the islamic university of gaza ﺓﺯﻏ ﺔﻴﻤﻼﺴﻹﺍ...

The Islamic University of Gaza غزة-الجامعة اإلسالمية

Material & Soil Laboratories Telephone: ++ 972 8 2860700 x 1320

مختبرات المواد والتربةFax: ++ 972 8 2827366

SOIL INVESTIGATION REPORT FOR

FIVE STORY BUILDING AT

INTERNATIONAL PALESTINE UNIVERSITY( UPI) ALZAHRA CITY – GAZA STRIP

CLIENT:International Eng. &Management Center (ICEM) REPORT NO: 603521

DATE: 24th , August 2006

CONTENTS ITEM PAGE

1- INTRODUCTION .................................................................... 3

2- SITE & PROJECT DESCRIPTION ................................................. 2.1 LOCATION AND BORDERD

2.2 PROJECT DESCRIPTION

4

4

4

3- GAZA STRIP & SITE GEOLOGY ................................................... 3.1 GAZA STRIP GEOLOGY.

3.2 SITE GEOLOGICAL AND GEOTECHNICAL DESCRPTION.

6

6

8

4- FIELD STUDY .......................................................................... 9

5- LABORATORY TESTS.......................................................... 11

6- RESULTS OF FIELD AND LAB TESTING.......................... 6.1 SOIL STRATIFICATIONS

6.2 GROUND WATER TABLE

12

12

13

7- CONCLUSION & RECOMMENDATIONS............................. 7.1 Footing Type

7.2 LIQUEFACTION &SEISMIC ACTIVITY

7.3- EXCAVTION & BACKFILLING WORKS 7.4 FOUDDATION PROTECTION

15

15

16

16

17

APPENDICES 18

APPENDIX A : BORE HOLE LOGS & PENETRATION RECORDS 19

APPENDIX (B): LABORATORY TEST RESULTS 25

APPENDIX (C):PHOTOGRAPHS 49

APPENDIX (D):BEARING CAPACITY CALCULATION 53

MSL ____________________________________________________________THE ISLAMIC UNIVERSITY - MATERIAL AND SOIL LABS

2

1- INTRODUCTION:

The Material & Soil Laboratory (MSL) of the Islamic University of

GAZA (IUG) has conducted a soil investigation study on the site of the

proposed project “ Five Story Building at International Palestine) at

Zahra City . This study was conducted according to the request

The purpose of this study is to investigate the surface and

subsurface soil conditions on the site and to determine the Physical and

mechanical properties of the soil layers to provide a complete technical

report with all recommendations for foundation design and construction.

The scope of the works was consists of the drilling of Five (5) boreholes at

a specified locations to a depth of (10) meters below the existing ground

surface, performing standard penetration tests (SPT) at Two (2) boring

from ground surface up to (10) meter depth at 1.50-m intervals, sampling

and testing of both disturbed and undisturbed samples.

The report depends on the analysis of the results of both field and

laboratory tests conducted on a representative samples from all layers and

boreholes. Soil stratification and their mechanical characteristics, the

allowable bearing capacity and the suggestions and recommendations

related to the foundation design and construction are provided. The

appendices of the report include the records of boreholes, penetration

tests, and laboratory tests results.


3

2- SITE & PROJECT DESCRIPTION:

2.1- LOCATION AND BORDERS:

The proposed project is Five story building located at the North of al Zahra City South of Gaza City . The project site is not flat as it located at the edge of old fill tilet covered

by thin layer of dune sand the difference in level is more than 8.0m as it

slope from east to west . The site was excavated up to -5.0m below the

earthy street which borded the site from the west. . More topography

details can be studied from site topographic map.

2.2 - PROJECT DESCRIPTION:

It is planned to construct a five story reinforced concrete buildings

with basement .

The details of the project and the site are illustrated in the attached

project's drawings figure No.1 . The dimention of the building is

40 mx70m .


4


5

3- GAZA STRIP & SITE GEOLOGY:

3.1- GAZA STRIP GEOLOGY:

Gaza Strip is located in an arid to semiarid region, its southern part is

bordered by Sinai desert (Egypt), and the eastern part is bordered by

Naqab desert and the western side by the Mediterranean Sea.

The coastal land of 1.0 to 3.0 km wide along the sea is covered with sand

dunes of about 20-40m height above the sea level. The sand dunes are

composed mainly of yellowish to light brown quartz fine to medium sand

and contains minor amount of carbonate shell fragments.

Most of Gaza Strip areas are covered by quaternary soil of alluvial clay /

silty clay deposits increasing towards the east with max thickness of 25m.

Loess soil covers the southern east area of the Gaza Strip and around

Wadi floors.

The main bottom formations are continental and marine calcareous sand

and sandstone called (Kurkar) of Pliocene age which appear at the

surface forming four tilt (small hill)parallel to the sea which extend from

south to north of the Gaza Strip and their level increases up to20m as the

distance increase from the sea towards the east. These hills were formed

due to the retaining back of the sea location with time during the ice ages.

The Kurkar deposits (Sandstone, gravelly sand) are crossly bedded

inclining 30 to 40 degrees with horizontal and sloping toward the north,

while the natural slope of the formation is from east to west with slope of

about 1:20 to 1:40. The sandstone are mainly composed of medium to

coarse sand grains mostly Quartz and rare feldspars and carbonate shell

fragments (cocinea) partially cemented by calcite in the form of sprite.

Thin layers of about 1.0m of reddish silty sand called hummra are

spreaded between the Kurkar layers.


6

Depression areas are formed in between the four tilts and covered by

alluvial clay deposits above the Kurkar which has been covered at recent

ages by dune sand wind deposits .

Two small valleys (Gaza and Salqah valleys) cross the Gaza Strip from

east to west but have little water in winter and are dry in summer. Before

1976, flooding in the Gaza valley caused the closure of the main (North-

South) Gaza highway for few days each year.

The Wadi cuts through about 5-12m thick loess sediments overlying a

gravel horizon, which overlies cross- and graded-bedded partly hardened

calcareous sand (Kurkar).

The loess/alluvial accumulation was not continuous from base to top and

from one location to another. In vertical direction it is often noticed that

the accumulation was interrupted either by flood period or by periods of

non deposition of loess and plant covering the surface which caused the

formation of brown soil three or four times during the accumulation of

the upper loess bed. The loess deposits of the area are of middle- upper

Pleistocene age.

The sandstone is the main aquifer in the Gaza Strip The Gaza aquifer

thickness is about 100 to180m in the west area and about 80 to 100m in

the east. Ground water of this aquifer is of medium to poor quality

medium to high salinity. Ground water is the only source in the Gaza

Strip. The depth of ground water is almost equal to elevation of the point

above the sea in all of the Gaza Strip.


7

3-2 SITE GEOLOGICAL AND GEOTECHNICAL DESCRIPTION:

The site is located at the north west of Zahra city about 1.2 km

east of the sea The site coordinates are N 93.2 E 98.5 and has elevation

of about ( +13 To+19m) above MSL.

The site is located at the edge of an old clay fill with organic matter and

burned clay fragments and black ash with grave bones. The fill is deep

and not homogenous , soft , wet and sensitive to saturation . The site is

slope from southern corner to northern corner and from east to west .

nature clay appears below the old fill over a deep kurkar. The water table

appears at -7.0m below existing excavated level .Soil deposits are not

homogenous and mat or strip footing with soil replacement is the suitable

foundation for the site.


8

4. FIELD STUDY

4.1 Drilling

During the period of 20/8/2006 , Five (5) boreholes were drilled at the

site up to a depth of water table (8-10) meters using a rotary air drilling

machine provided with bucket auger of 0.4 m diameter.

The drilling has been made under the supervision of the Geotechnical

Engineers of (MSL) laboratory. Samples representing different soil layers

were collected, examined, labeled and sealed at the site then sent to the

Material & Soil laboratory. The soil logs of each bore hole were recorded

and presented in Appendix “A”.

4.2 Sampling

Samples were obtained every 1.5 m interval through out the drilled depths

up to 10 m depth using standard Split Spoon Sampler. The recovered

samples were examined, described and classified then covered by plastic

cap and placed in moisture proof plastic bags and transported to

laboratory for testing.

4.3 Field Testing in Boreholes:

Two(2) Standard Penetration Tests (SPT) were performed at 1.50-m

intervals up to 10m according to ASTM D1586-67(1974) ”Penetration

Test & Split Barrel sampling of Soil”.

The SPT test consists of a split spoon barrel at the end of

expanding rods. The split spoon barrel is driven 45.0 cm into the soil by

free falling of a 63.0 kg hammer from 76.0 cm height. The number of

blows required for each 15.0 cm penetration is recorded and the number

of the last 30 cm is summarized and named (N 30). Other properties such

as relative density, angle of internal friction and unconfined compressive


9

strength are estimated from the test. The test results are shown on the

boring logs at depths corresponding to tests locations.

4.4 Pocket Penetrometer Testing

In addition to SPT testing, assessment of consistency of the cohesive

silty clay and sandy clay was made using Pocket Penetrometer on site.

The results are shown in summary sheet of laboratory tests.


10

5. LABORATORY TESTS

Representative soil samples from different soil layers were selected and

tested to determine the physical, mechanical and chemical properties of

the soil layers. The following tests were performed according to Client

scope of works and type of soil. The tests were performed as per the

American Society for Testing and Materials (ASTM) testing methods.

1- Natural Water Content Test. ASTM D 2216-92

2- Grain Size Analysis by Sieves. ASTM D 422-92.

3-Atterberg Limits (L.L, PL & P.I) ASTM D 4318-93

4- Field Density Test. ASTM D2937

5- Unconfined Compressive Strength. ASTMD2166

6- Consolidation Test. ASTMD2435

7- Direct shear Test ASTM D 3080

Tested samples were classified according to Unified Soil Classification

System (USCS). The results of the laboratory tests are presented in

Appendices “B”.


11

6- ANALYSIS RESULT OF FIELD AND LAB. TESTINGS:

6.1- SOIL STRATIFICATION:

The subsoil below the existing excavated level(-5.0)m in the site

can be generally classified into the following layers. The layers

encountered and their engineering characteristics described below and

Soil profile are shown in Figure No.2 &No.3

TOP LAYER: OLD ORGANIC Fill

Dark Gray/brown clay / silty sand old fill with ash and organic

matters , grave , burned clay fragments and kurkar stones . The fine

percent is (25-78) % and the gravel (1-3) % and the other is sand. The

natural water content is (12.0-24) %. The dry unit weight is (1.67-1.97)

gm/cm3. The liquid limit is (NP-37) % and the plasticity index is (0-20)

%. The cohesive strength c is (0.0-0.50) kg/cm2.

The layer is sensitive to saturated by water as it lost its strength but

it can standby vertically if dry. The layer thickness is different from one

location to another and it is in the range of zero at the southern corner

to about seven meter at the northern corner below existing Excavation

level(-5.0)m and the layer is saturated and soft.

SECOND LAYER: Natural SILTY CLAY SAND

Brown CLAY/ silty clayey SAND (SC /CL) of medium

plasticity. The fine percent is (40-62) % and the gravel (0-2) % and the

other is sand. The natural water content is (10-25) %. The dry unit weight

is (1.82) gm/cm3. The liquid limit is (30-36) % and the plasticity index is


12


13

(12-18) %. The cohesive strength c is (1.5 ) kg/cm2. The compression

Index Cc= 0.10 and swelling Index Cs=0.02 and. the pre-consolidated

pressure is 150Kpa. the layer thickness is (1.5-2.0) m and it slope from

south to north and from east to west.

THIRD LAYER: KURKAR

Yellowish calcareous sand with fragments of sandstone, (kurkar)

( SP-SM, SP), non plastic, little wet and dense. The fines percent is (3-4)

% and the gravel (8-30) and the other is sand. The natural water content is

(3-18) %. The dry unit weight is (1.80)gm/cm3. The Angle of internal

friction is (30-36) degrees. The layer appears at the surface at southern

corner and below 9.0m at the northern corner.

Summary of Layers Properties: Laye

r

Unified

Classif.

Thick.

(m)

% w.c γ (dry)

g/cm3

%

gravel

% fines C

kg/cm2

Φ

Nf

SPT

LL PI

Top Old FILL 0-7 12-24 1.67-

1.97 1-3 25-78 0.0-0.5

- 7-13 0-37 0-20

2 CL/SC-SM 2-3 10-25 1.82 0-2 40-62 1.5 - 20 20-35 5-18

3 SP-SM,(

kurkar

To the

end 3-4 1. 80 8-30 3-4 - 30-36 21-35 NP NP

WATER TABLE ~ 7.0m

6.2- Ground Water Table During the period of this study the ground water table was

encountered at -7.0 m below the existing excavation level .


14

7- CONCLUSION & RECOMMENDATIONS:

7.1- FOOTING TYPE, DEPTH AND ALLOWABLE BEARING

CAPACITY:

A suitable foundation of any structure designed in accordance with

recommended safe bearing capacity must satisfy two independent criteria

in respect to the underlying foundation soil. Firstly, the foundation must

have an adequate factor of safety against exceeding the shear strength of

the foundation soils. Secondly, the vertical movements (settlement) of the

foundation soils must be within tolerable limits for the structure.

In view of these two important facts all types of considered or

recommended foundation in report has to satisfy the above general

criteria.

The analysis of the field and laboratory tests for the project indicated that

the soil is not homogenous at the whole site as there is a yellowish

Kurkar at the surface of the southern corner and slope steeply toward

the northern corner as it appear at -9.0m below water table. Silty clayey

sand layer of 1.5-2.0 thick cover the site above the clay and old rubbish

fill cover the clay , The water table at -7.0m below the existing excavated

level.

The suitable foundation type for this project will be Strip or Mat

footings with soil replacements.

We recommend To compact one (1.0) meter of coarse Kurkar

min.CBR=30% in four layers each layer 0.25m compacted up to 98% of

its max. Dry density. Or compacted 1.25m of clean dune sand+ 0.25m

base courseat the top.

The recommended net allowable bearing capacity for the Strip

footings over min. 1.0m of structural fill is 150KN/m2. We recommend


15

to compact the excavated level (Foundation level) up to 98% of its

maximum dry density of proctor test. The site suirface should be cleaned

from any pocket of old gray plastic fill and refilled by kurkar or dune

sand. Structural joint is required, we recommend to design the walls of

the basement as retaing walls able to support the high fill outside it . the

area around the site should be paved to drain rain water far from

foundations.

The total and differential settlements for the foundations designed

and constructed in accordance with the recommendation given above is

less than the allowable limiting values of 51mm and19mm for Strip

foundations.

7.2-LIQUEFACTION &SEISMIC ACTIVITY:

No liquefaction problem is expected due to the far distance of the

water table from the foundation level. Gaza area is free of any noticeable

seismic activities. The Peak Ground Acceleration (PGA) value of 0.1 is

recommended for structural design purposes corresponds to an assumed

earthquakes of a Richter Magnitude of 4 to 5 degrees.

7.3- EXCAVATION & BACKFILLING WORKS:

The Site was excavated up to -5.0m before this excavation by

bulldozers . The sides of excavation area need to be excavated at 60

degrees or supported .

The excavated fill soil from the site is not suitable for backfilling

purposes at confined areas.

For structural back filling on the site, which is the filling below the

foundation or supporting members, a suitable granular soil of class (A-1-

a) or (Kurkar) is required. The fill should be spread in layers not more


16

than 25 cm thick, moisten to its optimum moisture contents and

compacted to a dry density of not less than 98% of the maximum dry

density of modified proctor compaction test (ASTM D-1557).

7.4 Foundation Protection

We recommend to use ASTM Type V cement or locally available

NIASHER Bulk EN- CEM II 42.5N/AV ( Portland Cement With 10%

Fly Ash- SILO) to be used for construction of the foundations, to prevent

corrosive action of the surrounding environments. The concrete mix shall

be designed as dense and impermeable as possible to prevent chemical

attacks. Good dense concrete of water cement ratio less than 0.50 and

minimum cube compressive strength of 30N/mm2 with graded sound

aggregate free from impurities is required.

The sides of the foundations and other structural members buried below

the ground shall be protected by appropriate protective coating or

membrane. The minimum steel cover for foundations to be 75 mm.

Prepared by: Checked by:

Eng. M. El-Swaisy Eng. \ Ahmed EL- Kourd


17

APPENDIXES OF

FIELD& LABORATORY TEST RESULTS


18

APPENDIX (A)

BORE HOLES LOGS & PENETRATION RECORDS


24

Five Story Building

Five Story Building


19

Five Story Building


20

Five Story Building


21

Five Story Building


22

Five Story Building


23

APPENDIX (B)

LABORATORY TEST RESULTS


25

SOIL PROPERTIES

LAB.NO. 603521Project FIVE STORY BUILDING DATE 23/08/2006CLIENT - B.H NO 1Classification DEPTH(m) 0

SIEVE SIZE sample ATTERBERG LIMITS(mm) % Passing LL NP9.5 98.7 PL NP4.75 96.6 PI NP2.36 92.71.18 88.9 W.C (%) 5.7%0.600 79.00.300 57.5 γdry (g/cm3). -0.150 31.0 0.075 24.7 c (KN/m2) -

CHECKED BY: M-EL.Swaisy SIGNATURE:__________

SM

SIEVE ANALYSIS

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.01 0.1 1 10SIZE (mm)

% P

ASS

ING


26

SOIL PROPERTIES

LAB.NO. 603521Project FIVE STORY BUILDING DATE 23/08/06CLIENT - B.H NO 1Classification DEPTH(m) 1.5

SIEVE SIZE sample ATTERBERG LIMITS(mm) % Passing LL NP9.5 100.0 PL NP4.75 98.9 PI NP2.36 98.01.18 97.4 W.C (%) 12.2%0.600 96.40.300 84.1 γdry (g/cm3). -0.150 48.70.075 40.6 c (KN/m2) -


SM

SIEVE ANALYSIS

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.01 0.1 1 10SIZE (mm)

% P

ASS

ING


27

SOIL PROPERTIES


SIEVE SIZE sample ATTERBERG LIMITS(mm) % Passing LL 19.99.5 98.2 PL 14.44.75 97.5 PI 5.52.36 96.31.18 95.9 W.C (%) 13.6%0.600 95.1 0.300 85.4 γdry (g/cm3). -0.150 48.30.075 39.6 c (kg/cm2) -


SC-SM

SIEVE ANALYSIS

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.01 0.1 1 10SIZE (mm)

% P

ASS

ING


28

SOIL PROPERTIES


SIEVE SIZE sample ATTERBERG LIMITS(mm) % Passing LL NP19 100.0 PL NP

12.5 93.5 PI NP9.5 89.44.75 81.1 W.C (%) 3.5%2.36 77.4 1.180 76.6 γdry (g/cm3). -0.600 74.70.300 34.2 c (KN/m2) -0.150 7.40.075 5.8


SP-SM

SIEVE ANALYSIS

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.01 0.1 1 10 100SIZE (mm)

% P

ASS

ING


29

SOIL PROPERTIES



12.5 84.1 PI NP9.5 76.44.75 69.6 W.C (%) 17.9%2.36 66.4 1.18 65.6 γdry (g/cm3). -0.600 63.50.300 24.6 c (KN/m2) -0.150 3.70.075 2.7


SP

SIEVE ANALYSIS

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.01 0.1 1 10 100SIZE (mm)

% P

ASS

ING


30

SOIL PROPERTIES


SIEVE SIZE sample(mm) % Passing19.0 100.0 ATTERBERG LIMITS12.5 100.0 LL 309.5 100.0 PL 204.75 98.3 PI 112.36 96.31.18 95.9 W.C (%) 16.5%0.600 95.70.300 93.0 γdry (g/cm3). -0.150 86.60.075 73.7 c (KN/m2) -


CL

SIEVE ANALYSIS

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.0 0.1 1.0 10.0 100.0SIZE (mm)

% P

ASS

ING


31

SOIL PROPERTIES


SIEVE SIZE sample(mm) % Passing25 100 ATTERBERG LIMITS19 100.0 LL 34.29.5 100.0 PL 16.54.75 100.0 PI 17.72.36 100.0 1.18 100.0 W.C (%) 14.2%0.600 99.00.300 72.6 γdry (g/cm3). -0.150 47.20.075 44.6 c (KN/m2) -


SC

SIEVE ANALYSIS

0

10

20

30

40

50

60

70

80

90

100

0.01 0.1 1 10 100SIZE (mm)

% P

ASS

ING


32

SOIL PROPERTIES


SIEVE SIZE sample(mm) % Passing25 100 ATTERBERG LIMITS

12.5 100 LL 269.5 100 PL 144.75 100.0 PI 122.36 99.31.18 98.9 W.C (%) 12.6%0.600 98.10.300 82.2 γdry (g/cm3). -0.150 54.60.075 49.7 c (KN/m2) -


SC

SIEVE ANALYSIS

0

10

20

30

40

50

60

70

80

90

100

0.01 0.1 1 10 100SIZE (mm)

% P

ASS

ING


33

SOIL PROPERTIES



12.5 100 LL 29.89.5 100 PL 20.54.75 99.4 PI 9.32.36 98.91.18 98.7 W.C (%) 30.3%0.600 98.10.300 87.1 γdry (g/cm3). -0.150 63.50.075 58.8 c (KN/m2) -


CL

SIEVE ANALYSIS

0

10

20

30

40

50

60

70

80

90

100

0.01 0.1 1 10 100SIZE (mm)

% P

ASS

ING


34

SOIL PROPERTIES


SIEVE SIZE sample ATTERBERG LIMITS(mm) % Passing LL NP9.5 100.0 PL NP4.75 99.3 PI NP2.36 98.71.18 98.3 W.C (%) 10.4%0.600 97.50.300 81.5 γdry (g/cm3). -0.150 42.0 0.075 30.9 c (KN/m2) -


SM

SIEVE ANALYSIS

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.01 0.1 1 10SIZE (mm)

% P

ASS

ING


35

SOIL PROPERTIES


SIEVE SIZE sample ATTERBERG LIMITS(mm) % Passing LL 34.79.5 100.0 PL 17.84.75 100.0 PI 16.82.36 99.01.18 98.8 W.C (%) 24.8%0.600 98.40.300 91.9 γdry (g/cm3). -0.150 77.50.075 72.4 c (KN/m2) -


CL

SIEVE ANALYSIS

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.01 0.1 1 10SIZE (mm)

% P

ASS

ING


36

SOIL PROPERTIES


SIEVE SIZE sample ATTERBERG LIMITS(mm) % Passing LL NP9.5 88.7 PL NP4.75 82.2 PI NP2.36 79.91.18 79.0 W.C (%) 2.9%0.600 76.1 0.300 32.5 γdry (g/cm3). -0.150 6.50.075 5.3 c (kg/cm2) -


SP-SM

SIEVE ANALYSIS

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.01 0.1 1 10SIZE (mm)

% P

ASS

ING


37

SOIL PROPERTIES



12.5 98.3 PI NP9.5 97.14.75 91.8 W.C (%) 2.8%2.36 86.2 1.180 84.6 γdry (g/cm3). 1.870.600 82.60.300 37.3 c (KN/m2) -0.150 6.00.075 4.0


SP

SIEVE ANALYSIS

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

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100.0

0.01 0.1 1 10 100SIZE (mm)

% P

ASS

ING


38

SOIL PROPERTIES


SIEVE SIZE sample ATTERBERG LIMITS(mm) % Passing LL 30.019 100.0 PL 16.4

12.5 100.0 PI 13.69.5 100.04.75 99.3 W.C (%) 21.1%2.36 99.2 1.18 98.5 γdry (g/cm3). -0.600 69.40.300 43.0 c (KN/m2) -0.150 40.60.075 40.6


SC

SIEVE ANALYSIS

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.01 0.1 1 10 100SIZE (mm)

% P

ASS

ING


39

SOIL PROPERTIES


SIEVE SIZE sample(mm) % Passing19.0 100.0 ATTERBERG LIMITS12.5 100.0 LL 379.5 100.0 PL 184.75 100.0 PI 202.36 100.01.18 99.1 W.C (%) 23.7%0.600 97.80.300 92.6 γdry (g/cm3). -0.150 79.60.075 71.3 c (KN/m2) -


CL

SIEVE ANALYSIS

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.0 0.1 1.0 10.0 100.0SIZE (mm)

% P

ASS

ING


40

SOIL PROPERTIES


SIEVE SIZE sample(mm) % Passing25 100 ATTERBERG LIMITS19 100.0 LL NP9.5 100.0 PL NP4.75 100.0 PI NP2.36 99.6 1.18 99.5 W.C (%) 14.6%0.600 98.90.300 82.1 γdry (g/cm3). 1.670.150 41.50.075 32.1 c (KN/m2) -


SM

SIEVE ANALYSIS

0

10

20

30

40

50

60

70

80

90

100

0.01 0.1 1 10 100SIZE (mm)

% P

ASS

ING


41

SOIL PROPERTIES



12.5 98 LL 289.5 98 PL 164.75 98.3 PI 122.36 98.01.18 97.9 W.C (%) 12.6%0.600 97.50.300 80.4 γdry (g/cm3). 1.970.150 30.00.075 24.4 c (KN/m2) -


SC

SIEVE ANALYSIS

0

10

20

30

40

50

60

70

80

90

100

0.01 0.1 1 10 100SIZE (mm)

% P

ASS

ING


42

SOIL PROPERTIES



12.5 100 LL 27.79.5 100 PL 15.74.75 99.3 PI 12.02.36 98.71.18 98.5 W.C (%) 21.8%0.600 98.30.300 95.4 γdry (g/cm3). 1.750.150 91.90.075 78.1 c (KN/m2) -


CL

SIEVE ANALYSIS

0

10

20

30

40

50

60

70

80

90

100

0.01 0.1 1 10 100SIZE (mm)

% P

ASS

ING


43

SOIL PROPERTIES


SIEVE SIZE sample ATTERBERG LIMITS(mm) % Passing LL 389.5 98.3 PL 164.75 96.8 PI 212.36 96.01.18 95.7 W.C (%) 15.4%0.600 95.00.300 84.6 γdry (g/cm3). -0.150 73.0 0.075 68.5 c (KN/m2) -


CL

SIEVE ANALYSIS

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.01 0.1 1 10SIZE (mm)

% P

ASS

ING


44

SOIL PROPERTIES


SIEVE SIZE sample ATTERBERG LIMITS(mm) % Passing LL NP9.5 100.0 PL NP4.75 99.4 PI NP2.36 98.71.18 98.5 W.C (%) 17.7%0.600 95.60.300 41.3 γdry (g/cm3). 1.810.150 12.70.075 11.3 c (KN/m2) -


SP-SM

SIEVE ANALYSIS

0.0

10.0

20.0

30.0

40.0

50.0

60.0

70.0

80.0

90.0

100.0

0.01 0.1 1 10SIZE (mm)

% P

ASS

ING


45

CONSOLIDATION TEST

PROJECT Five Story Building DATE 24/8/2006

CLIENT - BH BH.4

CLASSIFICATION BROWN CLAY(cl) DEPTH(m) 6.0

Test Load Voidscondition (KPa) Rationatural 1 0.5138natural 20 0.5113natural 40 0.5100soaked 40 0.5090soaked 80 0.4950 0.514

soaked 160 0.4700 1.83soaked 320 0.4400 13.5soaked 640 0.4000 2.07soaked 320 0.4050soaked 160 0.4100soaked 80 0.4200soaked 40 0.4250soaked 20 0.4300

Cc = 0.100 PRE - CONSOLIDATED PRESSURE = 100KPA

Cs= 0.02

CHECKED BY: M. El-Swaisy SIGNATURE:__________

γ dry(g/cm3)

% w.c. γ wet(g/cm3)

eo

0.360

0.380

0.400

0.420

0.440

0.460

0.480

0.500

0.520

0.540

10 100 1000Log P (Kpa)

Void

Rat

io (e

)


46

DIRECT SHEAR TEST

PROJECT: Five Story Building LAB No -CLIENT: - DATELOCATION: ZAHRA CITY TEST SAMPLE BH.5 3.0m

Classification Yellowish Calcerous Sand (SP) Sample Dry Density(g/cm3) 1.70% water content 3.5%Max. Dry density (g/cm3) 1.75% compcation 97%SPECIFIC GRAVITY(GS) 2.67Void Ratio (e) 57.1%

37.0 63.0 110SHEAR STRESS (Kg/cm2) 0.08 0.14 0.25NORMAL STRESS (Kg/cm2) 0.10 0.20 0.40

0.0

Φο 30

Checked By : M. El-Swaisy Signature :

c (Kg/cm2)

24/8/2006

0.00

0.05

0.10

0.15

0.20

0.25

0.30

0.00 0.10 0.20 0.30 0.40 0.50

normal stress (kg/cm2)

shea

r str

ess

(kg/

cm2)


47

DIRECT SHEAR TEST

PROJECT: Five Story Building LAB No -CLIENT: - DATELOCATION: ZAHRA CITY TEST SAMPLE BH5 3.0m

Classification Yellowish Calcareous Sand (SP) Sample Dry Density(g/cm3) 1.770% water content 3.6%Max. Dry density (g/cm3) 1.830% compcation 97%SPECIFIC GRAVITY(GS) 2.67Void Ratio (e) 50.8%

SHEAR STRESS (Kg/cm2) 0.09 0.17 0.31NORMAL STRESS (Kg/cm2) 0.10 0.20 0.40

0.02

Φο 36

Checked By : M. El-Swaisy Signature :

c (Kg/cm2)

24/8/2006

0.00

0.05

0.10

0.15

0.20

0.25

0.30

0.35

0.00 0.10 0.20 0.30 0.40 0.50

normal stress (kg/cm2)

shea

r str

ess

(kg/

cm2)


48

APPENDIX (C)

PHOTOGRAPHS


49

PHOTO (3) :SITE LAYOUT

PHOTO (4) :OLD FILL


51

PHOTO (5) :OLD FILL ( E – W )

PHOTO (6) :ORGANIC FILL


52

APPENDIX (D)

BEARING CAPACITY CALCULATIONS


53

BEARING CAPACITY FROM SETTLEMENT CALCULATIONSI- IMMEDIATE SETTLEMENT

SETTLEMENT CALCULATION TABLEMODIFIED SCHMERTMANN'S METHOD(1978)

PROJECT: Five Story BuildingLOCATION : ZAHRA CITY

DESIGN CRITIREA:IZS= 0.200

FOOTING WIDTH B (m)= 2 DI 8.0FOOTING LENGTH L (m)= 20 DIM 2

L/B 10.00 9.00 IZP 0.610FOOTING DEPTH D = 4 C4 3.500FOOTING STRESS q all = 150 20 130 C1 0.923077UNIT WEIGHT KN/m3 18 C2 1.14EFFECTIVE PRESSURE 108

LAYER thick(m) Z N C3 ES Z(m) IZ IZA0 0 0 0 0 0 0 0 01 1.0 0.5 20 5 68600 1 0.302428 0.0003 2.0 2 11 2 15092 2 0.609713 0.00816 3.0 4.5 20 5 68600 3 0.355666 0.00169 2.0 7 24 5 82320 5 0.101619 0.0006

12 -1.0 8.5 24 5 41160 0 -0.05081 0.000015 -4.0 10 25 5 42875 0 -0.20324 0.0000

sum 0.010693Immediate Settlement = 15 mm

Immediate Settlement CONSOLIDATION SETTLEMENT q all(kpa) 1.5 2 2.5 q all(kpa) 1.5 2 2.5

150 12 14 15 170 21 25 27

Total Settlement

q all(kpa) 1.5 2 2.5

170 33 39 42

CHECKED BY : A.KOURD

B(m) B(m)

B(m)

Allowable Bearing Capacity for STRIP Footing at-4.0 m depth =150Kpa


54

Consolidation Settlement :

PROJECT: Five Story BuildingLOCATION : ZAHRA CITY

qall,net = 150 kpa.

Df= 5 mL= 20 B= 2.5 m

CONSOLIDATION SETTLEMENTγ1= 20 sand H1= 1.0 m

σv

Sc1= 24.7 Cc1= 0.100 e1= 0.510 7.0 141.0

Sc2= 1.3 γ2= 21 clay H2= 6.0 m 9.0 m 183.0

Sc3= 0.8 Cc2= 0.010 e2= 0.510 11.0 225.0

Cc3= 0.010 e3= 0.510 12.0 246.0

Sc = 27 mm dense layer

Lab. Consolidation Settlement = 27 mm

depth

75.8

48.1

33.9

29.2

∆p (kpa)=

MSL ____________________________________________________________ THE ISLAMIC UNIVERSITY - MATERIAL AND SOIL LABS

55

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