone, chert and basaltwith coarse grained sand.


Grayish off white fine to mediumgrained sand alternated with thin siltysand and some coarse sandy gravel.

M/C : 0.33-2.32%G : 0-5%S : 81-90%M : 6-15%

C : 1-4%

P : N.P


Grayish yellow to greenish gray firmto stiff marly clay (lisan marl) intercalated with white aragonitegravely sand.

M/C : 4.94-10.48%G : 0-10%S : 63-79%M : 15-21%C : 4-6%LL : 17%PL : 13%PI : 4%

P: LowPE: Low

M.C: Moisture Content

G: Gravel S: Sand M: Silt C: ClayL.L: Liquid Limit P.L: Plastic Limit P.I: Plasticity Index PE : Potential of Expansiveness P: Plasticity


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6.3 Groundwater and Cavities:

No free ground water or cavities were encountered in any of the boreholes to the drilleddepths during or after the completion of drilling activities. However, the surface hydrology

is outside the scope of this study.

6.4 Material Chemical Properties

6.4.1 Sulphate Content

Sulphate content (expressed as [ SO 3]) for the tested soil samples are shown inTable No. 8.

Sulphate attack to concrete is well documented phenomena and is caused by the presence of high sulphate content either by the ingress of the sulphate of the

surrounding environment, such as foundations soils, or by the presence of sulphatein the concrete ingredients, such as sand or aggregate, or both.

The attack results in a considerable internal expansion which may lead to crackingand disintegration of the concrete.

Based on the sulphate content present in the foundations soils; this site can beclassified within class 3 as categorized in BS 5328:Part 1 (see Appendix D). Therequirements of BS 5328:Part 1 for class (3) are to use ordinary portland cement,sulphate resisting portland cement, or blast furnace portland cement or supersulphated cement with minimum cement content of 320 and 340 kg/m3 and

maximum free water to cement ratio of 0.5 and 0.5, respectively.

Taking into consideration the characteristics of the proposed project, its functionand the presence of ground water, it is recommended that the overall site be treatedas class (3) which presents the severe conditions.


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6.4.2 Chloride Content in Ground Materials

The chloride content for the tested soil samples are also presented in Table No. 8.

There is no widely accepted view on the concentration which chlorides becomesignificant in soil or ground water, but limited experience in the region suggests itmay be as low as 0.05%, particularly in situations where alternate wetting anddrying or capillary rise affect the concrete (CIRIA Guide, 1983).

As shown in Table No. 8 , the chloride content in the tested soil samples is morethan 0.05% and is considered significant.

Table No. 8Chemical Test Results

BH-No Depth(m)Encountered

MaterialSulphateContentSO3 (%)

ChlorideContentCl (%)

CarbonateContent

CaCO 3 (%)

pHValue

BH 4 14.0-15.0 Lisan marl 0.249 0.298 42.47 8.18

BH 13 9.0-10.0 Sand 0.427 0.149 53.44 8.64

BH 22 7.0-8.0 Alluvial 0.160 0.213 52.43 8.82

6.4.3 pH Value

Soil pH is one of the most common soil chemical measurements. It provides theinvestigator with information about the solubility of various soil compounds, theadsorption behavior of ions to soil surface and the microbial activity of soilsystem. The measured pH values listed in Table No. 9 indicate that the testedsamples are alkaline, with values ranging from 8.18-8.82. These values areconsidered not detrimental to steel.

6.4.4 Carbonate Content

Carbonate content in the tested samples is considered slightly high (i.e., more than40%), which is normal due to the nature of alluvial material.


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6.4.5 General Recommendations

Where resistance is needed against both sulphates and chlorides, it is highlyrecommended to protect the concrete from the soil and groundwater with

waterproofing membrane or tanking, and a compromise has to be made onthe type of cement used. Generally, cement containing at least 3.5% but not morethan 9% C3A is preferred. Each situation should be considered on its merits.

It is advisable that the designer shall consult CIRIA Guide to ConcreteConstruction in the Gulf Region, once the exposure conditions of the designedstructures are finally determined, in order to determine, more accurately, thecement type (Figure 6 - Appendix D ) and range of specifications limitsrequirements for minimum cement content, maximum water cement ratio andminimum cover for reinforcement (Table 13 Appendix D ).


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7.0 CONCLUSIONS AND RECOMMENDATIONS

According to the field and laboratory investigation, subsurface conditions, engineeringanalysis and practical experience, we believe that the proposed project can be satisfactorily

supported by the ground at the site, provided that the following recommendations areconsidered:

7.1 Foundation Depth and Type

Main Building (Block C).

Foundation of the Main building are to be constructed at an approximate elevationof -407.0m and -403.0m. The investigation indicated that part of the main building site(adjacent to Holiday Inn Hotel site) is covered by dumped fill reaching 6m in thickness.

Most of these fill materials will be removed to reach the design level of foundation.However, if any dumped fill will remain below the design level, it should be eithercompletely removed or excavated to a minimum depth of 1.5m and replaced by selectedfill materials, as described herein later.

The investigation indicated that ground materials encountered at the expected foundationlevel of the main building are alluvial deposits, lisan marl, and/or engineered fillmaterial (due to difference in elevations and especially, above the proposed culvert),which are characterized by large variations in properties and strength parameters in bothvertical and horizontal extends. Therefore, foundations may be subjected to significantdifferential settlement and differential movement may cause damage to the foundations

and structures. Accordingly, raft foundations are essential to support the 6-7 story main building.

However, if the client chooses not to adopt this solution and assuming that occurrence ofsome minor cracks (especially within the partition walls, in the plaster, in the interface

between different structural elements, along water and electrical installations, etc.) isacceptable, the following alternative may be adopted.

a. Unify foundation ground by Excavating of minimum of 1.5m below foundationlevels

b. Backfill the over excavations with selected fill up to a height of 1.2m. Theselected fill shall be a soil or soil rock mixture, which is free from organicmatter or other deleterious substances. It shall not contain rocks or lumps over15 cm in greatest dimension, and not more than 15 percent larger than 7 cm.


26/143

Geot. Eng. M.M / S12000003 24 of 33

The fine materials (passing sieve 200) shall not exceed 35 percent (materialsclassified as A-1-a, A1-b and/or A-2-4 according to AASHTO Classificationare considered suitable for this purpose). Selected fill shall be spread in liftsnot exceeding 20 cm in uncompacted thickness, moisture conditioned to its

optimum moisture content, and compacted to a dry density not less than 95 %of the maximum dry density as obtained by modified proctor compaction test(ASTM D 1557).

c. The remaining top 30cm of the over excavation shall be backfilled either withcyclopean concrete (plain concrete with approximately 40% stones) or withengineered fill.

If engineered fill is used, it should be spread into two lifts and each lift shall becompacted to a dry density not less than 97 percent of the maximum density asobtained by modified proctor compaction test (ASTM D 1557-09). The

plasticity index for the base course material shall not be more than 6 percent. Itshall be composed of graded crushed stone satisfying all the requirements of

base course materials according to the Standard Specifications for theConstruction of Roads and Bridges, Ministry of Public Works, Jordan.

d. Foundations system with sufficient rigidity (i.e, strip foundation and/or isolatedfooting with tie beam constructed at foundation level) can be erected on thefoundation ground prepared as described above.

e. Foundations constructed as described herein shall be designed using a netallowable bearing pressure value of 1.5 kg/cm 2.

Building AFoundation of the building A are to be constructed at an approximate elevation of -410.5m. Ground materials encountered at the above elevation are alluvial deposits,and/or fill material. These deposits are characterized by large variations in propertiesand strength parameters in both vertical and horizontal extends. Therefore, foundationsmay be subjected to significant differential settlement and differential movement maycause damage to the foundations and structures. Accordingly, shallow foundationssystem with sufficient rigidity is recommended to support the two (2) story building. Inorder to enhance the rigidity of the foundation systems, foundations shall be tiedtogether with ground tie beams constructed at the foundation level.

Differential settlement may also be reduced by reduction of the transmitted pressure,which, in turn, can be achieved by separating the foundations from the foundationground by a 30 cm thick cyclopean concrete layer (i.e., plain concrete withapproximately 40% stones).


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Geot. Eng. M.M / S12000003 25 of 33

Building B, C & D

Foundation of the building B, C & D are to be constructed at an approximate elevation

of -413.5m. Ground materials encountered at the above elevation are lisan marl.Although, these materials are relatively homogeneous, significant variations in strength

parameters in both vertical and horizontal extend may take place as a result of the possible local water submergence. Accordingly, shallow foundation systems withsufficient rigidity are recommended to support the 3 story building. In order to enhancethe rigidity of the foundation systems, foundations shall be tied together with ground tie

beams constructed at the foundation level.

Differential settlement may also be reduced by reduction of the transmitted pressure,which, in turn, can be achieved by separating the foundations from the foundationground by a 30 cm thick cyclopean concrete layer (i.e., plain concrete with

approximately 40% stones).

Based on the above mentioned analysis for the proposed structures, finish floor levels(F.F.L), bearing materials, depth of foundations and foundations types are provided inTable No.9:

Table No.9: Structures, Finish Floor Levels, Depth and Type of Foundations.

Structure Name BH No. F.F.L(m)BearingMaterial

Depth offoundations

(m)

Type offoundations

(m)

Main Building

BH11, BH12, BH13,BH14, BH15,BH16, BH17, BH18, BH19, BH20,BH22, BH24, BH25, BH26, BH27,

BH28, TP2, TP3 & TP6

-406.15&

-401.95

Alluvial &Lisan marl 1.5

Raft/Isolated/Strip

Building A BH8, BH10, TP4 & TP5 -409.35 Alluvial 1.5 Isolated/Strip

Building B,C &D BH1, BH2, BH3, BH4, BH5, BH6& BH7 -412.67 Lisan marl 2.0 Isolated/Strip

Culvert TP1, TP2 & TP3 Lisan marl 1.0 Raft


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Geot. Eng. M.M / S12000003 26 of 33

7.2 Allowable Bearing Pressure

Allowable bearing pressure was calculated based on settlement consideration as

proposed by Meyerhofs theory, for 25.4 mm (1 in.) of estimated maximum settlement,

qnet.all (kN/m 2) = 7.99 NC N 2

28.3128.3

+

B B

Fd; (for B > 1.22m)

Since Meyerhof proposed his original correlation, researchers have observed that itsresults are rather conservative. Later, Meyerhof (1965) suggested that the net allowable

bearing pressure should be increased by about 50%. Bowles (1977) proposed that themodified form of the bearing pressure equation be expressed as

qnet.all (kN/m 2) = 11.98 NC N 2

28.3

128.3

+

B

BFd

4.25

, mmS ; (for B > 1.22m)

Where:

NC N: corrected standard penetration number,

NC N: N x 9.78 ( )2, //1 mkN N N : measured standard penetration test N value. N: effective overburden pressure.

As mentioned earlier, there is a large variation in the soil strength in both horizontal

and vertical extends as indicated from the SPT test results. Therefore, second lowestvalues below foundation influence are taken into consideration in bearing capacitycomputing, as presented below.

Many authors do not consider correction to N values of SPT for depth shallower than 5.0m. Other correction factor is considered based on used hammer energy. The correctionfactor of this type the used in the investigation hammer is 0.75. Accordingly, theadopted corrected number of blows for shallow foundations are as follows:


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Geot. Eng. M.M / S12000003 27 of 33

Table No. 10Design SPT Values

Structure Name SPT N blowsCorrectedN value

(design value)Main Building 18 13

Building A 17 12Building B, C & D 22 16

Culvert 17 12

B = Foundation Width,

F d = Foundation Depth Factor; Fd =

+

B

D f 33.01 1.33 ,

S = tolerable settlement in mm.

For large width, B, e.g. mat foundations, the preceding equation can be approximated

(assuming

+

B B8.32

18.32 1) as

qnet.all (kN/m2 ) 11.98 NC N F d

4.25, mmS

; or

qnet.all (kN/m2 ) 11.98NC N

+

4.25,

33.01mmS

B

D f

15.93 NC N 4.25, mmS .

Based on the above, the following net allowable bearing pressure values arerecommended.

Table No. 11Structure Name and Net Allowable Bearing Pressure

Net allowable bearing pressurekg/cm 2 Structure Name

Raft Isolated/Strip

Main Building 2.3 1.5Building A 1.4

Building B, C & D 1.9Culvert 2.1


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Geot. Eng. M.M / S12000003 28 of 33

7.3 Foundation Settlement:

The consolidation settlement for the alluvial materials is expected to be insignificant

(negligible). The elastic (immediate) settlement of the materials can be calculated usingthe following equation based on the theory of elasticity [e.g, Timoshenko and Goodier(1951)]:

s = qa xB (1- 2) IEs

Where:s: settlement of the corner of a rectangular base (mm). qa: net allowable bearing pressureB: the width of the foundation, approximately equal to 1.0m for isolated (square strip and

raft) footings

I: combined depth, roughness and bedrock thickness influence factor, which is equal to: 0.88 for square footing 2.1 for strip & raft footing ( L/B=10 )

: the Poisson's ratio of the materials; is generally about 0.3 for soils.E: Youngs modulus of soilE= 7000 N0.5 Therefore, the estimated foundation settlement is:

Table No.12: Settlement values:

Since the fill materials is erratic and does not have uniform engineering properties,settlements could not be predicted using conventional settlement calculations. However, ifconstruction was performed according to the recommendations above, settlements areexpected to be within allowable limits.

Settlementcm per meter widthStructure qa

Kg/cm2

EKg/cm 2 Square

0.88Strip2.10

Raft2.10

Main Building (Raft) 2.3 0.3 300 0.61 1.46 1.46Main Building (Isolated) 1.5 0.3 300 0.40 0.96 -Building A 1.4 0.3 290 0.39 0.92 -Building B, C & D 1.9 0.3 330 0.46 1.10 -

Culvert 2.1 0.3 290 1.38


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Geot. Eng. M.M / S12000003 29 of 33

7.4 Subgrade Reaction:

For the design of raft foundations on these layers, the conservative value of the modulus

of sub-grade reaction is calculated using the allowable bearing pressure ( 1.5 Kg/cm2

) asfollow:

For design of culvert and main building raft foundations, the following modulus ofsubgrade reaction may be calculated from the standard penetration number of blows (Nvalue):

K 0.3 = 1.8 Ncor (MN/m 3) (Scott 1981),K 0.3 (for base diameter of 0.3m)

Accordingly, the (K 0.3) value will be : (1.8*13=23.4 MN/m 3 ( 2.3kg/cm 3))

For Main Building (

2.3kg/cm3

) For Culvert ( 2.1kg/cm 3)For foundation size correction:

K s = K 0.3 2

23.0

+

B B assuming that foundation ground behave as granular soil.

Where (B) is foundation width.

7.5 Excavation Methods:

It is expected that the excavation will be carried out through the fill, lisan marl and alluvialmaterials. Therefore, pneumatic equipment such as jackhammer will be needed in additionto the conventional excavation equipment such as loaders and dozers for excavation workat the site.

7.6 Excavation of Side Slopes:

To minimize the stability problems, the temporary excavation sides should be cut at a faceinclination not steeper than o ne horizontal to one vertical (1H: 1V) for the fill andalluvial materials.

If these side slopes can not be achieved for insufficient lateral distance or for any otherreason, temporary lateral support (shoring) system may be necessary and should beconsidered.


32/143

Geot. Eng. M.M / S12000003 30 of 33

7.7 Drainage:

It is recommended to protect the foundation ground and excavation from surface water both during and after construction by providing proper drainage and protection system andmaintaining the sewer and water system of the buildings continuously. The rain water andsurface water (if any) which is collected from the rain water ducts and from groundsurface should be directed away from the buildings.

Proper drainage should also be provided at all retaining walls (if any) in the form of either perforated drain pipes or weep holes across the wall. A filter/drainage blanket or layerapproximately 50 cm wide should be backfilled against all retaining walls consisting ofopen graded filter materials (single size gravel may also be used). Gradation requirementsfor filter material are outlined in the following paragraph.

7.8 Backfill Materials, Selected Engineered Fill and Compaction Criteria:

The existing fill materials are considered suitable for backfilling purposes.

Backfill Materials:

The materials to be used for backfilling purposes under bottom slab and behindunderground walls shall be a soil or soil-rock mixture, which is free from organic matteror other deleterious substances. It shall not contain rocks or lumps over 15 cm in greatestdimension, and not more than 15 percent larger than 7 cm. The fine materials (passingsieve 200) shall not exceed 35 percent. The plasticity index for the backfill material shall

not be more than 10 percent. It shall be spread in lifts not exceeding 20cm in uncompactedthickness, moisture conditioned to its optimum moisture content, and compacted todensity not less than 95 percent of the maximum dry density as obtained by modified

proctor compaction test (ASTM D 1557-09).

Selected Engineered Fill:

The engineered fill materials shall be composed of well graded granular material. It shall be spread in lifts not exceeding 20cm in uncompacted thickness, moisture conditioned toits optimum moisture content and compacted to a dry density not less than 97 percent ofthe maximum density as obtained by modified proctor compaction test (ASTM D 1557-

09). The plasticity index for the selected fill material shall not be more than 6 percent.


33/143

Geot. Eng. M.M / S12000003 31 of 33

Retaining Walls:

The backfill materials immediately behind the retaining walls (if any) shall consist offilter/drainage materials composed of clean coarse sand and gravel or crushed stoneconforming to the following gradation requirements:

Sieve Size Percentage Passing by Weight2 1/2" 1001 1/2" 80-1003/4" 60-95No. 4 35-65No. 8 25-50

No. 30 5-25No. 200 0-3

(Single size gravel may also be used as an alternative to the above filter materials).

These materials shall extend vertically from the bottom of the walls to a level ofapproximately 1m below the finished ground level behind the walls. The top 1m shall be

backfilled with relatively impervious materials.

7.9 Earth Pressure

Assuming that there are no sustained surcharges, no back slope and no hydrostatic pressure conditions, the following soil parameters may be used in the design (based on ourexperience with similar materials).

Table No. 13 Material Properties used in stability analysis

* For earth pressure calculation, cohesion should be considered zero due to tension cracks.

Material TypesUnit

Weight(g/cm 3)

Cohesion( C )

(kg/cm 2)

Angle ofInternalFriction

( )(Degree)

Coef. ofActiveEarth

PressureKa

Coef. ofPassiveEarth

PressureKp

Coef. ofEarth

Pressureat rest

KoFill materials 1.8 2.0 30 0.33 3.00 0.5

Alluvial materials 2.0 5.0 35 0.27 3.69 0.42

Lisan Marl materials 1.6 0.2 12 0.65 1.54 0.79

Selected fillmaterials 2.0 0.1 30 0.33 3.00 0.50

Filter materials 2.0 0.0 34 0.28 3.54 0.44


34/143

Geot. Eng. M.M / S12000003 32 of 33

7.10 Foundation Excavation Inspection:

The recommendations given in this report are based on the assumption that the subsurface

materials and conditions do not deviate appreciably from those disclosed in the borings.

Our office should be notified, in writing, immediately after all foundation excavations and before foundation construction to inspect the excavations and confirm that the requiredground is reached and all the undesirable and loose materials are removed.

8.0 STANDARD OF CARE

Arab Center for Engineering Studies has endeavored to provide their services in a manner thatfeatures appropriate professional practice and the level of care and skill ordinarily exercised

by members of the profession. No other representation, expressed or implied, is included or

intended in this document.

It should be noted that the boreholes show subsurface conditions at the locations, dates, anddepths indicated and it is not warranted that they are strictly representative of the materialsand conditions at other locations, times, and greater depths than indicated.


35/143

Geot. Eng. M.M / S12000003 33 of 33

APPENDICES


36/143


37/143

LEGEND TO BORING LOGSSYMBOLS FOR COMMON SOIL AND ROCK TYPES

CLAY SILT SAND GRAVEL COBBLES & BOULDERS

PEAT FILL

CHALK MARL LIMESTONE CHERT CLAYSTONE

SILTSTONE SANDSTONE

SHALE BASALT

PHOSPHATE

SAMPLER TYPE

SampleDisturbance

HAMMER

Disturbed

CORE BARREL

RelativelyUndisturbed

AUGER

Disturbed

SHELBY TUBE

Undisturbed

DRIVE CYLENDER(Manual)Relatively

Undisturbed

DRIVE BARREL

RelativelyUndisturbed

DRIVE SPLIT SPOON(S.P.T.)

Disturbed

S.P.T. (Blows/30cm) : The number of blows, in the Standard Penetration test, required to drive a five centimeter diameter split tubesampler a distance of thirty centimeters using sixty three and half kilograms weight falling seventy six centimeters

Fine Grained Soils Coarse Grained Soils

S.P.T(Blows

/30cm)Consistency Field Identification

UnconfinedCompressive

Strength(kg/cm 2)

S.P.T(Blows/ 30cm)

Density Field IdentificationRelativeDensity

(%)

0-2 Very Soft Easily penetrated several cmswith fist.

50 Very Dense

Requires blasting or heavyequipment to loosen.

80-100

>30 Hard Indented with difficulty bythumb nail.

>4.0

Recovery : The percentage of length of core recovered in each run to the total length of the core run.R.Q.D. : The Rock Quality Designation is the percentage of the sum of lengths of intact core pieces ten centimeters or longer to thetotal length of the core run.Point Load Strength and Unconfined Compressive Strength : In the point load test, a rock core is loaded between two steel conesand failure occurs by tensile splitting. A point load strength index, Is, is calculated as the ratio of the applied load, P, at rupture to thesquare of the distance, H, between the loading points: Is = P / H 2.A correlation that is commonly used between the point load index and the unconfined compressive strength, qu, of a cylinder with alength to diameter ratio of 2 to 1 is: qu = 24 Is (50). . Where Is (50) is the point load strength corrected to a diameter of 50mm (Brock and Franklin, 1972).

Rock Quality Rock Strength Rock Quality Designation,

RQD (%)Rock QualityDescription

Description Uniaxial Compressive Strength(MPa)

0 - 25 Very Poor Extremely Weak 0.3-1.0 25 - 50 Poor Very Weak 1.0-5.0 50 - 70 Fair Weak 5.0-30.0 70 - 90 Good Medium Strong 30.0-50.0

90 - 100 Excellent Strong 50.0-100.0 Very Strong 100.0-250.0

Extremely Strong > 250.0

ARAB CENTER FOR ENGINEERING STUDIES


38/143

Logged By : Melena M.

*From (8.0-16.0)m; Increase of sand

-404.50

50 in 5cm.

11

T C R ( % )

Field Records

Grayish yellow to greenish gray firm to stiff marly clay(lisan marl) intercalated with white aragonite gravelysand.

SAMPLE KEY

Alluvial deposits composed of alternated to intercalatedlenses of brownish yellow gravely sand to sandy gravelwith silty to marly clay.

Sheet 1 of 2

E l e v a

t i o n

( m )

Description S y m

b o

l

D e p

t h ( m )

S a m p

l e T y p e Core Recovery

12 22

>50

*From (1.5-8.0)m; Increase of clayey marl (lisan marl).

34

S C R ( % )

Checked By : Mustafa B.

0-15cm

15-30cm

30-45cm R

Q D ( % )

Ground Water TableTotal Core RecoverySolid Core RecoveryRock Quality Designation

NBlows

PercussionStandard PenetrationTestRock Core

Total Depth (m): 16

Ground Level (m): -403.0

Coordinates: N=128,529.00 E=206,067.00

0

1

2

3

4

5

6

7

8

9

10

11

12

13REMARKS:

SPT Records

TCR:SCR:RQD:

Appendix

Drilling Method : Rotary Percussive

Boring Started : 06-02-2012 Rig : Toho2

Boring Completed : 07-02-2012 Driller : MA

Project : Jor danian Development Area

Proj ect Ref. No. : S12000003

Location : Dead Sea, Jor dan

Client : Tahan & Bus hnaq Consultants

Borehole No.BH-01

Page 1 /

Core Dia (mm):

Casing Depth (m) : -

Drilling Medium : Air Flush

Boring Dia (mm) : 99.2

Casing Dia (mm): 122.5


39/143

Total Depth (m): 16


Coordinates: N=128,529.00 E=206,067.00

Core Recovery


SPT Records

REMARKS:




S y m

b o

l


TCR:SCR:RQD:

Sheet 2 of 2

SAMPLE KEY

Bottom of borehole-419.00

T C R ( % )

S a m p

l e T y p e

D e p

t h ( m )

R Q D ( % )

E l e v a

t i o n

( m )

Description

Page 2 /

Field Records

Core Dia (mm):


13

14

15

16

15-30cm

30-45cm


NBlows





Borehole No.BH-01

0-15cm




Appendix

S C R ( % )



40/143


Grayish yellow to greenish gray firm to stiff marly clay(lisan marl) intercalated with white aragonite gravelysand.*From (2.0-5.0)m; Increase of clayey marl (lisan marl).

*From (5.0-19)m; Increase of sand

-402.00

11

S a m p

l e T y p e

T C R ( % )

Sheet 1 of 2

R Q D ( % )

E l e v a

t i o n

( m )

Description S y m

b o

l

D e p

t h ( m )

10

9

10

9

9 19

SAMPLE KEY

18

S C R ( % )


0-15cm

Core Recovery

30-45cm

Field Records

0

1

2

3

4

5

6

7

8

9

10

11

12

13

15-30cm


NBlows

SPT Records

REMARKS:

Appendix


Total Depth (m): 19


Coordinates: N=128,543.00 E=206,085.00









Borehole No.BH-02

TCR:SCR:RQD:

Core Dia (mm):





Page 1 /


41/143

Total Depth (m): 19


Coordinates: N=128,543.00 E=206,085.00

Core Recovery


SPT Records

REMARKS:




S y m

b o

l


TCR:SCR:RQD:

Sheet 2 of 2

SAMPLE KEY


T C R ( % )

S a m p

l e T y p e

D e p

t h ( m )

R Q D ( % )

E l e v a

t i o n

( m )

Description

Page 2 /

Field Records

Core Dia (mm):


13

14

15

16

17

18

19

15-30cm

30-45cm


NBlows





Borehole No.BH-02

0-15cm




Appendix

S C R ( % )



42/143

-410.80

Alluvial deposits composed of alternated to intercalatedlenses of brownish yellow gravely sand to sandy gravelwith silty to marly clay.*From (0.0-2.0)m; Increase of yellow fine to medium

grained sand.

*From (2.0-4.0)m; Incrase of sand with thin bituminousdark gray silty clay

*From (4.0-6.0)m; Incease of medium to coarse grainedsand

*From (6.0-7.0)m; Incease of sand with thin bituminousdark gray silty clay

Grayish off white fine to medium grained sand alternatedwith thin silty sand and some coarse sandy gravel.*From (7.0-12.0)m; Increase of medium coarse grainedsand with few fine gravel.


Sheet 1 of 2

9

13

T C R ( % )

Field Records

SAMPLE KEY

R Q D ( % )

>50

27

25

50 in 7cm >50

50 in 3cm.




Appendix

S C R ( % )


0-15cm

E l e v a

t i o n

( m )





-405.80

15-30cm

0

1

2

3

4

5

6

7

8

9

10

11

12

13


NBlows30-45

cm

SPT Records

S a m p

l e T y p e

Borehole No.BH-03

D e p

t h ( m )

S y m

b o

l Core Recovery

Description


REMARKS:

Total Depth (m): 23


Coordinates: N=128,553.00 E=206,104.00

Core Dia (mm):





Page 1 /

TCR:SCR:RQD:



43/143

Total Depth (m): 23


Coordinates: N=128,553.00 E=206,104.00

Core Recovery


SPT Records

REMARKS:




S y m

b o

l


TCR:SCR:RQD:

Sheet 2 of 2

SAMPLE KEY


T C R ( % )

S a m p

l e T y p e

D e p

t h ( m )

R Q D ( % )

E l e v a

t i o n

( m )

Description

Page 2 /

Field Records

Core Dia (mm):


13

14

15

16

17

18

19

20

21

22

23

15-30cm

30-45cm


NBlows





Borehole No.BH-03

0-15cm




Appendix

S C R ( % )



44/143


E l e v a

t i o n

( m )

Description S y m

b o

l

D e p

t h ( m )

S a m p



SPT Records

REMARKS:

Total Depth (m): 22


Coordinates: N=128,572.00 E=206,116.00

Sheet 1 of 2

*From (4.0-11.0)m; Incrase of sandy gravel.

*From (1.0-4.0)m; Increase of highly weathered coarse

grained sand with gravel and some bituminous clay.

*From (11.0-13.0)m; alternated with some light graymarl.

T C R ( % )

Field Records

SAMPLE KEY

R Q D ( % )


0-15cm

30-45cm

0

1

2

3

4

5

6

7

8

9

10

11

12

13

15-30cm


NBlows

TCR:SCR:RQD:

Page 1 /











Appendix


Borehole No.BH-04

S C R ( % )

Core Dia (mm):



45/143

R Q D ( % )


-410.00

-419.00

8

10

T C R ( % )

Field Records

Bottom of borehole

SAMPLE KEY


Sheet 2 of 2

Description S y m

b o

l

D e p

t h ( m )

S a m p


10

10

11

12

21

E l e v a

t i o n

( m )

22

S C R ( % )


0-15cm

30-45cm

13

14

15

16

17

18

19

20

21

22

15-30cm


NBlows

REMARKS:

SPT Records

Total Depth (m): 22


Coordinates: N=128,572.00 E=206,116.00


TCR:SCR:RQD:

Page 2 / Appendix








Borehole No.BH-04




Core Dia (mm):



46/143


E l e v a

t i o n

( m )

Description S y m

b o

l

D e p

t h ( m )

S a m p

l e T y p e

SAMPLE KEY

SPT Records

REMARKS:

Total Depth (m): 14


Coordinates: N=128,595.00 E=206,108.00

Sheet 1 of 2

Core Recovery

Fill material composed of loose fine coarse grain sandand gravel and cobbles of sandstone, limestone, chertand basalt with few asphalt and concrete fragments.

Alluvial materials composed of brown to light brown fineto course grained sand and very fine frained sandy siltwith alternating sub-rounded to sub angular gravel,cobbles and occasional boulders of limestone chertsandstone.

Grayish yellow to greenish gray firm to stiff marly clay(lisan marl) intercalated with white aragonite gravelysand.* From (5.0-9.0)m; Alternated clayey marl and fine tomedium sand with some dark gray bituminous silty clay

R Q D ( % )

-410.00

-413.00

T C R ( % )

Field Records

* From (9.0-14.0)m; Increase of light gray sand with grayclayey silt intercalations.


0-15cm

30-45cm

0

1

2

3

4

5

6

7

8

9

10

11

12

13


NBlows

TCR:SCR:RQD:

Page 1 /




Core Dia (mm):


15-30cm


Borehole No.BH-05








Appendix

S C R ( % )


47/143

Total Depth (m): 14


Coordinates: N=128,595.00 E=206,108.00

Core Recovery


SPT Records

REMARKS:




S y m

b o

l


TCR:SCR:RQD:

Sheet 2 of 2

SAMPLE KEY


T C R ( % )

S a m p

l e T y p e

D e p

t h ( m )

R Q D ( % )

E l e v a

t i o n

( m )

Description

Page 2 /

Field Records

Core Dia (mm):


13

14

15-30cm

30-45cm


NBlows





Borehole No.BH-05

0-15cm




Appendix

S C R ( % )



48/143


49/143

Core Recovery




Page 2 /

TCR:SCR:RQD:


Total Depth (m): 12


Coordinates: N=128,592.00 E=206,093.00

REMARKS:

SPT Records

Bottom of borehole

T C R ( % )

Field Records

SAMPLE KEY

R Q D ( % )


E l e v a

t i o n

( m )

Description S y m

b o

l

D e p

t h ( m )

S a m p

l e T y p e

Core Dia (mm):


30-45cm

0-15cm


NBlows

Appendix

Sheet 2 of 2

Borehole No.BH-06

15-30cm




S C R ( % )







50/143

Sheet 1 of 2



* From (5.0-9.0)m; Increase of fine sand with dark gray

bituminous clayey silt.

-409.00

6

12

10

T C R ( % )

Field Records

SAMPLE KEY

R Q D ( % )

>50

8

50 in 8cm

12

9 17

26

* From (9.0-13.0)m; Increase of light gray madium tocoarse grained sand.

14

* From (2.0-5.0)m; increase of moist gray marlalternated with medium graine sand.




Appendix

S C R ( % )


0-15cm

15-30cm





30-45cm

0

1

2

3

4

5

6

7

8

9

10

11

12

13


NBlows S

a m p

l e T y p e

D e p

t h ( m ) Core Recovery

S y m

b o

l

Borehole No.BH-07


Description

E l e v a

t i o n

( m )

SPT Records

REMARKS:

Page 1 /

Total Depth (m): 15


Coordinates: N=128,611.00 E=206,094.00




Core Dia (mm):


TCR:SCR:RQD:



51/143

S a m p



SPT Records

Page 2 /

Description

Total Depth (m): 15


Coordinates: N=128,611.00 E=206,094.00

Sheet 2 of 2

REMARKS:

* From (13.0-15.0)m; Increase of grayish black mediumsand with high silty clay.


D e p

t h ( m )

Field Records S y m

b o

l

SAMPLE KEY

R Q D ( % )

E l e v a

t i o n

( m )

TCR:SCR:RQD:

T C R ( % )




30-45cm


13

14

15

0-15cm

15-30cm


NBlows

Borehole No.BH-07

Core Dia (mm):









Appendix

S C R ( % )



52/143


53/143

Total Depth (m): 15


Coordinates: N=128,640.00 E=206,024.00

Core Recovery


SPT Records

REMARKS:




S y m

b o

l


TCR:SCR:RQD:

Sheet 2 of 2

SAMPLE KEY


T C R ( % )

S a m p

l e T y p e

D e p

t h ( m )

R Q D ( % )

E l e v a

t i o n

( m )

Description

Page 2 /

Field Records

Core Dia (mm):


13

14

15

15-30cm

30-45cm


NBlows





Borehole No.BH-09

0-15cm


Boring Started : 26-02-2012 Rig : Edico 32-1

Boring Completed : 26-02-2012 Driller : AN

Appendix

S C R ( % )



54/143

Sheet 1 of 1


Alluvial (wadi) material composed of varicolored graveland cobbles of sandstone, limestone, chert and basaltwith coarse grained sand.

Grayish off white fine to medium grained sand alternatedwith thin silty sand and some coarse sandy gravel.

Bottom of borehole

-409.50

-413.50

E l e v a

t i o n

( m )

11

9

T C R ( % )

Field Records

SAMPLE KEY

R Q D ( % )

31

13

14

15 28

17

-415.50

Appendix

S C R ( % )


0-15cm

15-30cm

30-45cm



Boring Completed : 26-01-2012 Driller : KMQ


NBlows

Description

REMARKS:


Core Recovery

0

1

2

3

4

5

6

7

8

9

10

11

12





S a m p

l e T y p e SPT Records

D e p

t h ( m )

S y m

b o

l

Total Depth (m): 12


Coordinates: N=128,640.00 E=206,013.00

Borehole No.BH-10

Core Dia (mm):





Page 1 /

TCR:SCR:RQD:



55/143

Core Recovery



-409.50

8

14

Field Records

SAMPLE KEY

Sheet 1 of 2

E l e v a

t i o n

( m )

Description S y m

b o

l

D e p

t h ( m )

S a m p

l e T y p e

T C R ( % )

9

17

13

21 38

R Q D ( % )

22

S C R ( % )


0-15cm

15-30cm

0

1

2

3

4

5

6

7

8

9

10

11

12

13

30-45cm


NBlows

REMARKS:

SPT Records

Appendix










Borehole No.BH-11

Total Depth (m): 15


Coordinates: N=128,653.00 E=205,997.00

TCR:SCR:RQD:

Core Dia (mm):





Page 1 /


56/143

Total Depth (m): 15


Coordinates: N=128,653.00 E=205,997.00

Core Recovery


SPT Records

REMARKS:




S y m

b o

l


TCR:SCR:RQD:

Sheet 2 of 2

SAMPLE KEY


T C R ( % )

S a m p

l e T y p e

D e p

t h ( m )

R Q D ( % )

E l e v a

t i o n

( m )

Description

Page 2 /

Field Records

Core Dia (mm):


13

14

15

15-30cm

30-45cm


NBlows





Borehole No.BH-11

0-15cm




Appendix

S C R ( % )



57/143

7

S y m

b o

l

Fill material composed of loose fine coarse grain sandand gravel and cobbles of sandstone, limestone, chertand basalt with few asphalt and concrete fragments



-408.50

-411.50

T C R ( % )

Sheet 1 of 2

SAMPLE KEY

R Q D ( % )

E l e v a

t i o n

( m )

Description

25

8

15

9 17

Field Records

10

0

1

2

3

4

5

6

7

8

9

10

11

12

13

S C R ( % )


0-15cm

D e p

t h ( m )

30-45cm

Appendix

15-30cm


NBlows

8

Total Depth (m): 14


Coordinates: N=128,662.00 E=206,019.00


SPT Records Core Recovery




REMARKS:

S a m p

l e T y p e





Borehole No.BH-12


Core Dia (mm):





Page 1 /

TCR:SCR:RQD:


58/143

Total Depth (m): 14


Coordinates: N=128,662.00 E=206,019.00

Core Recovery


SPT Records

REMARKS:




S y m

b o

l


TCR:SCR:RQD:

Sheet 2 of 2

SAMPLE KEY


T C R ( % )

S a m p

l e T y p e

D e p

t h ( m )

R Q D ( % )

E l e v a

t i o n

( m )

Description

Page 2 /

Field Records

Core Dia (mm):


13

14

15-30cm

30-45cm


NBlows





Borehole No.BH-12

0-15cm




Appendix

S C R ( % )



59/143

Core Recovery



-407.2013

16

Field Records

SAMPLE KEY

Sheet 1 of 2

E l e v a

t i o n

( m )

Description S y m

b o

l

D e p

t h ( m )

S a m p

l e T y p e

T C R ( % )

17

19

20

25 44

R Q D ( % )

37

S C R ( % )


0-15cm

15-30cm

0

1

2

3

4

5

6

7

8

9

10

11

12

13

30-45cm


NBlows

REMARKS:

SPT Records

Appendix










Borehole No.BH-13

Total Depth (m): 17


Coordinates: N=128,673.00 E=206,027.00

TCR:SCR:RQD:

Core Dia (mm):





Page 1 /


60/143


61/143


62/143

Total Depth (m): 20


Coordinates: N=128,657.00 E=206,049.00

Core Recovery


SPT Records

REMARKS:




S y m

b o

l


TCR:SCR:RQD:

Sheet 2 of 2

SAMPLE KEY


T C R ( % )

S a m p

l e T y p e

D e p

t h ( m )

R Q D ( % )

E l e v a

t i o n

( m )

Description

Page 2 /

Field Records

Core Dia (mm):


13

14

15

16

17

18

19

20

15-30cm

30-45cm


NBlows





Borehole No.BH-14

0-15cm




Appendix

S C R ( % )



63/143


E l e v a

t i o n

( m )

Description S y m

b o

l

D e p

t h ( m )

S a m p



SPT Records

REMARKS:

Sheet 1 of 2

-405.50

Fill material composed of loose fine coarse grain sandand gravel and cobbles of sandstone, limestone, chertand basalt with few asphalt and concrete fragments



-402.50

T C R ( % )

Field Records

SAMPLE KEY

R Q D ( % )

15-30cm

Total Depth (m): 17


Coordinates: N=128,668.00 E=206,067.00

0

1

2

3

4

5

6

7

8

9

10

11

12

13

0-15cm

Ground Water TableTotal Core RecoverySolid Core RecoveryRock Q

Documents

Dead See Final Soil Report