Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Report of soil Investigation for Site of AlHussein Modern Residential building
project , Karbala City , Holy Karbala
Governorate
"Working team"
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon
University
June, 2013
1
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
‫قـائـمة الـرموز‬
‫المعنـى‬
‫الـرمز‬
Specific gravity
Liquid limit
Plasticity limit
Plasticity index
‫الوزن النوعي‬
G.S.
‫حد السيولة‬
L.L.
‫حد اللدونة‬
P.L.
‫معامل اللدونة‬
P.I.
Activity
‫فعالية التربة‬
A
Dry density
‫الكثافة الجافة‬
γd
Wet density
‫الكثافة الرطبة‬
γwet
Standard penetration test
‫فحص االختراق القياسي‬
SPT
N-vales
‫عدد الضربات في فحص االختراق القياسي‬
N
Water table
Bore hole
American Society for
Testing and Materials
British standards
Depth of footing
Width of footing
Length of footing
Number of blows in SPT
test
No plastic
Silty sand
Poorly graded sand
Poorly graded sand with
silt
Unified Soil
Classification System
Unconfined compressive
‫مستوى المياه الجوفية‬
W.T.
‫حفره اختباريه‬
BH
‫المواصفات األمريكية‬
ASTM
‫المواصفات البريطانية‬
BS
‫عمق األساس‬
Df
‫عرض األساس‬
B
‫طول األساس‬
L
‫عدد ضربات فحص االختراق‬
N
‫غير لدنة‬
NP
‫رملية غرينية‬
SM
‫رملية رديئة التدرج‬
SP
‫رملية رديئة التدرج مع غرين‬
SPSM
‫نظام التصنيف الموحد‬
USCS
‫المقاومة االنضغاطية غير المحصورة‬
qu
2
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
‫مقاومة التماسك‬
Cohesive
Friction angle
‫زاوية االحتكاك الداخلي‬
Initial void
Compress index
Swelling index
‫نسبة الفراغات االبتدائية‬
cu
Øu
eo
‫دليل انضمام التربة‬
Cc
‫دليل انتفاخ التربة‬
Cr
Over consolidation pressure
‫ضغط االنضمام المسبق‬
Pc
Bearing pressure
Settlement of soil
‫ضغط التحمل‬
∆qs
‫الهبوط في التربة‬
ρ
Total unit weight
‫وحدة الوزن الكلي‬
ᵞt
Factor of safety
‫عامل االمان‬
FS
Water content
‫محتوى الرطوبة الطبيعية‬
M.C.
conductivity
‫التوصيلية الكهربائية‬
E.C.
PH
‫األس الهيدروجيني‬
pH
Parts per million
‫جزء بالمليون‬
ppm
Total Soluble salts
‫األمال ح الكلية القابلة للووبان‬
T.S.S.
Organic matter
‫المادة العضوية‬
O.M.
3
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Table of Content
1- Introduction
2- Authorization
3- Proposed Structure & Adjacent Structures
4- Site location & Description
5- purpose of soil investigation
6- Brief geological History ,Topography and Seismic
Activity of the Site
6-1 Geomorphological Study
6-2 Previous Geological Investigation
6-3 Seismic Activity
7- Scope of the Work
7-1 Field exploration
7-1-1 Drilling and sampling
7-1 -2 Number of boreholes
7-1-3 Laboratory Works
7-2 In-situ testing and measurement
7-3 Laboratory Testing
7-3-1 Soil classification tests
7-3-2 Strength and consolidation test
7-3-3 Chemical Test
Page
No.
5
5
5
7
8
10
10
11
11
13
13
13
14
14
15
16
16
16
16
8- Methods of Testing
17
9- The objective of Investigation
10- Evaluation of Result
10-1 Grain size and hydrometer analysis
10-2 Soil Layer Description or soil profile
10-3 Ground Water Table Observation and Water
Chemical Analysis
10-4 Permeability test results
10-5 Clay Activity
10-6 Design data
10 -7 Type and Depth of foundation
17
18
18
19
10-7-1 Type of foundation
23
4
20
21
21
23
23
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
10-7-2 Depth of foundation
10-8 Bearing Capacity of the soil
10-8-1 Dynamic Method
10-8- 2 Static Method
23
24
24
26
10-8-3 Calculating the allowable Bearing capacity of piles
29
11- strength of the soil
33
12- Settlement
13- Chemical Test
14- Dewatering
15- Final analysis and special consideration
16- Proposed foundation
17- Design Parameters
18- Conclusions
19- Recommendations
20- References
33
35
36
37
38
40
41
42
45
5
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
1- Introduction:This Soil investigation for - Site of Al-Hussein Modern Residential building project in
Al- Holy Karbala Governorate. sub-soil investigation was carried out and undertaken by
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
, to carry out the geotechnical investigation of Site of Al-Hussein Modern Residential
building project . The work is carried out during month of May -2013.
The main target for doing soil investigation is to be sure that the loads transferred from
construction of building is less than the ultimate soil bearing capacity and also complete or
partial settlement of soil layers under construction load should be within the accepted limits.
2- Authorization:According to the signed agreement between Consultant Bureau- Applied geology Depart. Science Collage –Babylon University , dated
/ /2013. Consultant Bureau- Applied
geology Depart. -Science Collage –Babylon University carried out a geotechnical
investigation for Site of Al-Hussein
Modern Residential building project .In
accordance with tender specification. The field operations were carried out by Consultant
Bureau- Applied geology Depart. -Science Collage –Babylon University during 22 th May
, 2013 to 30 th of June ,2013.
3- Proposed Structure & Adjacent Structures:The proposed project . will include on type of structures (service Al-Hussein Modern
Residential
building ). The design load and parameters for building not available. The
project. target is so Al-Hussein Modern Residential building (Site of Al-Hussein
Modern Residential building project ) for …. with the required service building . The
nature of converted loads for such structure is stable and the loads variability comes from
load variable created by vibration.
4- Site location & Description:The site is located at Karbala province, about (100Km) southern of Baghdad is part of
Quaternary sediments. The site in general is flat area. The location of the boreholes was setup by the client. The boreholes coordinates are as shown in Table(1), and site plan for Forty
Eight boreholes location is shown in Fig.(1).
6
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Table (1) bore holes coordination
B.H. No
Coordination
N(m)
E(m)
Z(m)
1
40 22 57
36 12 787
not
available
2
40 20 83
36 12 649
=
3
40 19 46
36 12 502
=
4
40 18 10
36 12 340
=
5
40 16 49
36 12 183
=
6
40 20 44
36 13 114
=
7
40 18 54
36 12 972
=
8
40 16 84
36 12 750
=
9
40 15 33
36 12 617
=
10
40 15 06
36 12 231
=
11
40 13 75
36 12 402
=
12
40 23 16
36 12 881
=
13
40 19 90
36 12 733
=
14
40 19 27
36 12 695
=
15
40 18 75
36 12 768
=
16
40 19 20
36 12 630
=
17
40 18 56
36 12 716
=
18
40 18 54
36 12 627
=
19
40 19 58
36 12 684
=
20
40 18 66
36 12 744
=
21
40 18 01
36 12 786
=
22
40 20 23
36 12 745
=
23
40 19 42
36 12 822
=
24
40 21 17
36 12 892
=
25
40 20 25
36 12 982
=
26
40 17 09
36 12 348
=
27
40 16 05
36 12 348
=
28
40 15 63
36 12 447
=
29
40 22 75
36 12 807
=
30
40 22 87
36 12 879
=
31
40 22 23
36 12 868
=
32
40 22 25
36 12 891
=
33
40 21 23
36 12 960
=
34
40 20 91
36 12 937
=
35
40 20 90
36 13 008
=
7
Block Location
not available
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
36
40 21 10
36 13 049
=
37
40 20 48
36 13 014
=
38
40 20 47
36 13 052
=
39
40 20 14
36 13 079
=
40
40 19 85
36 13 126
=
41
40 19 45
36 13 041
=
42
40 19 50
36 13 000
=
43
40 20 09
36 12 994
=
Total boreholes No.= 43 Total depths =442 m
=
=
=
=
=
=
=
=
5- Project description :The project comprises about on a number of multi-story buildings , in addition , there will be
different common buildings such as schools , medical center , mall , sport center and a
mosque . due to the large size of the project and the required geotechnical investigation work
,the project site is divided into a number of clusters . the present geotechnical investigation
report is located at the building .
6- Brief geological history ,Topography and
Seismic Activity of the site:The surface of the investigated area is covered with recent of flood plain deposit by
Euphrates river (Alluvial Environment ) with some sediments came by air as dust during the
end of spring and the beginning of summer ,so the recent sediment is of silt and clay and
some fine sand in the east part of this region and the sediments in the western part became
more coarser as sand and gravels and the dust storms be more active , it is environment
deposits convert to Aeolian environment. The major light mineral consists of (20%-60%) ,
carbonate , some feldspar ,secondary gypsum as thin Gypcrete crust covering the areas
(Ghalib , 1988) because of arid climate of Karbala region, so the soil salinity is relatively
high.
There is no much information the relevant area except in the west part of Karbala region ,
which is named injana formation (upper Miocene age )(Al-Naqip , 1967) , it is consists of
four units , the first part of this formation under the surface deposits is sandstone unit it
appear in the western edge (Tarr Al-Saied ). The second unit is mudstone which consists of
8
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Fig. (1) Site plan for boreholes locations
9
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
clay with silt (Lateef , 1984 )it is massive and calcareous . the third unit is limestone –
mudstone unit consists of calcareous mudstone change to limestone or siltstone . the last unit
is Terrigenous clastic-carbonate , which consist of sandstone change gradually to calcareous
stone , shall , sand and appear in the end conglomerate sandstone (Buday ,1980) .
The high land (Taar Al-Saied ) also slopes to the lake , so the flood of rain water in winter
will flow as this slope . some of this water gone in soil and the underground water will rise
and do some engineering problem.
6.1. Geomorphological Study
from the study of (Ghalib ,1988) , the area is divided to two major geomorphology units ,
the east unit is alluvial plane close to Euphrates River , and the western geomorphology unit
is plateau named Najaf-Karbala plateau , which is deposits as cone shape (Alluvial fan
deposits) , the west edge of the plateau is Taar Al-Saied , and some water collected in some
depression with evaporation during the long hot summer leaving the surface covering with
thin salt crust in playa area.
6.2. Previous Geological Investigations
A review of available geological data from previous nearby projects in the general area
of the site has been made. Basra Governorate (Karbala District) is part of flood plain
region, which represent the recent surface formation of Iraq geology, since it contains
the recent alluvial sedimentation deposit from the two rivers, Tigers and Euphrates.
However, the site is free from old rock erosion surface. The formation of this flood
plain is belonging to Pleistocene period. On the other hand there is depression with fill
deposits which accumulated due to successively floods. It consist primary soft layers of
fine sand and silt, clay, and silty clay, these layers are present in several region of Basra
Governorate including the investigated site.
6.3. Seismic Activity
According to Iraqi Seismic Code /97, the project is located within zone II as shown in
Figure (2). Zone I represents the Middle Eastern parts of Iraq.
According to the Iraqi Seismic Code, the equivalent lateral (horizontal) earthquake load
is calculated as:
V=Z S I K W
Where:
V: lateral (horizontal) seismic load
Z: seismic hazard zoning coefficient (0.07)
S: dynamic coefficient related to soil category
10
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
I: importance factor related to the use of structure
K: structural system coefficient
W: total weight of the structure
It is worth to mention herein that the Iraqi Seismic Code/97; is relatively old and based
on data at that time. During the last years; great changes in seismic zone are happened.
Hence, we recommend using UBC code for seismic analysis. On the other hand, based
on the UBC code (1997) with regards to the soil types encountered and some field test
results, the soil profile at this site can be classified as SD.
Figure 2: Seismic Zoning Map of Iraq
11
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
the structures must be designed to resist the forces generated during earthquake shaking.
Although the structures are being designed according to IBC 2006, the seismic design
parameters are from the Unified Building Code 1997 (UBC), , which included research into
the seismic zones and hazards in Iraq. As part of the BSC seismic evaluation, obtained a
seismic hazard map for Iran from the United States Geological Survey (USGS) which
includes Iraq on the limits of the map. This map indicates Najaf is in the area of Peak Ground
Acceleration (PGA) between zero and about 0.2 m2/s (0.02g), as shown on Drawing 6. The
UBC seismic Coefficient Ca, is equal to the PGA for soft rock sites. The map in Drawing 7 is
based on soft rock. The Ca of less than 0.02 for Najaf using the USGS maps is significantly
less than the value of 0.08 for UBC Zone 1 sites. Therefore, we believe Najaf should be
designed as UBC seismic Zone 0;
PGA map for Iran, Najaf is included at the limit
(http://earthquake.usgs.gov/regional/world/iran/gshap.php)
12
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
7- Scope of the work:7-1 field exploration:
7-1-1 Drilling and sampling
Forty Eight boreholes have been bored during May -2013 by using mechanical machine
type Flight Augers drill method. the method of drilling was carried out according to the
standard of the American society for testing materials (ASTM D-1452 –D5783) which are
used for taking the samples. The depth of boring were selected by the client to extend to
underneath the zone of influence of significant foundation pressure to materials that were
relatively incompressible. The depth of boring were 6,10 &20 m from the natural ground
surface (N.G.S) Figure (1(. Three types of sample were taken i.e. the first samples were
disturbed samples its symbol is (DS) were obtained , according to(ASTM D-1586) at
intervals of (0.5-1.5) meters , and as required to determine the classification of the soil layers.
all disturbed samples were sent to the laboratory for further examination and testing. the
second sample is taken from standard penetration Test (S.P.T); its symbol is (SS) take from
split spoon of standard penetration test carried out in site, were also used as undisturbed
samples and the third samples were undisturbed, its symbol is (US), were obtained
according to(ASTM D-1587) at intervals of (1-2m) or any change of strata to cover all layers
. after extraction , the Disturbed sample were trimmed off, capped with polyethylene sacks
or paraffin wax from top and bottom, and sealed properly at both ends, transported to
laboratory for further examination and testing as shown in table (2). water table measured
after 24 hours of boring according to (ASTM D-4750).
Table (2) Types of sample and tests
Type of sample
Method of executed
Test carried on sample
1) Disturbed sample (DS)
Helical auger of machine
Consistency, grain size
distribution, chemical
analysis, specific gravity.
2) Undisturbed sample
US
Shelby Tube
3) Undisturbed sample
SS
Split Spoon
Strength tests,
consolidation tests,
density.
Consistency tests, grain
size ,chemical tests,
density, strength.
13
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
7-1-2 Number of boreholes
The field investigation was carried out 22th of May, and included drilling of Forty Eight
boring points were assigned and located by the concerned authorities for this project. These
boring points were drilled to the depth of (6,10&20)m , table (3).
Table (3) Depth of boreholes
Borehole No.
Depth (m )
1,2,3,4,5,6,7,8,9,10,11&12
6
13,14,15,16,17&18
20
19,20,21,22,23,24,25,26,27&28
10
The location of these boreholes are marked on the site plan (Fig 1)
7-1-3 Laboratory Works
Routine geotechnical laboratory testing for determining physical, mechanical and
chemical properties was carried out on selected disturbed and undisturbed soil and
water samples recovered from boreholes. The scope of the laboratory testing is
summarized in Table (4).
7-2 In-situ testing and measurement (SPT):
Standard penetration test (SPT) were carried out at various depths in all boreholes . the
tests were performed in accordance with ASTM D 1586-99.
The test consists of driving a standard split spoon (35mm) in side diameter and (50.8mm)
outside diameter through three successive lengths by a (63.3kg) hammer falling freely
through a height of (76cm) on the head of the drilled rod connected to the upper of the spoon.
The number of blows required to drive through each of the three 15cm lengths was recorded.
Generally the summation of the number of blows require for the second and third 15cm
lengths is taken as the standard penetration.
The actual depths of SPT (N-values) of each boreholes are shown in the borehole logs and on
the record test result sheet.
7-3 Laboratory Testing:
Routine geotechnical laboratory testing for determining physical , mechanical and chemical
properties was carried out on the soil samples obtained from the boreholes . All soil samples
were tested at the soil mechanics laboratory in the Al-Mewal company for soil investigation
. The actual test proposed for a particular sample depends on the type of sample (DS,US and
SS) and the nature of its material .
A full list of tests conducted for this project shown below:14
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Table (4) Summary of Laboratory Testing
Type
Classification
Tests
Physical
Properties
Test
No. of
Tests
Testing Standard
Atterberg Limits (LL and
PL)
6
ASTM D 4318
Grain
Sieve
Size
Hydrometer
Analysis
441
ASTM D 422
Specific Gravity
182
ASTM D 854
Natural Water Content
78
ASTM D 2216
Unit Weight
33
BS1377:1990
73
Shear Strength
Unconfined Compression
Test
ASTM D 2850
Compressibility
One
Dimensional
Consolidation Test
ASTM D2435
SPT
Chemical Test
164
Gypsum
39
Sulphate Content
39
. BS 1377: 1990
Part 3
Organic Matter Content
12
• ASTM
Total Soluble Salts (TSS)
39
Chloride Content
12
pH, Cl, ,SO4 and TDS for
Water
14
• Earth Manual
7-3-1 Soil classification tests:These tests are usually performed to indentify and classify the soil . they include :
* Natural moisture content. (ASTM D-2216-98)
* Grain size analysis.
(ASTM D-422-63 , ASTM D 421-85)
* Atterberg Limits.
(ASTM D-4318-00)
* Specific gravity.
(ASTM D-854-02)
* Unit weight (natural and dry) (ASTM D-4318 , BS1377:1990)
15
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
7-3-2 Strength and consolidation tests:
* Consolidation tests, and swelling test
(ASTM D-2435-02)
* triaxial compression test (UU) (ASTM D- 2850)
* Unconfined compression test. (ASTM D-2266)
* Direct shear test.
(ASTM D-3080-98)
7-3-3 Chemical Analysis on soil and water
The tests include different types of chemical tests to detect types and amounts of some
chemical constituents in soil samples .they include : * Total Soluble salts test for soil.
(T.S.S)
*PH test for both soil and water.
* Electrical conductivity EC.
* Chloride content CL-.
* Gypsum content.
* Carbonate Content CaCO3.
* Organic matter.
* Sulphat content as SO3 for soil and SO3 for water.
All the tests were conducted according to the current standards of BS1377:1990 part 3 and
earth manual , ASTM standards, mentioned above against each test .
The results of these tests are shown in the record of tests sheet.
Note:** washing the sample with distilled water on sieve No.200, and with water saturated with
Sulphat for samples containing high quantity of gypsum.
** It was difficult to get undisturbed samples to use it in the triaxial machine due to the
existence of high percentage of sand in the soil.
8- Methods of Testing:All tests are performed according to ASTM and B.S standards as above . It is a worthy
mentioning that some soil samples were tested according to special procedures that deal
with saline and gypseous soils. These testing procedures are deduced from some scientific
researches and graduate theses in this respect.
16
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‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
9- Aim of the present geotechnical report:The main purpose of the site exploration is to determine subsurface conditions at the
project site, evaluate these conditions with respect to the proposed construction and to
make engineering recommendations for site preparation, and foundations. Furthermore,
to obtain soil design parameters that may be used in the civil and structural design of
facilities at the project site. Consequently, the purposes of the exploration program can be
summarized as follows: To identify profile section for the soil, and ground water, the subsoil engineering,
physical and chemical properties up to certain predetermined depth.
 To suggest the most suitable type of foundation for the different types of structures
in the site
 To estimate the allowable bearing capacity and the compressibility of the soil for
the purpose of the most safe and economic foundation design.
 Estimating the consolidation parameter of the soil.
 To investigate the validity of the site as a foundation to support the proposed
structure.
 To identify additional requirements for design to provide durability based on the
chemical test results.
 To determine the appropriate parameters for the design of the proposed
foundations.
17
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
First :- Group B.H. (1,2,3,4,5,6,7,8,9,10,11&12)
10 - Evaluation of Tests Results:
Results of site and laboratory are evaluated according to ASTM and B.S specifications by
Table and graph. The results as follows:
10-1 grain size and hydrometer analysis :
The grain size distribution curves of soil samples taken from the boreholes at site was
determined using sieve analysis. The experimental equipment and procedure are defined in
chapter entitled " grain size analysis with sieve" . the sieving method consists of sorting soil
grains by size by passing the soil sample through a stack of sieves. The experimental results
of different boreholes are tabulated in appendix (2).percent fraction by WT according to
USCS and ASTM D2488 and ASTM D 2487 , engineering soil classification systems for the
samples are given . The experiments were successfully carried out . little soil was lost in the
sieving process .
Also hydrometer analysis was carried to determine the grain size distribution of fine –grained
soils having particle sizes smaller than 0.075 mm and when percentage of finer is greater
than 12% with weight approximately equal to 50 gm . the experimental equipment and
procedure are defined also in bowles 1991.the summaries of test results of different boreholes
are tabulated in appendix (1). According to unified classification system (USCS) ,the site soil
can in general , be classified as poor to well graded sand (SP to SW) to poorly graded sand
with silt (SP-SM) to silty sand (SM) .on the other hand , the cohesive soil pockets that
encountered at different depths in some locations can be classified as clayey silt of low to
high plasticity (ML to MH) .
Referring to the results of the SPT results , the sand and silty sand can be described as dense
to very dense since SPT values are in general greater than 50 .It is worthy to mention that the
relatively high values of SPT may be attributed to the absence of ground water within the
drilled depths and the presence of some natural chemical components that cemented the sand
particles together .
10-2 Soil Layer Description or soil profile:
According to the in situe and some of laboratory testing carried out on the soil of site ,
the subsoil strata encountered at the investigated location is detailed on the borehole logs
The unified classification system for sediments is used for the classification of this soil as
shown in appendix (1) results and profile in Figures (3).From this Table appendix (1), It
is clear that the soil consist the following layers :
a-the sub -soil strata starting from natural ground surface consisting of a layer of, yellowish,
whitish, greenish silty sand soil (SW,SP), fine gravel and high gypsum content, dense to
very dense (cementation , stony ), this layer extends up to the boring end depth of (0.0- 6.0)
18
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
This consequent changes or sub-soil strata is related to way of deposition.
Details of soil stratification for each borehole are shown in soil profile "bore logs" at figs
(3).
10-3Ground water table observation and water chemical analysis:
The under ground water level was measured at end of boring at the time of sub-soil
investigation (May, 2013) from the natural ground surface shown in Table (5). The specified
depth was fixed after 24 hours of boring termination. However, this depth May fluctuate
during the seasons of the year according to ASTM D-4750. Chemical analysis for ground
water are listed in Table (6). The water is shown to be of high alkalinity, medium to high in
salts content and it has harmful amount of sulfates .according to ASTM specifications.
precaution should be taken in concreting.
Table (5) the underground water level
Date of
measurement
under ground water
elevation (m)
Bored
method
Bored
Depth
(m )
Bored
Diameter
(m )
B.H. No.
May -2013
No sign for water
during drilling
=
=
=
=
=
=
=
=
=
=
=
Flight
Augers
=
=
=
=
=
=
=
=
=
=
=
6
0.10
1
6
6
6
6
6
6
6
6
6
6
6
=
=
=
=
=
=
=
=
=
=
=
2
3
4
5
6
7
8
9
10
11
12
=
=
=
=
=
=
=
=
=
=
=
SO3
Mg/l
-
Table (6) Chemical analysis for ground water
Cl
PH
EC * 10³
TSS
Depth (m)
mg/l
mm hos/cm
mg/l
No sign for water
-
BH .No
1
during drilling at
depth 6.0
-
-
-
-
19
=
=
=
5
8
11
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Fig .3: soil profile through boreholes (1,2,3,4,5,6,7,8,9,10,11&12)
20
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Examining the tests results, it can be seen that the range of sulphate (SO4) in water between
(-) mg/l, while the range of chloride content is between (-) mg/l [For water samples]. On the
other hand it also noted that the range of pH value for water samples were (-) It can be seen
that the TDS of water samples is high and varies from (-) mg/l.
10-4 Permeability test results:
The results of coefficient of permeability K= for layers it varies from (2.33 x 10‾3 to 7.08
x10-4) cm/sec. The permeability of this soil is good and this is caused by variation of
increasing the sand percentages in the sub-soil.
10-5 Soil Activity:
With the plasticity index and liquid limit known the Casagrande plasticity chart shows
the cohesive soil to have wide range of plasticity CL ( clays of medium plasticity ) and CH (
clays of high plasticity ) and OL or ML (silts of medium or high compressibility and clay as
shown in table (7) and appendix (3)
The average ratio of plasticity index to clay content equal:-0.00
Which release that this soil have poor clay activity according to ASTM specifications, so this
soil has low swelling tendency. The results generally indicate that the value of moisture
content is closer to the plastic limit than to the liquid limit . this trend suggests that the
cohesive less layer is dense to very dense .
Table (7) Plasticity Index and Liquid Limit PL=LL-PI
System of classification
Type of
sample
B.H.
No
Sieve &Hydrometer
Depth
(m)
Clay
%
Silt
%
Sand
%
Grav
e.%
Properties index
PL
LL
PI
%
%
%
Mc
LI
A
DS
1
-
-
-
-
-
-
-
-
-
-
-
DS
2
-
-
-
-
-
-
-
-
-
-
-
DS
3
-
-
-
-
-
-
-
-
-
-
-
Results of Liquid Limit (LL), Plastic Limit (PL) and natural moisture content (MC) are
plotted against depth. This test was conducted on samples exhibits cohesive behavior
and for cohesive constituents that mixed within cohesionless soil. The results of
Plasticity Index have been plotted against its Liquid Limit in Appendix (3) to give the
Plasticity Chart.
The Liquidity Index (LI) has been proposed as a measure of quantifying liquefaction
problem. Values of LI ≥ 1 are indicative of a liquefaction or quick potential. As long as
21
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
most calculated values of LI shown in Table 7 is less than and equal to one, so the
samples have no liquefaction potential. Values of LI in Table 7 with less than zero
indicate also that the consistency of the soil is in a semi-solid or solid state, while other
values indicate that the soil is in a plastic state. The value of LI with less than or equal
zero indicates that the soil is over consolidated. Activity of clay given in Table 7,
which is the ratio of Plasticity Index to clay content, is a measure of degree to which
soil will exhibit colloidal behavior.
Values of Activity (A) in Table 7 less than 0.75 are termed inactive clays. Normally
active clays have activities between 0.75-1.25. The samples with activity more than
1.25 are active clays. The test results indicate that most of the soil samples have
activity of less than 0.75. This means that the samples are of inactive clay.
Where:
LI: Liquidity Index ( L.I=Mc-P.L./P.I )
A: Activity (A=P.I./clay fraction )
LL: Liquid Limit
PL: Plastic Limit
PI: Plasticity Index
Mc : Natural moisture Content (water content)
10-6 Soil Collapsibility
To investigate the soil collapsibility , single collapse test was performed on selected
samples . the samples were prepared and tested according to ASTM D 5333. Samples were
prepared at natural field dry to semi dry unit weight . Test results are table (8).
Tests results have been compared with ASTM requirements for severity collapse . it is found
that the collapse index , Ie , is ranging from 1.52 to 2.27% . This means that the degree of
collapse is slight to moderate.
Table (8) results collapse tests
BH. No.
Depth m
ᵞt g/cm3
1
2
3
6
9
11
2-2.5
4-4.5
4.5-5
3.5-4
5.5-6
1-1.5
2.11
2.23
2.09
1.96
2.15
2.19
22
Ie %
1.85
1.52
2.10
2.27
1.73
1.67
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
10-7 Type and depth of foundation
10-7-1 Type of foundation
The kind of foundations is depending on the loads carried by the building
construction on the soil and the also on the bearing capacity and compressibility of this soil.
10-7-2 Type depth of foundation
The depth of foundation is depending on the nature, texture, type bearing capacity of the soil
and water table of ground water. The depth of foundation prefers to be not more than the
depth of ground water, to prevent some construction problem.
10-8 Bearing Capacity:
10-8-1- Bearing Capacity by Dynamic Method
The consistency of cohesive soils can be described qualitatively by terms such as very
soft, soft, medium, etc. The classification is based on the undrained shear strength (su) as
shown in Table (9) below. There is an experimental correlation between the shear
strength and N-values quoted by Terzaghi and Peck. This correlation should be used as a
guide only, and in situations where no enough data is available. corrected for N- SPT test
dependent on equation:- Nc = 15 +05(Nm-15) where is :N= No. of blows for SPT, Nc= correct value for N ,Nm= measurement value for N,
dependent on formula( Terzaghi & Peck ,1967 and Terzaghi (1969)) , have outlined the
correlation of SPT-N value (SPT blow count ) with undrained shear strength and consistency
of clays as in table (9) .
Table ( 9) the correlation of SPT-N value (SPT blow count ) with undrained shear strength
and consistency of clays
Soil consistency
SPT N
Cu(kPa)
Very soft
<2
<12
Soft
2-4
12-25
Medium
4-8
25-50
Stiff
8-15
50-100
Very Stiff
15-30
100-200
Hard
>30
>200
If the shear strength of the soil has not been determined, the consistency of the clay
can be estimated in the field or laboratory based on the following:
23
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‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Very soft: The clay is easily penetrated several centimeters by the thumb. The clay oozes
out between the fingers when squeezed in the hand.
Soft: The clay is easily penetrated about 1 in. (2 to 3 cm) by the thumb with clay cane be
molded by slight finger pressure.
Medium-stiff: The clay can be penetrated about 0.4 in ( 1cm) by the thumb with
moderate effort. The clay can be molded by strong finger pressure.
Stiff: The clay can be indented about 0.2 in. (0.5 cm) by the thumb with great effort.
Very stiff: The clay cannot be indented by the thumb, but can only be indented with the
thumbnail.
While Shear Strength of cohesion less soils :Shear strength of cohesion less soils is usually described in terms of relative density.
The relative density is an index that quantifies the degree of packing between the loosest and
densest state of coarse grained soils. The denseness state of a cohesion less soil can be
described as very loose, loose, medium-dense, dense, and very dense. Some standards (like
BS 5930) give the relationship shown in Table (10) below, between N-values and the relative
density of cohesion less soils
.
Table (10) below, between N-values and the relative density of cohesion less soils.
Relative density
SPT N
Angle of internal
friction (degrees)
Very loose
<4
<30
Loose
4-10
30-35
Medium dense
10-30
35-40
Dense
30-50
40-45
Very dense
>30
>45
Further well known correlations to obtain the shear strength value from SPT-N are given
below :- Cu =10 N (Sanglerat , 1972)
- Cu =6.25 N (Terzaghi & peck , 1948)
- Cu =29 N0.72 (Hara et. Al. , 1974)
- Cu =4.85 NField (Sivrikaya & Togrol , 2002)
- Cu =(4-6) NField (Stroud , 1974)
Based on the soil consistency estimations of Terzaghi & peck ( 1967) given in Table (10)
qall =1.1 Cu
From the results of in-suite the allowable bearing capacity of the soil from N-SPT method
for depth from (1.0 m to 6.0m) is ranging from (22.00–31.35) T /m² for all boreholes
24
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
While Shear Strength of cohesion less soils :Shear strength of cohesion less soils is usually described in terms of relative density.
Results are shown in Table (11) below :Table (11) allowable bearing capacity of the soil from N-SPT method
Depth
(m)
SPT(N)
Total for
300mm
BH.1
SPT(N)
Total for
300mm
BH.2
SPT(N)
Total for
300mm
BH.3
SPT(N)
Total for
300mm
BH.4
SPT(N)
Total for
300mm
BH.5
47
83
50/6"
64
50/3"
-
50/6"
50/5"
81
65
50/3"
50/5"
1.0
1.5
2.0
3.0
4.0
5.0
6.0
Depth
(m)
1.0
1.5
2.0
3.0
4.0
5.0
6.0
-
50/3"
-
83
50/6"
-
SPT(N)
Total for
300mm
BH.6
-
SPT(N)
Total for
300mm
BH.7
50/5"
50/6"
50/5"
39
-
50/6"
-
SPT(N)
Total for
300mm
BH.8
-
50/6"
-
82
50/5"
SPT(N)
Total for
300mm
BH.9
SPT(N)
Total for
300mm
BH.10
SPT(N)
Total for
300mm
BH.11
SPT(N)
Total for
300mm
BH.12
SPT(N)
Total
for
300mm
NC=
correction
SPT(N)
Total
for 300mm
Ave.
B.C
T/M²
50/6"
50/5"
-
50/6"
50/6"
50/3"
50/6"
-
50/5"
50/6"
-
65
70
90
93
94
50/6"
97
40
42
53
54
55
57
56
22.00
23.10
29.15
29.70
30.25
31.35
30.80
The bearing capacity of the soil at shallow depths can be obtained by using different
approaches . basing on the SPT-N values of the supporting sandy layer , Meyerhof
suggested the following empirical formula to calculate the allowable contact pressure ( ∆qs
) that causes 25 mm (allowable ) settlement :
∆qs= 0.31 Nρ(B+0.3/B)2
In which ∆qs in (kPa) , B in (m) and ρ in (mm)
25
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Before using this equation , the measured SPT-N values should be corrected to account for
different factors such as overburden vertical stress and driving energy ratio . since there is
no available data regarding the driving energy and efficiency , the ratio is assumed as 50% .
this assumption reduces the measured values by about 30% and makes the calculations on
safe side .
10-8-2 Bearing Capacity by Static Method: Since damaging may result from foundation failure (collapse)as well as from excessive
settlement .the following criteria must always be used in evaluating the bearing capacity :- Adequate factor of safety against failure.
- Adequate margin against excessive settlement .
The bearing capacity could be evaluated from one of the following method.
1- The bearing capacity is calculated according to Terzaghi equation with modification
suggested by Meyerhof (1963)
qult= C Nc +q Nq +0.5BγNγ
continuous footing
qult= 1.3CNc +q Nq +0.4γBNγ
square footing
qult= 1.3CNc +q Nq +0.3γBNγ
round footing
qult= C Nc Sc dc +q Nq Sq dq +0.5γ B Nγ Sγ dγ Meyerhof
Nc ,Nq, N γ
Bearing capacity factor
Sc, Sq ,S γ
Shape factors
dc , dq , d γ
Depth factors
Sc =1 + Nq B / Nc L , Sq= 1 + B/L tanø , Sγ=1 - 0.4 B/L
dc= 1 + 0.4 Dƒ/B , dq= 1 + 2 tanø(1-sinø)²D/B
2- Bearing capacity for foundation on undrained saturated clay for ø=0 , so the general
Expression will be :
qult= C Nc + γ Dƒ (i.e. Nq=1, Nγ=0)
(Nc) rectangular = (1+ 0.2 B/L) (Nc) strip (skempton formula)
3- the net allowable bearing capacity of clay or plastic is approximately equal to the
unconfined compressive strength where
qult= C Nc + γ Dƒ for ø=0
The net ultimate bearing capacity (qult) is defined as the pressure that can be supported at the
base of the footing in excess of that at the same level due to the surrounding surcharge.
So qult= qult- γ Dƒ= C Nc + γ Dƒ - γ Dƒ
qult= C Nc take F.O.S=3
qult= C Nc/3
C= q unconfined /2 , usually Nc≈6 , so
qall= q unconfined x 6 /2x3 , so
qall= qult/ safety factor
26
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Thus the allowable bearing capacity of clay or plastic silt is approximately equal to the
unconfined compressive strength .
The results of the unconfined , direct shear and triaxial tests are shown in table (12) .
indicate that the cohesive less soil is dense to very dense.
Table (12) strength parameters (unconfined & triaxial test and direct shear test results
with depth
BH.NO
Depth
M
BH.1
=
=
BH.2
=
=
BH.3
=
BH.4
BH.5
BH.6
BH.7
=
BH.8
BH.9
=
BH.10
BH.11
=
BH.12
=
1-1.5
3-3.5
6-6.5
1-1.5
3-3.5
5.5-6
1.5-2
3.5-4
2.5-3
2.5-3
4.5-5
1-1.5
4-4.5
3.5-4
2-2.5
5-5.5
2-2.5
2.5-3
4.5-5
1.5-2
4.5-5
Triaxial test
Un
Un
drained
drained
Cu T/m2
u
-
Direct shear test
Drained Drained
C T/m2 Ø
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
32
35
36
34
41
41
40
38
35
41
37
39
37
33
37
38
37
41
38
39
36
γ wet
gm/cm³
γ dry
gm/cm³
qu
T/m2
2.01
2.11
2.14
2.05
2.23
2.22
2.17
2.15
2.05
2.23
2.14
2.18
2.12
2.04
2.13
2.14
2.13
2.22
2.18
2.17
2.11
1.97
2.05
2.09
2.01
2.17
2.16
2.11
2.09
2.01
2.19
2.08
2.13
2.05
2.01
2.07
2.10
2.08
2.18
2.15
2.14
2.07
-
The allowable bearing capacity for foundation shown in Table (13).
Table (13) The allowable bearing capacity for foundation
Df= the depth of foundation (m )
allowable bearing capacity T/m²
(1.0) m
(11.40) T/m²
(2.0) m
(13.76) T/m²
(3.0) m
(16.18) T/m²
The safe bearing pressure may be determined using a factor of safety of 3 against shear . the
allowable bearing capacity of shallow footing with width B≤1.2 m is above in table (13).
27
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Unconsolidated undrained triaxial test (UU-test) was done on selected samples taken from
the SPT test. As well as direct shear tests were performed on sandy soil samples to get the
shear strength parameters of the cohesionless soil. The UU-test was conducted on
cohesive to semi cohesionless samples. Samples were prepared using static compaction
procedures at certain density related to the relative density obtained from the results of the
SPT results.
The summary of the test results is given in Table (13). The range of the undrained
shear strength (cu) obtained from UU-Triaxial test is 0 to 0.0kPa; while the angle of
internal friction approaches ranges from 0.0-0.0 degrees. On the other hand; the
undrained cohesion (cu) obtained from the direct shear test values is always zero, and the
range of the angle of internal friction (φ) varied from 33.0 to 41.0 degrees. From the test
results it can be seen that the values of cu, at some locations, is small
and sometimes approaches zero. This is due to the nature of the soil at the site which is
mainly cohesionless soil. On the other hand, the value of the angle of internal friction was
found to be varying depending on the soil constituents and relative density. For practical
purposes, the value of cu can be taken as zero for cohesionless soil. It is worth to mention
herein that the SPT test can be used for estimated and evaluation of bearing capacity and
settlement.
11- strength of the soil :For cohesion less soil layer, the results direct shear and number of blows of standard
penetration test (SPT) table (11,12) indicate that the relative density of this soil layer is
medium to very dense .
Unconsolidated undrained triaxial test (UU-test) was done on selected samples taken from
the SPT test. As well as direct shear tests were performed on sandy soil samples to get the
shear strength parameters of the cohesionless soil. The UU-test was conducted on
cohesive to semi cohesionless samples. Samples were prepared using static compaction
procedures at certain density related to the relative density obtained from the results of the
SPT results.
From the test results it can be seen that the values of cu, at some locations, is small
and sometimes approaches zero. This is due to the nature of the soil at the site which is
mainly cohesionless soil and sometimes contains cohesive materials with small
percentages. On the other hand, the value of the angle of internal friction was found to be
varying depending on the soil constituents and relative density. For practical purposes, the
value of cu can be taken as zero for cohesionless soil. It is worth to mention herein that the
SPT test can be used for estimated and evaluation of bearing capacity and settlement.
28
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
12- Settlement:Settlements are usually classified as follows:
1. Immediate, or those that take place as the load is applied or within a time period of
construction.
2. Consolidation, or those that are time-dependent and take months to years to develop.
Immediate settlement analyses are used for all fine-grained soils including silts and
clays with low degree of saturation and for all coarse-grained soils with a large coefficient
of permeability.
Consolidation settlement analyses are used for all saturated, or nearly saturated, fine
grained soils where the consolidation theory applies. For these soils, it can be estimate
both settlement ΔH and how long a time it will take for most of the settlement to occur.
The soil type at the site is cohesionless soil . hence , only immediate settlement is expected
to take place due to the applied loads . the elastic settlement of uniformly loaded flexible
foundation can be calculated from the following equation (Bowles , 1996 ) :
Sec =∆qs B' (I-μ2/E2)m Is If
Is=I1+(1-2μ/1-μ ) I2
Where :- qs: intensity of contact pressure factors .
I1 and I2 are influence factors depends on L'/B' of segment and H/B' (these values are taken
from Table (5.2) in Bowles (1996) , and thickness of stratum H, poissons ratio μ, and base
embedment depth Df , (these factors are given in Bowles , 1996) , and Es (elastic parameters
of soil under the footing base ) .
-B': width of segment
m: no. of contributing segments and equals 4 at centre, 2 at side and 1 at corner.
μ is Poisson's ration (Taken as 0.3 for sandy soil)
Es is the modulus of elasticity and can be estimated for sand from the following equations as
given in Bowles(1996):
The settlements of fine-grained, saturated cohesive soils will be time-dependent, and
consolidation theory is usually used, although elastic methods can be, and sometimes are,
used. Consolidation settlements can be calculated from the following equation:
ΔH = mv Δp H = ε H
Where; mv is the coefficient of volume change.
In general the settlement of footing is calculated as:
Total settlement=immediate settlement + consolidation settlement
Since the soil at the site is dry cohesionless soil; the initials (immediate) settlement is
the predominated settlement and no long term (consolidation) settlement is expected at the
site.
For the encountered soil at the site; it can be concluded that the predominated
settlement component at the site is the immediate settlement. Keeping in mind that special
29
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
care must be followed for the evaluation of soil parameters for settlement analysis .In the site
, the immediate settlement can be calculated directly from the results of SPT ( Lambe and
whitmen , 1969). Taking all the parameters for settlement analysis into consideration and
consider the presence of gypsum within the allowable limits.
13- Chemical Tests:
From the chemical tests of the soil samples were analyzed for sulphate , chloride contents
,organic matters contents, calcium carbonate ,pH , TSS and gypsum content . the results
are summarized in table (14) . it is clears that the highest value of sulfate as SO3 % is range
(0.39-0.85%) for soil and the range chloride content is (240-427) mg/l . Organic matters of
soil samples were varied from 0.35 to 0.62% .On other hand the TSS and gypsum content
were found to vary from 12.02 to 22.36% and 9.22 to 17.40 % , respectively . We suggest
to use sulfate resistance Portland cement (SRPC) for foundation and all concrete in contact
with soil. covered all sides of concrete with bitumen layer with a thick according to choice
the designer or minimum cement content is 410 kg/m³, maximum free water/ cement ratio
is 0.50 by weight and special precautions should be adopted for concrete reinforcement
below ground level due to high percent of chloride content .
No. of
BH
BH.1
=
=
BH.4
=
=
BH.8
=
=
BH.11
=
Depth
(m)
1-1.5
2-2.5
3-3.5
3.5-4
4.5-5
5.5-6
1.5-2
2.5-3
3.5-4
4.5-5
5.5-6
Table (14) Results of chemical Analysis for soil
SO3
Gyp.
TSS
ORG CaCO3
PH %
(%)
(%)
(%)
(%)
(%)
0.39
9.22
12.02
0.62
12.0
8.0
0.41 13.53 15.18
0.54
13.0
8.1
0.45 12.30 15.52
0.46
15.0
8.0
0.48 15.72 19.36
0.38
18.0
7.9
0.52 17.12 21.41
0.35
22.0
8.0
0.61 14.38 18.61
0.41
25.0
8.1
0.41 11.94 14.50
0.58
11.0
8.1
0.44 13.73 17.71
0.61
13.0
8.0
0.59 17.40 22.36
0.43
16.0
7.9
0.63 16.41 20.15
0.40
18.0
8.0
0.85 13.57 17.31
0.37
22.0
7.8
Cl(mg/l)
240
238
427
285
252
214
359
372
411
291
256
14-Dewatering
The site investigation data shows that groundwater is found at >6.0 m.b.g.1. This is the
level of the river. It may also be affected by seasonal variations. For the safe excavation
below this level, de-watering will be required. As well as; any excavation shall be carried
out in such a way not to damage
30
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
the base material due to uncontrolled hydraulic gradient. Groundwater control measures
could take the form of local de-watering by the construction of perimeter drains and
sump pumping.
15- final analysis and special consideration :A discussion of the results that are derived from field and laboratory testing carried out on
site is as follows:The main problem that could be encountered during the life of the project . is the presence of
soluble salts in the most layers, this can be explained as the effect of soil engineering
properties variations , due to presence of gypsum and total soluble salts contents and the
fluctuation of water table. Any fluctuation of the water table could make a leaching process
to the soil underneath the foundation.
The leaching process can be defined as the removal of soluble matters and dissolution of the
cementing agents from soil either by water table fluctuation or by percolation of water into
soil. The action of leaching change the engineering properties of soils especially
compressibility, shear strength, collapsibility and permeability, and in turn it affects the
performance of the structures established or constructed on or within such soils.
Furthermore, there is an increasing relationship between the leaching and time. The rate of
leaching increase with time initially due to enlargement of the voids, then it decreases due to
collapsing of soil structure. The insufficient consideration of the variation of the engineering
properties due to leaching creates serious problems to the structures constructed on these
soils. The water table was encountered, as observed at the time of investigation, between (>
6.0 m ) below the existing ground level . Due to the existence of water table in deep depth,
makes the problem of settlement insignificant as consolidation is a process of graduated
decrease of the water content from saturated soil under constant load. the soil condition
above the water table makes the problem of settlement insignificant due to existence of
cohesionless layer at deep depth from ground surface. The presence of leakage of water
which could lead to differential settlement in the most layers , this can be explained as the
effect of soil engineering properties variations , due to presence of high salt contents and the
fluctuation of water table. The presence of soluble salts in the soil may cause significant
changes in the properties of the soil . the effects on coarse grained soils may be more obvious
As a result , collapse may cause damage to the foundation of the structures , it is worthy to
mention that there are many effects of the soluble salts on:- Compaction and shear strength
-compressibility characteristics
- hydraulic conducts characteristics
-physical properties
31
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
16- proposed foundation:Stability and safety of a structure depends upon proper design and performance of its
foundation. According to site condition, soil properties , structures arrangements , loading
distribution and discussion of test result it was found that shallow foundation are the most
relevant type for most of structures in the project . in which applied load will not exceed
or approximately equal to the allowable bearing capacity .
All computation are performed for an expected range of dimension for settlement
calculation for spread , continuous and raft footing which are contact with a layer of well
compacted sub base of 1m suggested to be laid underneath the base of shallow foundation.
Based on the available information concerning the building and structures to be
constructed at the proposed site , provided by the contractor , the analysis mentioned in
paragraph(10-8-2 Bearing Capacity by Static Method) are made to determine the
allowable soil bearing capacity and the total settlement for the suitable foundations.
The allowable net soil bearing pressure for the spread, continuous and raft foundations
with enough rigidity placed at a depth of (1m) below the existing natural ground level was
evaluated to be in the order of (11.40T/m²) , in order for raft foundations placed at a depth
of (1m). The allowable net soil bearing capacity was evaluated using a factor of safety of
(3) against bearing capacity failure that means the contact pressure will be sufficiency low
in magnitude to keep load – induced deformation within the elastic range of the bearing
soils. Potential load responsive elastic settlements shows that the settlement is about less
than 5.0 cm provided the suggested design and construction criteria are followed .The
differential settlement shall be about 50% of the expected total settlement. The following
table (15) shows the parameter of silty sand layer which could be required on base
equation (Ks=40 *SF*qa ) for foundation analysis and design .
Table (15) Required parameter Modulus Ks
Modulus of sub
Depth (m)
qa(kN/m2)
grade reaction , Ks
1.0
114.0
13680
2.0
137.0
16440
3.0
161.8
19416
From the summary above it is shown that the imposed design load in some structures
exceeds the allowable bearing capacity of the soil , also the condition of loading and
unloading coming from the different resources should beaded to the design , and a
possibility of uplift pressure .
32
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
17- Design parameters:The soil parameters summarized in Table 16 are recommended for the design of
foundations.
Table (16) Recommended Values of Applicable Soil Parameters and some Design
Parameters
Soil parameters
Symbol
Applicable values
and evaluation
Unit
Specific gravity of cohesive soil
Gs
Specific gravity of cohesion less soil
Gs
Liquid Limit of cohesive soil
LL
%
Plasticity Index of cohesive soil
PL
%
Bulk Unit weight
γt
2.11
gm/cm3
Water table level
----
>6.0
m.b.g.l.
Cohesive Soil type
CL
Cohesion less Soil type
SP ,SW
---2.64
----
---dense to dense to
very
----
dense cohesion
less soil
Undrained cohesion for cohesive soil
for shallow Foundation
cu
t/m2
Angle of shearing resistance for
cohesive soil
Φ
Degree
Angle of shearing resistance for
cohesion less soil
φ
Compression index
cc
----
Swelling index
cr
----
Initial void ratio
eo
----
Factor of safety for bearing capacity of
shallow Footing
FS
Factor of safety for pile capacity
FS
33
33-41
3.0
Degree
-------
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Net allowable bearing capacity for
shallow footing (2.0-3.0)m
Qall
Working pile capacity
Qa
11.40
t/m2
Ton
18- Conclusions :Geotechnical investigations have been carried out for the site. In-situ standard
penetration tests have been carried out. Laboratory tests have been undertaken to
determine Atterberg limits, grading, shear strength parameters, consolidation test and
chemical tests for soils (sulphate, organic content, total soluble salts and chloride) and
chemical analysis for water (pH, Cl, SO4 and TDS). From the field observation and test
results the following conclusions are gathered:
1.
Design information concerning loading condition is not available and foundation
type and depth is not available, therefore, this report deals with sub – soil
characteristics only.
2.
The allowable bearing capacity at shallow depth may be taken as (11.40T/m²) at
depth 1.0 m, (13.70T/m²) at depth 2.0 m and (16.18T/m²) at depth 3.0 m below
natural ground level.
3.
Ground conditions encountered in the exploratory holes showed that the soil
profile consists of the following layers: The soil profile can be described as a
layers stratification of different soil types. thin layers of cohesion less soil of silty
to clayey sand was noticed at different locations. The cohesion less soil can be
classified as poorly graded sand with to silty sand (SW, SP).
4.
Groundwater levels have been recorded. The groundwater table is about
>6.00m.b.g.l below existing ground level. Dewatering is required for the part of
structure below the water table level.
19- Recommendations :Note: - based on the designer order
The following steps are recommended:1- Excavate the foundation to the design depth for the proposed building , the anticipated
bearing pressure will be in the order of (11.40 t/m2 ) .
2- Less could be recommended for other building which its applied loads are not exceeds
the allowable bearing capacity mention.
3-The soil beneath foundation should be excavated to depth not less than (1.00m) below
ground level . it is preferred to make the width of excavation (B+0.50)m. and laying of
34
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
lower is replaced by clean of boulder of 0.30m ( two layer 2 * 0.15) thick for soil
stabilization and compact .
And Laying a layer of sub base class B thick 0.30 m( two layer 2 * 0.15) with following
requirement :- a- well Field density should not less than 95 % of bulk density
established according to (ASTM D-1557)
b- The value of CBR not less than 35% (ASTM D-1883) at 95% of the
max dry density established according to (ASTM D-1557)
c- liquid limit 35% maximum
d- organic matter
not more than 1.0%
e- SO3
not more than 2.0%
f- total soluble salts
not more than 10 %
g- gypsum content
not more than 10.5 %
The subbase material must be provided according SCRB with minimum values of chemical
compounds . This replacement would increase the bearing capacity and reduces total and
differential settlement .
4-It is recommended to fill the zone around the foundation with well compacted clayey
layer of low permeability according to (ASTM D-1557) to conform required , a relative
compaction of 95%, should be achieve during compaction , with carrying out the
following tests :a- particle size distribution
b- insitu dry density and optimum moisture content
c- Atterberg limits
d- minimum C. B. R. is 4%
5- Put a layer of Lean concrete of thick 0.1 m. mix (1:3:6) under the foundation.
6- The ground must be sloped away from structures as possible and slope maintained so
that runoff water will be carried away from adjacent to stand near foundations, but
must be drained into lined ditches.
7-Water ,sewer and gas lines installed in such away that not make weakness in foundation
and should be designed to absorb movement without breaking .
8-As a measure in this respect is construct not less than 2 m wide sidewalk surrounding the
structures should be constructed immediately after erection of the building . The joints of
this sidewalk slabs should be properly filled with mastic .
9- Due to the high soluble salts and gypsum contents in the soil , all concrete works which
in touch with soil should be protected by coating all the footing faces by a layer of hot
bitumen type 20/30 with 8.0 mm thickness.
10- Dewatering the water table during the construction period by use filter. During the
period of construction using well point system for dewatering or boring deep wells with
filter to avoid pumping of fine particles reduce the ground water level around station site,
for reduce the ground water level .
11- Type of cement :35
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
a- Sulphat resisting cement is recommended to be used for foundation .
b- minimum cement content is 400 kg/m³.
c- maximum free water/ cement ratio is 0.45 by weight .
d- special precautions should be adopted for concrete reinforcement below
ground level due to high percent of chloride content .
e- vibrators must be used in order to density the fresh concrete.
12- due to the presence of some gypsum and other soluble salts at different depths and
locations in the site , fresh and rainfall water should be carefully drained away from
the building foundations .
COMMENTS
1.1 Foundation Concrete
Considering the results of chemical tests, and sulfate content value, is
recommended to use sulfate resisting cement conforming to BS 4027 (or its
equivalent) with a cement content of not less than 410kg/m3 and water cement ratio
of not more than 0.45.
1.2 Protective coating, apply 2layers of emulsified asphalt for all concrete works in
contact with the soil.
1.3 Flexible connections are recommended for all utilities at their crossing to the
basement walls.
1.4 Precaution Measures Towards Gypsum Content
1.4.1 Construct an impermeable protective belt of GC (Clay + Boulder) about 2m
width around the foundation zone, at a suitable level so that it can be kept
continuously moist to avoid the development of shrinkage cracks in this layer. This
belt will assist in preventing surface waters from percolating into the ground which
may initiate leaching process. This layer which is to be 30 cm thick has to be
compacted to 95% of its maximum dry density at its optimum moisture content
obtained from Modified Proctor test.
Or
1.4.2 Concrete side walks around the building with width not less than 2m will assist in
pushing surface waters away from foundation zone and prevent their percolation
into the ground that may result in leaching of gypseous soils.
2.4 Seismic Parameters as per the UBC97, the soil profile type to be considered for
design purposes is (SD). The site is within seismic zone (1).
36
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
2-
Preparation of Foundation Strata
a. Excavate 1.0 m deeper than the final level where the raft is to be laid at, Table 1.
b. Backfill 0.80m using engineering backfill (road base) in four successive layers.
Each layer is to be compacted to 95% of its maximum dry density at its
optimum moisture content obtained from modified Proctor test (to account for
existence of gypsum).
c. Cast a layer of 10cm lean concrete (1:3:6) on top of the final engineering fill
layer as its compaction is completed.
d. Construct the waterproofing layer and then apply concrete screed for protection.
3-Dewatering is to be carried out continuously while excavation and construction of
raft and basement and to be continued till dead loads of substructure and superstructure
balance the hydrostatic pressure with F.S not less than1.2. Proper filter to be used
while dewatering to avoid pumping out of fine soil particles.
Warning
The following points should concern:1- The soil investigated was sandy soil of variable texture .It has a high bearing capacity ,but
in case of excavation ,it disturbed and when subjected to seepage of water ,it is subjected
to a danger distribution , causing collapse of the sides of the excavation.
2- It is possible to form a large clip circles on the sides of excavation in absence of water .
3- The rate of water flow toward the excavation is very high ,due the high permeability of the
soil .
‫ توصيات إضافية‬/‫م‬
‫إن وجود الجبس في التربة يجعل اتخاذ هذه التربة أساسا للمنشآت الهندسية امرأ غير مستحب تماما فذوبان الجبس وانتقاله‬
‫ لذا يجب اتخاذ أقصى االحتياطات إلبعاد الماء عن التربة‬. ‫بواسطة الماء داخل التربة يعرض المنشآت إلى الهبوط والفشل‬
-: ‫ ويتم بالوسائل التالية باإلضافة إلى توصياتنا السابقة في التقرير الفقرة ( ) كاألتي‬.‫القريبة من المنشأ‬
. ‫ تكبير عرض المماشي حول المبنى إلى أقصى حد ممكن‬-1
‫ عمل جدار ساند للماشي يمتد إلى عمق األسس األصلية للمبنى وبفضل أن يمنع الماء أما بطبقة فلنكوت أو يكون‬-2
. ‫الجدار بورقتين يحويان القير بينهما‬
. ‫ تقليل التربة المزروعة حول المنشأ أو إلغاء ماء السقي‬-3
‫ ربط شبكة المياه والمجاري للمبنى فوق مستوى األرض بشكل ظاهر للسيطرة على أي نضوح أو مشاكل أخرى‬-4
. ‫متوقعه‬
‫ تقليل غسل الكراجات والمماشي قدر المستطاع‬-5
‫ومن ناحية أخرى فات تعرض التربة الجبسية للماء قد يسبب هبوطا تفاضليا في المنشأ يؤدي إلى فشله اإلنشائي أو‬
-: ‫الوظيفي لذا فاتخاذ االحتياطات من الناحية اإلنشائية ضروري ومنها‬
. ‫ تقليل أحمال المنشأ باستخدام مواد بناء خفيفة ونظام بناع خفيف الوزن‬-1
37
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
‫ ومن الطبع األساس الحصيري هو األكثر‬. ‫ عمل أوسع ما يمكن من أسس وتصميمها لتحمل الهبوط التفاضلي‬-2
. ‫الحلول جوده للسيطرة على الهبوط التفاضلي‬
‫وإذا كان باإلمكان استبدال التربة الجبسية بأعماق تصل إلى الحد الذي يقل فيه تأثير االجهادات المتأتية من المنشأ بتربه‬
‫غير جبسيه( أذا أمكن ) فذلك أفضل ويجب أن تصمم الخلطة هذه التربة المستبدلة بطريقة علمية وعمليه لتحقيق نجاحا‬
-: ‫في ثالث اتجاهات على األقل وهي‬
‫ قابلية نفاذية قليله قدر اإلمكان لتقليل حركة الماء‬-1
. ‫ قابلية تحمل عالية لتحمل أحمال المنشأ وتقليل األحمال المنتقلة إلى التربة في الطبقات السفلى‬-2
‫ كون هذه التربة الجديدة مستقره وال تعاني من تغيرات حجميه عالية بسبب تعرضها للماء والجفاف وتقبل الحدل بشكل‬-3
.‫جيد‬
20- References :1-Al-Kadimi , Jassim , M. Sessecian , F .Kh., Fatah .A.S. Dkran ,D.B.(1996) ,
"Structural Iraq map , series Geological maps scale (1:1000
000)unpublished , Geological Survey of Iraq.
2- Al- Mufty , A.A, and Nashat ,I.H.(2000) "Gypsum content determination
in Gypseous soils and rocks "3rd Int. Jordanian Conference on mining
"pp.500-506.
3- Al-Naqip ,K. ,M., 1967, "geology of the Arabian peninsula, Southwestern
Iraq "U.S. Geol. Survey .
3- Al-Shakarchi ,Y. and N.Al-Mohamadi , (1985) " foundation Design " in
Arabic
5- American society for testing material (ASTM) .
6- American Association of state highway and transportation officials
(AASHTO) .
7-British standards code of practice CP2001(1991).
8- British standards ,1377 (1990) "Method of Testing Soils for Civil
Engineering Purposes.
9 -CP 2004:1972 code of practice for foundation British standards
institution .
10-Craig ,R.F.(1974)" Soil mechanics" van Nostrand Reinhold company.
11- Das ,B.M,(2004) " Principles of Foundation Engineering " 3rd Edition,
PWS published company , Boston , USA.
12-Design manual ,soil Mechanics , foundations and earth structures .(1971).
Nav. docks DM-7Depart. Of Navy Bureau of yards and Docks
Washington 25,D.C.
13- Ghalib ,A., A., (1988) , "Study of the geomorphology of Najaf plateau, M.SC.
Thesis , College of Science ,University of Baghdad .120 p ,Unpublished .
14- Head ,K.H.(1980) "Manual of soil Laboratory Testing " Vol.1,prentech ,
press, London .
38
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
15- Head ,K.H.(1982) "Manual of soil Laboratory Testing " Vol.2,,prentech ,
press, London .
16-Lamb ,T.W.(1951)" Soil testing for engineers " John Wiley and Sons , INC.
17- Lamb ,T.W. and Whitman ,R.V.(1979)" Soil mechanics " John Wiley and
Sons , INC.
18- Lateef ,A.S.A., (1984)"Report on the Regional Geological Mapping of Baher
Al-Najaf area " D.G.of Geological Survey and Min. Inves .Rep.No1327.
19-Peck ,R.P. , Hanson ,W.E. and Thornburn ,T.H. (1974)" Foundation
Engineering " John Wiley and Sons , INC.
20 -Simons ,N.E. and Menzies ,B.K. (1977) " A short course in foundation
engineering " Newness Butter worth .
21-Terzaghi ,K.& Peck ,R.B.(1967)"Soil Mechanics in Engineering
practice"2nd Edition. John Wiley &Sons ,Inc., New York.
22- Teng ,W.C.(1974)" Foundation Design " Prentice Hall ,New Jersey.
23- Tomlinson M.J.(1975)" Foundation Design and construction " Pitman 3rd
Edition .
24-Varghese ,P.C.(2010)"Foundation Engineering "PHI Learning Private
Limited , New Delhi.
39
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
APPENDIX (1)
40
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Type of
Sample
Soil
Description
Depth m
Soil classification
0-0.5
DS
5
17
76
2
1-1.5
SS
3
15
79
3
2-2.5
DS
2
18
77
3
3-3.5
SS
3
15
80
2
4-4.5
DS
3
16
78
3
5-5.5
DS
2
14
81
3
6-6.5
SS
3
13
82
2
Clay
%
Silt
%
Sand
%
Grav
e. %
Yellowish ,
whitish , dense ,
fine to medium ,
silty sand soil with
gypsum content
and fine gravel
Yellowish , very
dense, fine to
medium to
coarse , silty sand
soil (cementation )
with gypsum
content and fine
gravel
Plasticity
Index
Unit weight
gm/cm³
G.S
SPT(N)
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project . (BH.1)
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
1.97
2.01
-
47
-
-
-
-
-
2.64
-
-
-
-
2.05
2.11
-
83
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
2.09
2.14
-
50/6
"
Type of
Sample
Soil
Description
Depth m
Soil classification
0-0.5
DS
5
18
75
2
0.5-1
DS
3
15
79
3
1-1.5
SS
2
14
81
3
2-2.5
DS
3
16
78
3
3-3.5
SS
3
17
79
1
4-4.5
DS
3
19
78
0
4.5-5
DS
2
22
76
0
6.5-6
SS
4
19
77
0
Clay
%
Silt
%
Sand
%
Grav
e. %
Plasticity
Index
Unit weight
gm/cm³
G.S
SPT(N)
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.2)
M.C
%
L.L
%
P.I
%
Dry
wet
Yellowish –
whitish , very
dense , fine to
medium , silty
sand soil with high
content gypsum
and fine gravel
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
2.01
2.05
-
64
-
-
-
-
-
-
-
Yellowish , very
dense, fine to
medium to coarse
silty sand soil
(stony ) with high
gypsum content
-
-
-
2.17
2.23
-
-
-
-
-
-
2.64
50/3
"
-
-
-
-
-
-
-
-
-
-
-
-
-
-
50/3
"
41
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Soil classification
Soil
Description
Clay
%
Silt
%
Sand
%
Grav
e. %
0-1
DS
4
15
78
3
1.5-2
SS
2
17
77
4
2.5-3
DS
3
14
79
3
3.5-4
SS
3
15
81
1
4.5-5
DS
2
18
80
0
5.5-6
SS
3
16
81
0
Yellowish whitish , dense,
fine to medium
silty sand soil with
high gypsum
content with fine
gravel
Yellowish , very
dense ,fine to
medium to
coarse , silty sand
soil with high
gypsum content
Plasticity
Index
Unit weight
gm/cm³
G.S
SPT(N)
Type of
Sample
Depth m
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.3)
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2.64
50/6
"
-
-
-
-
-
-
-
-
-
-
-
-
2.64
50/5
"
-
-
-
-
2.02
2.09
-
81
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.4)
0-0.5
DS
5
16
77
2
0.5-1
SS
3
15
80
2
1.5-2
DS
2
17
78
3
2.5-3
SS
2
15
79
2
3.5-4
DS
2
18
80
0
4.5-5
SS
3
15
82
0
5.5-6
DS
4
17
79
0
Clay
%
Silt
%
Sand
%
Grav
e. %
Whitish -yellowish,
very dense, fine to
medium , silty sand
soil with high
gypsum content
with fine gravel
Yellowish , very
dense, fine to
medium to coarse
silty sand soil with
high gypsum
content
42
Plasticity
Index
Specific
Gravity
gm/cm³
G.S
SPT(N)
Type of
Sample
Soil
Description
Depth m
Soil classification
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
-
65
-
-
-
-
-
2.64
-
-
-
-
2.01
2.05
-
83
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2.64
50/6
"
-
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Soil classification
Clay
%
Silt
%
Soil
Description
Sand
%
Grav
e.%
0-1
DS
5
18
75
2
1.5-2
DS
2
17
78
3
2.5-3
SS
3
15
79
3
3.5-4
DS
3
12
82
3
4.5-5
DS
2
15
83
0
5.5-6
DS
3
17
80
0
Whitish –
yellowish ,
medium dense ,
fine to medium ,
silty sand soil with
high gypsum
content with fine
gravel
Greenish ,
dense , medium to
coarse , silty sand
soil with high
gypsum content
Plasticity
Index
Unit weight
gm/cm³
G.S
SPT(N)
Type of
Sample
Depth m
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.5)
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
2.19
2.23
-
-
-
-
-
-
-
50/3
"
-
-
-
-
-
-
2.64
-
-
-
-
-
-
-
50/5
"
Soil classification
Soil
Description
Clay
%
Silt
%
Sand
%
Grav
e. %
0-1
DS
4
17
79
0
1.5-2
SS
2
15
82
1
2.5-3
DS
3
16
79
0
3.5-4
DS
3
19
78
0
4.5-5
SS
2
17
81
0
5.5-6
DS
5
15
80
0
Yellowishwhitish , dense ,
fine to medium ,
silty sand soil with
high gypsum
content
Yellowish
greenish , very
dense, fine to
medium to coarse
silty sand soil with
high gypsum
content
43
Plasticity
Index
Unit weight
gm/cm³
G.S
SPT(N)
Type of
Sample
Depth m
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.6)
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
1.91
1.96
-
39
-
-
-
-
-
2.64
-
-
-
-
-
-
-
-
-
-
-
2.08
2.14
-
50/6
"
-
-
-
-
-
-
-
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Plasticity
Index
Unit weight
gm/cm³
G.S
Type of
Sample
Soil
Description
Depth m
Soil classification
SPT(N)
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.7)
0-0.5
DS
7
18
75
0
1-1.5
SS
5
16
79
0
2-2.5
DS
3
19
77
1
3-3.5
DS
2
17
80
1
4-4.5
SS
3
16
81
0
-
-
-
-
-
-
5-5.5
DS
2
19
79
0
-
-
-
-
-
2.64
5.5-6
DS
2
17
80
1
-
-
-
-
-
-
Clay
%
Silt
%
Sand
%
Grav
e. %
Whitish Yellowish , very
dense , fine to
medium to
coarse , silty sand
soil with high
gypsum content
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
-
1.4
-
-
-
-
2.64
50/5
"
-
-
-
-
-
-
-
50/6
"
50/5
"
Plasticity
Index
Unit weight
gm/cm³
G.S
Type of
Sample
Soil
Description
Depth m
Soil classification
SPT(N)
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project . (BH.8)
0-0.5
DS
4
20
76
0
1-1.5
DS
2
19
78
1
1.5-2
SS
2
20
77
1
2.5-3
DS
3
17
79
1
-
-
-
-
-
-
-
3.5-4
SS
2
18
80
0
-
-
-
-
-
-
82
4.5-5
DS
3
14
82
1
-
-
-
-
-
2.64
-
5.5-6
SS
2
17
81
0
-
-
-
-
-
-
50/5
"
Clay
%
Silt
%
Sand
%
Grav
e. %
Whitishyellowish , very
dense , fine to
medium silty
sand soil with high
gypsum content
44
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
-
-
-
50/6
"
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Type of
Sample
Soil
Description
Depth m
Soil classification
0-0.5
DS
4
15
81
0
1-1.5
DS
5
16
79
0
2-2.5
SS
3
15
81
1
3-3.5
DS
3
16
78
3
4-4.5
DS
2
18
77
3
5-5.5
SS
3
15
80
2
5.5-6
DS
3
16
79
2
Clay
%
Silt
%
Sand
%
Grav
e. %
Whitish , very
dense fine to
medium silty sand
soil with high
gypsum content
Yellowish , very
dense, fine to
medium to
coarse , silty sand
soil
(cementation )
with high gypsum
content with fine
gravel
Plasticity
Index
Unit weight
gm/cm³
G.S
SPT(N)
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.9)
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
1.3
-
-
-
-
2.64
50/6
"
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2.64
50/5
"
-
Type of
Sample
Soil
Description
Depth m
Soil classification
0-0.5
DS
3
18
79
0
0.5-1
DS
3
15
81
1
1-1.5
DS
2
18
79
1
2-2.5
SS
2
17
81
0
3-3.5
DS
2
15
82
1
4-4.5
DS
3
16
80
1
5-5.5
DS
2
18
79
1
5.5-6
SS
4
19
77
0
Clay
%
Silt
%
Sand
%
Grav
e. %
Yellowish –
whitish , very
dense , fine to
medium , silty
sand soil with
gypsum content
Yellowish , very
dense, fine to
medium to coarse
silty sand soil
(cementation )
with gypsum
content
45
Plasticity
Index
Unit weight
gm/cm³
G.S
SPT(N)
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.10)
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
2.17
2.21
-
-
-
-
-
-
-
50/6
"
-
-
-
-
-
-
2.64
-
-
-
-
-
-
-
-
-
-
-
-
-
-
50/6
"
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Plasticity
Index
Unit weight
gm/cm³
G.S
Type of
Sample
Soil
Description
Depth m
Soil classification
SPT(N)
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.11)
0-0.5
DS
3
16
81
0
1-1.5
DS
3
18
79
0
2.5-3
SS
2
17
81
0
3.5-4
DS
3
19
78
0
-
-
-
-
-
-
4.5-5
SS
3
16
80
1
-
-
-
2.15
2.18
-
5.5-6
DS
3
17
79
1
-
-
-
-
-
2.64
Clay
%
Silt
%
Sand
%
Grav
e. %
Whitishyellowish , very
dense , fine to
medium , silty
sand soil with
gypsum content
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
-
-
-
50/3
"
50/6
"
-
Type of
Sample
Soil
Description
Depth m
Soil classification
0-0.5
DS
6
15
77
2
1.5-2
SS
3
17
78
2
2.5-3
DS
2
18
77
3
3.5-4
DS
3
15
81
1
4.5-5
SS
2
19
79
0
5.5-6
DS
4
17
78
1
Clay
%
Silt
%
Sand
%
Grav
e. %
Whitish yellowish , very
dense, fine to
medium silty sand
soil with high
gypsum content
with fine gravel
Yellowish , very
dense ,fine to
medium silty sand
soil (cementation )
with high gypsum
content
46
Plasticity
Index
Unit weight
gm/cm³
G.S
SPT(N)
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.12)
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
-
-
50/5
"
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
50/6
"
-
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
APPENDIX (2)
47
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
48
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Second :- B.H.(13,14,15,16,17&18)
10 - Evaluation of Tests Results:
Results of site and laboratory are evaluated according to ASTM and B.S specifications by
Table and graph. The results as follows:
10-1 grain size and hydrometer analysis :
The grain size distribution curves of soil samples taken from the boreholes at site was
determined using sieve analysis. The experimental equipment and procedure are defined in
chapter entitled " grain size analysis with sieve" . the sieving method consists of sorting soil
grains by size by passing the soil sample through a stack of sieves. The experimental results
of different boreholes are tabulated in appendix (2).percent fraction by WT according to
USCS and ASTM D2488 and ASTM D 2487 , engineering soil classification systems for the
samples are given . The experiments were successfully carried out . little soil was lost in the
sieving process .
Also hydrometer analysis was carried to determine the grain size distribution of fine –grained
soils having particle sizes smaller than 0.075 mm and when percentage of finer is greater
than 12% with weight approximately equal to 50 gm . the experimental equipment and
procedure are defined also in bowles 1991.the summaries of test results of different boreholes
are tabulated in appendix (1). According to unified classification system (USCS) ,the site soil
can in general , be classified as poor to well graded sand (SP to SW) to poorly graded sand
with silt (SP-SM) to silty sand (SM) .on the other hand , the cohesive soil pockets that
encountered at different depths in some locations can be classified as clayey silt of low to
high plasticity (ML to MH) .
Referring to the results of the SPT results , the sand and silty sand can be described as dense
to very dense since SPT values are in general greater than 50 .It is worthy to mention that the
relatively high values of SPT may be attributed to the absence of ground water within the
drilled depths and the presence of some natural chemical components that cemented the sand
particles together .
10-2 Soil Layer Description or soil profile:
According to the in situe and some of laboratory testing carried out on the soil of site ,
the subsoil strata encountered at the investigated location is detailed on the borehole logs
The unified classification system for sediments is used for the classification of this soil as
shown in appendix (1) results and profile in Figures (3).From this Table appendix (1), It
is clear that the soil consist the following layers :
a-the sub -soil strata starting from natural ground surface consisting of a layer of yellowish,
whitish silty sand soil (SW,SP,SM), fine gravel and high gypsum content, very dense
(cementation , stony ), this layer extends up to the depth of (0.0- 15.0)
49
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
b- a layer of greenish ,grayish ,reddish silty clay soil (CL) with sand , high gypsum content,
very dense , this layer extends up to the depth of (9.5- 18.5)
c- a layer of yellowish, whitish ,greenish silty sand soil (SC) with clay , high gypsum
content, very dense , this layer extends up to the boring end depth of (15.0- 20.0)
This consequent changes or sub-soil strata is related to way of deposition.
Details of soil stratification for each borehole are shown in soil profile "bore logs" at figs
(2).
50
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Fig .3: soil profile through boreholes (13,14,15,16,17&18)
51
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
10-3Ground water table observation and water chemical analysis:
The underground water level was measured at end of boring at the time of sub-soil
investigation (May, 2013) from the natural ground surface shown in Table (5). The specified
depth was fixed after 24 hours of boring termination. However, this depth May fluctuate
during the seasons of the year according to ASTM D-4750. Chemical analysis for ground
water are listed in Table (6). The water is shown to be of high alkalinity, medium to high in
salts content and it has harmful amount of sulfates .according to ASTM specifications.
precaution should be taken in concreting.
Table (5) the underground water level
Date of
measurement
under ground water
elevation (m)
Bored
method
Bored
Depth
(m )
Bored
Diameter
(m )
B.H. No.
May -2013
7.20
20
0.10
13
=
=
=
=
=
7.30
7.30
7.20
7.20
7.20
Flight
Augers
=
=
=
=
=
20
20
20
20
20
=
=
=
=
=
14
15
16
17
18
SO4
Mg/l
1190
1178
1182
1186
Table (6) Chemical analysis for ground water
Cl
PH
EC * 10³
TSS
Depth (m)
mg/l
mm hos/cm
mg/l
410
423
399
417
8.1
8.0
8.0
8.2
-
2138
2210
2274
2265
7.20
7.30
7.20
7.20
BH .No
13
15
16
18
Examining the tests results, it can be seen that the range of sulphate (SO4) in water between
(1178-1190) mg/l, while the range of chloride content is between (399-417) mg/l [For water
samples]. On the other hand it also noted that the range of pH value for water samples were
(8.0-8.2) It can be seen that the TDS of water samples is high and varies from (2138-2274)
mg/l.
10-4 Permeability test results:
The results of coefficient of permeability K= for layers it varies from (6.14 x 10‾3 to
7.34x10-6) cm/sec. The permeability of this soil is poor to good and this is caused by
variation of increasing the sand percentages in the sub-soil.
52
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
10-5 Soil Activity:
With the plasticity index and liquid limit known the Casagrande plasticity chart shows
the cohesive soil to have wide range of plasticity CL ( clays of medium plasticity ) and CH (
clays of high plasticity ) and OL or ML (silts of medium or high compressibility and clay as
shown in table (7) and appendix (3)
The average ratio of plasticity index to clay content equal:-0.00
Which release that this soil have poor clay activity according to ASTM specifications, so this
soil has low swelling tendency. The results generally indicate that the value of moisture
content is closer to the plastic limit than to the liquid limit . this trend suggests that the
cohesive less layer is dense to very dense .
Table (7) Plasticity Index and Liquid Limit PL=LL-PI
System of classification
Type of
sample
B.H.
No
Sieve &Hydrometer
Depth
(m)
Clay
%
Silt
%
Sand
%
Grav
e.%
Properties index
PL
LL
PI
%
%
%
Mc
LI
A
DS
13
3.5-4
-
-
-
-
-
-
-
-
-
-
DS
15
5-5.5
-
-
-
-
-
-
-
-
-
-
DS
18
2.5-3
-
-
-
-
-
-
-
-
-
-
Results of Liquid Limit (LL), Plastic Limit (PL) and natural moisture content (MC) are
plotted against depth. This test was conducted on samples exhibits cohesive behavior
and for cohesive constituents that mixed within cohesionless soil. The results of
Plasticity Index have been plotted against its Liquid Limit in Appendix (3) to give the
Plasticity Chart.
The Liquidity Index (LI) has been proposed as a measure of quantifying liquefaction
problem. Values of LI ≥ 1 are indicative of a liquefaction or quick potential. As long as
most calculated values of LI shown in Table 7 is less than and equal to one, so the
samples have no liquefaction potential. Values of LI in Table 7 with less than zero
indicate also that the consistency of the soil is in a semi-solid or solid state, while other
values indicate that the soil is in a plastic state. The value of LI with less than or equal
zero indicates that the soil is over consolidated. Activity of clay given in Table 7,
which is the ratio of Plasticity Index to clay content, is a measure of degree to which
soil will exhibit colloidal behavior.
53
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Values of Activity (A) in Table 7 less than 0.75 are termed inactive clays. Normally
active clays have activities between 0.75-1.25. The samples with activity more than
1.25 are active clays. The test results indicate that most of the soil samples have
activity of less than 0.75. This means that the samples are of inactive clay.
Where:
LI: Liquidity Index ( L.I=Mc-P.L./P.I )
A: Activity (A=P.I./clay fraction )
LL: Liquid Limit
PL: Plastic Limit
PI: Plasticity Index
Mc : Natural moisture Content (water content)
10-6 Soil Collapsibility
To investigate the soil collapsibility , single collapse test was performed on selected
samples . the samples were prepared and tested according to ASTM D 5333. Samples were
prepared at natural field dry to semi dry unit weight . Test results are table (8).
Tests results have been compared with ASTM requirements for severity collapse . it is found
that the collapse index , Ie , is ranging from 1.38 to 2.14% . This means that the degree of
collapse is slight to moderate.
Table (8) results collapse tests
BH. No.
Depth m
ᵞt g/cm3
14
16
17
4-5.5
7-7.5
2.5-3
2.17
2.13
2.07
Ie %
1.38
1.20
2.14
10-7 Type and depth of foundation
10-7-1 Type of foundation
The kind of foundations is depending on the loads carried by the building
construction on the soil and the also on the bearing capacity and compressibility of this soil.
54
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
10-7-2 Type depth of foundation
The depth of foundation is depending on the nature, texture, type bearing capacity of the soil
and water table of ground water. The depth of foundation prefers to be not more than the
depth of ground water, to prevent some construction problem.
10-8 Bearing Capacity:
10-8-1- Bearing Capacity by Dynamic Method
The consistency of cohesive soils can be described qualitatively by terms such as very
soft, soft, medium, etc. The classification is based on the undrained shear strength (su) as
shown in Table (8) below. There is an experimental correlation between the shear
strength and N-values quoted by Terzaghi and Peck. This correlation should be used as a
guide only, and in situations where no enough data is available. corrected for N- SPT test
dependent on equation:- Nc = 15 +05(Nm-15) where is :N= No. of blows for SPT, Nc= correct value for N ,Nm= measurement value for N,
dependent on formula( Terzaghi & Peck ,1967 and Terzaghi (1969)) , have outlined the
correlation of SPT-N value (SPT blow count ) with undrained shear strength and consistency
of clays as in table (9) .
Table ( 9) the correlation of SPT-N value (SPT blow count ) with undrained shear strength
and consistency of clays
Soil consistency
Very soft
Soft
Medium
Stiff
Very Stiff
Hard
SPT N
<2
2-4
4-8
8-15
15-30
>30
Cu(kPa)
<12
12-25
25-50
50-100
100-200
>200
If the shear strength of the soil has not been determined, the consistency of the clay
can be estimated in the field or laboratory based on the following:
Very soft: The clay is easily penetrated several centimeters by the thumb. The clay oozes
out between the fingers when squeezed in the hand.
Soft: The clay is easily penetrated about 1 in. (2 to 3 cm) by the thumb with clay cane be
molded by slight finger pressure.
Medium-stiff: The clay can be penetrated about 0.4 in ( 1cm) by the thumb with
55
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
moderate effort. The clay can be molded by strong finger pressure.
Stiff: The clay can be indented about 0.2 in. (0.5 cm) by the thumb with great effort.
Very stiff: The clay cannot be indented by the thumb, but can only be indented with the
thumbnail.
While Shear Strength of cohesion less soils :Shear strength of cohesion less soils is usually described in terms of relative density.
The relative density is an index that quantifies the degree of packing between the loosest and
densest state of coarse grained soils. The denseness state of a cohesion less soil can be
described as very loose, loose, medium-dense, dense, and very dense. Some standards (like
BS 5930) give the relationship shown in Table (10) below, between N-values and the relative
density of cohesion less soils.
Table (10) below, between N-values and the relative density of cohesion less soils.
Relative density
SPT N
Angle of internal
friction (degrees)
Very loose
<4
<30
Loose
4-10
30-35
Medium dense
10-30
35-40
Dense
30-50
40-45
Very dense
>30
>45
Further well known correlations to obtain the shear strength value from SPT-N are given
below :- Cu =10 N (Sanglerat , 1972)
- Cu =6.25 N (Terzaghi & peck , 1948)
- Cu =29 N0.72 (Hara et. Al. , 1974)
- Cu =4.85 NField (Sivrikaya & Togrol , 2002)
- Cu =(4-6) NField (Stroud , 1974)
Based on the soil consistency estimations of Terzaghi & peck ( 1967) given in Table (10)
qall =1.1 Cu
From the results of in-suite the allowable bearing capacity of the soil from N-SPT method
for depth from (1.5 m to 20.0m) is ranging from (18.70–31.35) T /m² for all boreholes
While Shear Strength of cohesion less soils :Shear strength of cohesion less soils is usually described in terms of relative density.
Results are shown in Table (11) below :-
56
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Table (11) allowable bearing capacity of the soil from N-SPT method
Depth
(m)
1.5
2.0
3.5
5.0
6.5
8.0
9.5
11.0
12.5
13.5
14.0
15.5
16.0
17.0
18.0
19.0
20.0
SPT(N)
Total for
300mm
BH.13
SPT(N)
Total for
300mm
BH.14
SPT(N)
Total for
300mm
BH.15
SPT(N)
Total for
300mm
BH.16
SPT(N)
Total for
300mm
BH.17
SPT(N)
Total for
300mm
BH.18
50/6"
50/4"
82
50/6"
50/5"
50/6"
50/3"
54
50/5"
50/6"
50/4"
50/5"
50/4"
50/4"
-
-
53
50/6"
50/6"
50/5"
50/6"
81
75
-
-
50/6"
-
85
-
50/4"
-
68
50/6"
50/6"
-
50/6"
-
-
50/3"
-
76
50/3"
50/5"
50/5"
50/4"
50/6"
-
50/5"
50/3"
-
50/6"
NC=
Ave. B.C
correction
T/M²
SPT(N)
Total
for
300mm
34
46
57
57
57
53
54
57
57
57
57
57
45
57
49
57
55
18.70
25.30
31.35
31.35
31.35
29.15
29.70
31.35
31.35
31.35
31.35
31.35
24.75
31.35
27.00
31.35
30.25
The bearing capacity of the soil at shallow depths can be obtained by using different
approaches . basing on the SPT-N values of the supporting sandy layer , Meyerhof
suggested the following empirical formula to calculate the allowable contact pressure ( ∆qs
) that causes 25 mm (allowable ) settlement :
∆qs= 0.31 Nρ(B+0.3/B)2
In which ∆qs in (kPa) , B in (m) and ρ in (mm)
Before using this equation , the measured SPT-N values should be corrected to account for
different factors such as overburden vertical stress and driving energy ratio . since there is
no available data regarding the driving energy and efficiency , the ratio is assumed as 50% .
this assumption reduces the measured values by about 30% and makes the calculations on
safe side .
57
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
10-8-2 Bearing Capacity by Static Method: Since damaging may result from foundation failure (collapse)as well as from excessive
settlement .the following criteria must always be used in evaluating the bearing capacity :- Adequate factor of safety against failure.
- Adequate margin against excessive settlement .
The bearing capacity could be evaluated from one of the following method.
1- The bearing capacity is calculated according to Terzaghi equation with modification
suggested by Meyerhof (1963)
qult= C Nc +q Nq +0.5BγNγ
continuous footing
qult= 1.3CNc +q Nq +0.4γBNγ
square footing
qult= 1.3CNc +q Nq +0.3γBNγ
round footing
qult= C Nc Sc dc +q Nq Sq dq +0.5γ B Nγ Sγ dγ Meyerhof
Nc ,Nq, N γ
Bearing capacity factor
Sc, Sq ,S γ
Shape factors
dc , dq , d γ
Depth factors
Sc =1 + Nq B / Nc L , Sq= 1 + B/L tanø , Sγ=1 - 0.4 B/L
dc= 1 + 0.4 Dƒ/B , dq= 1 + 2 tanø(1-sinø)²D/B
2- Bearing capacity for foundation on undrained saturated clay for ø=0 , so the general
Expression will be :
qult= C Nc + γ Dƒ (i.e. Nq=1, Nγ=0)
(Nc) rectangular = (1+ 0.2 B/L) (Nc) strip (skempton formula)
3- the net allowable bearing capacity of clay or plastic is approximately equal to the
unconfined compressive strength where
qult= C Nc + γ Dƒ for ø=0
The net ultimate bearing capacity (qult) is defined as the pressure that can be supported at the
base of the footing in excess of that at the same level due to the surrounding surcharge.
So qult= qult- γ Dƒ= C Nc + γ Dƒ - γ Dƒ
qult= C Nc take F.O.S=3
qult= C Nc/3
C= q unconfined /2 , usually Nc≈6 , so
qall= q unconfined x 6 /2x3 , so
qall= qult/ safety factor
Thus the allowable bearing capacity of clay or plastic silt is approximately equal to the
unconfined compressive strength .
The results of the unconfined , direct shear and triaxial tests are shown in table (12) .
indicate that the cohesive soil is very stiff and cohesive less soil is very dense.
58
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Table (12 strength parameters (unconfined & triaxial test and direct shear test results
with depth
BH.NO
Depth
m
BH.13
=
1.5-2
4.5-5
7.5-8
1-1.5
3-3.5
6-6.5
9-9.5
3-3.5
6-6.5
10.5-11
14-14.5
1-1.5
3-3.5
12-12.5
1.5-2
4.5-5
7.5-8
10.5-11
3-3.5
13-13.5
BH.14
=
=
=
BH.15
=
=
=
BH.16
=
=
B.H.17
=
=
=
BH.18
=
Triaxial test
Un
Un
drained
drained
Cu T/m2
u
-
Direct shear test
Drained Drained
C T/m2 Ø
0.0
0.0
0.0
0.0
0.0
0.0
0.87
0.0
0.0
0.0
0.0
0.0
0.0
0.83
0.0
0.0
0.0
0.0
0.0
0.86
37
39
35
31
38
37
29
37
39
38
41
34
37
28
33
38
38
39
38
29
γ wet
gm/cm³
γ dry
gm/cm³
qu
T/m2
2.16
2.20
2.11
2.03
2.17
2.15
2.12
2.17
2.19
2.18
2.21
2.09
2.13
2.09
2.07
2.14
2.12
2.15
2.15
2.08
2.13
2.16
1.68
1.97
2.14
2.11
1.69
2.12
2.15
1.75
1.78
2.05
2.09
1.68
2.03
2.09
1.68
1.72
2.13
1.67
-
The allowable bearing capacity for foundation shown in Table (13).
Table (13) The allowable bearing capacity for foundation
Df= the depth of foundation (m )
(1.0) m
(2.0) m
(3.0) m
allowable bearing capacity T/m²
(11.70) T/m²
(14.56) T/m²
(16.80) T/m²
The safe bearing pressure may be determined using a factor of safety of 3 against shear . the
allowable bearing capacity of shallow footing with width B≤1.2 m is above in table (13).
Unconsolidated undrained triaxial test (UU-test) was done on selected samples taken from
the SPT test. As well as direct shear tests were performed on sandy soil samples to get the
shear strength parameters of the cohesionless soil. The UU-test was conducted on
cohesive to semi cohesionless samples. Samples were prepared using static compaction
59
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
procedures at certain density related to the relative density obtained from the results of the
SPT results.
The summary of the test results is given in Table (13). The range of the undrained
shear strength (cu) obtained from UU-Triaxial test is 0 to 0.0kPa; while the angle of
internal friction approaches ranges from 0.0-0.0 degrees. On the other hand; the
undrained cohesion (cu) obtained from the direct shear test values is always zero, and the
range of the angle of internal friction (φ) varied from 28.0 to 41.0 degrees. From the test
results it can be seen that the values of cu, at some locations, is small
and sometimes approaches zero. This is due to the nature of the soil at the site which is
mainly cohesionless soil. On the other hand, the value of the angle of internal friction was
found to be varying depending on the soil constituents and relative density. For practical
purposes, the value of cu can be taken as zero for cohesionless soil. It is worth to mention
herein that the SPT test can be used for estimated and evaluation of bearing capacity and
settlement.
11- strength of the soil :For cohesion less soil layer, the results direct shear and number of blows of standard
penetration test (SPT) table (11,12) indicate that the relative density of this soil layer is
medium to very dense .
For cohesion soil layer, the results direct shear and number of blows of standard
penetration test (SPT) table (11,12) indicate that the consistency of this soil layer is very
stiff .
Unconsolidated undrained triaxial test (UU-test) was done on selected samples taken from
the SPT test. As well as direct shear tests were performed on sandy soil samples to get the
shear strength parameters of the cohesionless soil. The UU-test was conducted on
cohesive to semi cohesionless samples. Samples were prepared using static compaction
procedures at certain density related to the relative density obtained from the results of the
SPT results.
From the test results it can be seen that the values of cu, at some locations, is small
and sometimes approaches zero. This is due to the nature of the soil at the site which is
mainly cohesionless soil and sometimes contains cohesive materials with small
percentages. On the other hand, the value of the angle of internal friction was found to be
varying depending on the soil constituents and relative density. For practical purposes, the
value of cu can be taken as zero for cohesionless soil. It is worth to mention herein that the
SPT test can be used for estimated and evaluation of bearing capacity and settlement.
60
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
12- Settlement:Settlements are usually classified as follows:
1. Immediate, or those that take place as the load is applied or within a time period of
construction.
2. Consolidation, or those that are time-dependent and take months to years to develop.
Immediate settlement analyses are used for all fine-grained soils including silts and
clays with low degree of saturation and for all coarse-grained soils with a large coefficient
of permeability.
Consolidation settlement analyses are used for all saturated, or nearly saturated, fine
grained soils where the consolidation theory applies. For these soils, it can be estimate
both settlement ΔH and how long a time it will take for most of the settlement to occur.
The soil type at the site is cohesionless soil . hence , only immediate settlement is expected
to take place due to the applied loads . the elastic settlement of uniformly loaded flexible
foundation can be calculated from the following equation (Bowles , 1996 ) :
Sec =∆qs B' (I-μ2/E2)m Is If
Is=I1+(1-2μ/1-μ ) I2
Where :- qs: intensity of contact pressure factors .
I1 and I2 are influence factors depends on L'/B' of segment and H/B' (these values are taken
from Table (5.2) in Bowles (1996) , and thickness of stratum H, poissons ratio μ, and base
embedment depth Df , (these factors are given in Bowles , 1996) , and Es (elastic parameters
of soil under the footing base ) .
-B': width of segment
m: no. of contributing segments and equals 4 at centre, 2 at side and 1 at corner.
μ is Poisson's ration (Taken as 0.3 for sandy soil)
Es is the modulus of elasticity and can be estimated for sand from the following equations as
given in Bowles(1996):
The settlements of fine-grained, saturated cohesive soils will be time-dependent, and
consolidation theory is usually used, although elastic methods can be, and sometimes are,
used. Consolidation settlements can be calculated from the following equation:
ΔH = mv Δp H = ε H
Where; mv is the coefficient of volume change.
In general the settlement of footing is calculated as:
Total settlement=immediate settlement + consolidation settlement
Since the soil at the site is dry cohesionless soil; the initials (immediate) settlement is
the predominated settlement and no long term (consolidation) settlement is expected at the
site.
For the encountered soil at the site; it can be concluded that the predominated
settlement component at the site is the immediate settlement. Keeping in mind that special
61
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
care must be followed for the evaluation of soil parameters for settlement analysis .In the site
, the immediate settlement can be calculated directly from the results of SPT ( Lambe and
whitmen , 1969). Taking all the parameters for settlement analysis into consideration and
consider the presence of gypsum within the allowable limits.
13- Chemical Tests:
From the chemical tests of the soil samples were analyzed for sulphate , chloride contents
,organic matters contents, calcium carbonate ,pH , TSS and gypsum content . the results
are summarized in table (14) . it is clears that the highest value of sulfate as SO3 % is range
(0.38-2.11%) for soil and the range chloride content is (352-460) mg/l . Organic matters of
soil samples were varied from 0.41 to 0.72% .On other hand the TSS and gypsum content
were found to vary from 14.52 to 23.19 % and 11.13 to 17.41 % , respectively . We
suggest to use sulfate resistance Portland cement (SRPC) for foundation and all concrete in
contact with soil. covered all sides of concrete with bitumen layer with a thick according to
choice the designer or minimum cement content is 410 kg/m³, maximum free water/ cement
ratio is 0.50 by weight and special precautions should be adopted for concrete
reinforcement below ground level due to high percent of chloride content .
No. of
BH
BH.13
=
=
=
BH.15
=
=
BH.16
=
=
=
BH.17
=
=
Depth
(m)
1.5-2
2.5-3
4.5-5
5.5-6
7-8.5
9-9.5
10.5-11
12-12.5
14-14.5
15.5-16
16.5-17
17.5-18
18.5-19
19.5-20
Table (14) Results of chemical Analysis for soil
SO3
Gyp.
TSS
ORG CaCO3
PH %
(%)
(%)
(%)
(%)
(%)
0.38 11.20 15.37
0.72
15.0
8.1
0.44 11.13 14.52
0.63
18.0
7.8
0.61 14.35 17.20
0.58
12.0
8.0
0.75 16.62 21.34
0.60
13.0
8.1
0.89 13.76 16.15
0.42
17.0
7.9
0.97 16.80 20.32
0.41
20.0
7.8
1.04 17.41 23.19
22.0
1.22 11.35 15.71
24.0
1.43
9.48
13.03
27.0
1.65 10.73 14.11
29.0
1.77 12.42 16.27
31.0
1.85 15.53 19.18
37.0
1.92 16.70 21.12
42.0
2.11 13.61 19.43
38.0
-
62
Cl(mg/l)
352
411
460
389
377
403
-
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
14-Dewatering
The site investigation data shows that groundwater is found at 7.20 m.b.g.1. This is the
level of the river. It may also be affected by seasonal variations. For the safe excavation
below this level, de-watering will be required. As well as; any excavation shall be carried
out in such a way not to damage
the base material due to uncontrolled hydraulic gradient. Groundwater control measures
could take the form of local de-watering by the construction of perimeter drains and
sump pumping.
15- final analysis and special consideration :A discussion of the results that are derived from field and laboratory testing carried out on
site is as follows:The main problem that could be encountered during the life of the project . is the presence of
soluble salts in the most layers, this can be explained as the effect of soil engineering
properties variations , due to presence of gypsum and total soluble salts contents and the
fluctuation of water table. Any fluctuation of the water table could make a leaching process
to the soil underneath the foundation.
The leaching process can be defined as the removal of soluble matters and dissolution of the
cementing agents from soil either by water table fluctuation or by percolation of water into
soil. The action of leaching change the engineering properties of soils especially
compressibility, shear strength, collapsibility and permeability, and in turn it affects the
performance of the structures established or constructed on or within such soils.
Furthermore, there is an increasing relationship between the leaching and time. The rate of
leaching increase with time initially due to enlargement of the voids, then it decreases due to
collapsing of soil structure. The insufficient consideration of the variation of the engineering
properties due to leaching creates serious problems to the structures constructed on these
soils. The water table was encountered, as observed at the time of investigation, between
(7.20-7.30 m ) below the existing ground level . Due to the existence of water table in deep
depth, makes the problem of settlement insignificant as consolidation is a process of
graduated decrease of the water content from saturated soil under constant load. the soil
condition above the water table makes the problem of settlement insignificant due to
existence of cohesionless layer at deep depth from ground surface. The presence of leakage
of water which could lead to differential settlement in the most layers , this can be explained
as the effect of soil engineering properties variations , due to presence of high salt contents
and the fluctuation of water table. The presence of soluble salts in the soil may cause
significant changes in the properties of the soil . the effects on coarse grained soils may be
more obvious
63
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
As a result , collapse may cause damage to the foundation of the structures , it is worthy to
mention that there are many effects of the soluble salts on:- Compaction and shear strength
-compressibility characteristics
- hydraulic conducts characteristics
-physical properties
16- proposed foundation:Stability and safety of a structure depends upon proper design and performance of its
foundation. According to site condition, soil properties , structures arrangements , loading
distribution and discussion of test result it was found that shallow foundation are the most
relevant type for most of structures in the project . in which applied load will not exceed
or approximately equal to the allowable bearing capacity .
All computation are performed for an expected range of dimension for settlement
calculation for spread , continuous and raft footing which are contact with a layer of well
compacted sub base of 1m suggested to be laid underneath the base of shallow foundation.
Based on the available information concerning the building and structures to be
constructed at the proposed site , provided by the contractor , the analysis mentioned in
paragraph(10-8-2 Bearing Capacity by Static Method) are made to determine the
allowable soil bearing capacity and the total settlement for the suitable foundations.
The allowable net soil bearing pressure for the spread, continuous and raft foundations
with enough rigidity placed at a depth of (1m) below the existing natural ground level was
evaluated to be in the order of (11.70T/m²) , in order for raft foundations placed at a depth
of (1m). The allowable net soil bearing capacity was evaluated using a factor of safety of
(3) against bearing capacity failure that means the contact pressure will be sufficiency low
in magnitude to keep load – induced deformation within the elastic range of the bearing
soils. Potential load responsive elastic settlements shows that the settlement is about less
than 5.0 cm provided the suggested design and construction criteria are followed .The
differential settlement shall be about 50% of the expected total settlement. The following
table (15) shows the parameter of silty sand layer which could be required on base
equation (Ks=40 *SF*qa ) for foundation analysis and design .
Table (15) Required parameter Modulus Ks
Modulus of sub
Depth (m)
qa(kN/m2)
grade reaction , Ks
1.0
117.0
14040
2.0
145.6
17472
3.0
168.0
20160
64
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
17- Design parameters:The soil parameters summarized in Table 16 are recommended for the design of
foundations.
Table (16) Recommended Values of Applicable Soil Parameters and some Design
Parameters
Soil parameters
Symbol
Applicable values
and evaluation
Unit
Specific gravity of cohesive soil
Gs
2.70-2.71
----
Specific gravity of cohesion less soil
Gs
2.64-2.68
----
Liquid Limit of cohesive soil
LL
39-43
%
Plasticity Index of cohesive soil
PL
23-26
%
Bulk Unit weight
γt
217
gm/cm3
Water table level
----
7.20
m.b.g.l.
Cohesive Soil type
CL
very stiff
----
cohesive soil
Cohesion less Soil type
SP ,SW
,SC ,SM
very
----
dense cohesion
less soil
Undrained cohesion for cohesive soil
for shallow Foundation
cu
t/m2
Angle of shearing resistance for
cohesive soil
Φ
Degree
Angle of shearing resistance for
cohesion less soil
φ
Compression index
cc
----
Swelling index
cr
----
Initial void ratio
eo
----
Factor of safety for bearing capacity of
shallow Footing
FS
65
28-41
3.0
Degree
----
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Factor of safety for pile capacity
FS
Net allowable bearing capacity for
shallow footing (2.0-3.0)m
Qall
Working pile capacity
Qa
---11.70
t/m2
Ton
18- Conclusions :Geotechnical investigations have been carried out for the site. In-situ standard
penetration tests have been carried out. Laboratory tests have been undertaken to
determine Atterberg limits, grading, shear strength parameters, consolidation test and
chemical tests for soils (sulphate, organic content, total soluble salts and chloride) and
chemical analysis for water (pH, Cl, SO4 and TDS). From the field observation and test
results the following conclusions are gathered:
1. Design information concerning loading condition is not available and foundation type
and depth is not available, therefore, this report deals with sub – soil characteristics
only.
2.
The allowable bearing capacity at shallow depth may be taken as (11.70T/m²) at
depth 1.0 m, (14.56T/m²) at depth 2.0 m and (16.80T/m²) at depth 3.0 m below
natural ground level.
3.
Ground conditions encountered in the exploratory holes showed that the soil
profile consists of the following layers: The soil profile can be described as a
layers stratification of different soil types. The cohesive soil of greenish to grayish
silty clay to clayey silt is the most soil abundant at the site. According to USCS;
the cohesive soil can be classified as lean (CL) to fat clay (CL). As well as thin
layers of cohesion less soil of silty to clayey sand was noticed at different
locations. The cohesion less soil can be classified as poorly graded sand with to
silty sand (SW, SP,SC).
4.
Groundwater levels have been recorded. The groundwater table is about
7.20m.b.g.l below existing ground level . Dewatering is required for the part of
structure below the water table level.
19- Recommendations :Note: - based on the designer order
The following steps are recommended:66
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
1- Excavate the foundation to the design depth for the proposed building , the anticipated
bearing pressure will be in the order of (11.70 t/m2 ) .
2- Less could be recommended for other building which its applied loads are not exceeds
the allowable bearing capacity mention.
3-The soil beneath foundation should be excavated to depth not less than (1.10m) below
ground level . it is preferred to make the width of excavation (B+0.50)m. and laying of
lower is replaced by clean of boulder of 0.30m ( two layer 2 * 0.15) thick for soil
stabilization and compact .
And Laying a layer of sub base class B thick 0.30 m( two layer 2 * 0.15) with following
requirement :- a- well Field density should not less than 95 % of bulk density
established according to (ASTM D-1557)
b- The value of CBR not less than 35% (ASTM D-1883) at 95% of the
max dry density established according to (ASTM D-1557)
c- liquid limit 35% maximum
d- organic matter
not more than 1.0%
e- SO3
not more than 2.0%
f- total soluble salts
not more than 10 %
g- gypsum content
not more than 10.5 %
The subbase material must be provided according SCRB with minimum values of chemical
compounds . This replacement would increase the bearing capacity and reduces total and
differential settlement .
4-It is recommended to fill the zone around the foundation with well compacted clayey
layer of low permeability according to (ASTM D-1557) to conform required , a relative
compaction of 95%, should be achieve during compaction , with carrying out the
following tests :a- particle size distribution
b- insitu dry density and optimum moisture content
c- Atterberg limits
d- minimum C. B. R. is 4%
5- Put a layer of Lean concrete of thick 0.1 m. mix (1:3:6) under the foundation.
6- The ground must be sloped away from structures as possible and slope maintained so
that runoff water will be carried away from adjacent to stand near foundations, but
must be drained into lined ditches.
7-Water ,sewer and gas lines installed in such away that not make weakness in foundation
and should be designed to absorb movement without breaking .
8-As a measure in this respect is construct not less than 2 m wide sidewalk surrounding the
structures should be constructed immediately after erection of the building . The joints of
this sidewalk slabs should be properly filled with mastic .
9- Due to the high soluble salts and gypsum contents in the soil , all concrete works which
in touch with soil should be protected by coating all the footing faces by a layer of hot
67
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
bitumen type 20/30 with 8.0 mm thickness.
10- Dewatering the water table during the construction period by use filter. During the
period of construction using well point system for dewatering or boring deep wells with
filter to avoid pumping of fine particles reduce the ground water level around station site,
for reduce the ground water level .
11- Type of cement :a- Sulphat resisting cement is recommended to be used for foundation .
b- minimum cement content is 400 kg/m³.
c- maximum free water/ cement ratio is 0.45 by weight .
d- special precautions should be adopted for concrete reinforcement below
ground level due to high percent of chloride content .
e- vibrators must be used in order to density the fresh concrete.
12- due to the presence of some gypsum and other soluble salts at different depths and
locations in the site , fresh and rainfall water should be carefully drained away from
the building foundations .
COMMENTS
1.1 Foundation Concrete
Considering the results of chemical tests, and sulfate content value, is
recommended to use sulfate resisting cement conforming to BS 4027 (or its
equivalent) with a cement content of not less than 410kg/m3 and water cement ratio
of not more than 0.45.
1.2 Protective coating, apply 2layers of emulsified asphalt for all concrete works in
contact with the soil.
1.3 Flexible connections are recommended for all utilities at their crossing to the
basement walls.
1.4 Precaution Measures Towards Gypsum Content
1.4.1 Construct an impermeable protective belt of GC (Clay + Boulder) about 2m
width around the foundation zone, at a suitable level so that it can be kept
continuously moist to avoid the development of shrinkage cracks in this layer. This
belt will assist in preventing surface waters from percolating into the ground which
may initiate leaching process. This layer which is to be 30 cm thick has to be
compacted to 95% of its maximum dry density at its optimum moisture content
obtained from Modified Proctor test.
Or
68
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
1.4.2 Concrete side walks around the building with width not less than 2m will assist in
pushing surface waters away from foundation zone and prevent their percolation
into the ground that may result in leaching of gypseous soils.
2.4 Seismic Parameters as per the UBC97, the soil profile type to be considered for
design purposes is (SD). The site is within seismic zone (1).
2-
Preparation of Foundation Strata
a-Excavate 1.0 m deeper than the final level where the raft is to be laid at, Table 1.
b-Backfill 0.80m using engineering backfill (road base) in four successive layers. Each
layer is to be compacted to 95% of its maximum dry density at its optimum moisture
content obtained from modified Proctor test (to account for existence of gypsum).
c-Cast a layer of 10cm lean concrete (1:3:6) on top of the final engineering fill layer as
its compaction is completed.
d-Construct the waterproofing layer and then apply concrete screed for protection.
3-Dewatering is to be carried out continuously while excavation and construction of
raft and basement and to be continued till dead loads of substructure and superstructure
balance the hydrostatic pressure with F.S not less than1.2. Proper filter to be used
while dewatering to avoid pumping out of fine soil particles.
Warning
The following points should concern:1- The soil investigated was sandy soil of variable texture .It has a high bearing capacity ,but
in case of excavation ,it disturbed and when subjected to seepage of water ,it is subjected
to a danger distribution , causing collapse of the sides of the excavation.
2- It is possible to form a large clip circles on the sides of excavation in absence of water .
3- The rate of water flow toward the excavation is very high ,due the high permeability of the
soil .
‫ توصيات إضافية‬/‫م‬
‫إن وجود الجبس في التربة يجعل اتخاذ هذه التربة أساسا للمنشآت الهندسية امرأ غير مستحب تماما فذوبان الجبس وانتقاله‬
‫ لذا يجب اتخاذ أقصى االحتياطات إلبعاد الماء عن التربة‬. ‫بواسطة الماء داخل التربة يعرض المنشآت إلى الهبوط والفشل‬
-: ‫ ويتم بالوسائل التالية باإلضافة إلى توصياتنا السابقة في التقرير الفقرة ( ) كاألتي‬.‫القريبة من المنشأ‬
. ‫ تكبير عرض المماشي حول المبنى إلى أقصى حد ممكن‬-1
‫ عمل جدار ساند للماشي يمتد إلى عمق األسس األصلية للمبنى وبفضل أن يمنع الماء أما بطبقة فلنكوت أو يكون‬-2
. ‫الجدار بورقتين يحويان القير بينهما‬
69
‫‪Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University‬‬
‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‪ -‬العصري السكني في كربالء المقدسة – محافظة كربالء‬
‫‪Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate‬‬
‫‪ -3‬تقليل التربة المزروعة حول المنشأ أو إلغاء ماء السقي ‪.‬‬
‫‪ -4‬ربط شبكة المياه والمجاري للمبنى فوق مستوى األرض بشكل ظاهر للسيطرة على أي نضوح أو مشاكل أخرى‬
‫متوقعه ‪.‬‬
‫‪ -5‬تقليل غسل الكراجات والمماشي قدر المستطاع‬
‫ومن ناحية أخرى فات تعرض التربة الجبسية للماء قد يسبب هبوطا تفاضليا في المنشأ يؤدي إلى فشله اإلنشائي أو‬
‫الوظيفي لذا فاتخاذ االحتياطات من الناحية اإلنشائية ضروري ومنها ‪-:‬‬
‫‪ -1‬تقليل أحمال المنشأ باستخدام مواد بناء خفيفة ونظام بناع خفيف الوزن ‪.‬‬
‫‪ -2‬عمل أوسع ما يمكن من أسس وتصميمها لتحمل الهبوط التفاضلي ‪ .‬ومن الطبع األساس الحصيري هو األكثر‬
‫الحلول جوده للسيطرة على الهبوط التفاضلي ‪.‬‬
‫وإذا كان باإلمكان استبدال التربة الجبسية بأعماق تصل إلى الحد الذي يقل فيه تأثير االجهادات المتأتية من المنشأ بتربه‬
‫غير جبسيه( أذا أمكن ) فذلك أفضل ويجب أن تصمم الخلطة هذه التربة المستبدلة بطريقة علمية وعمليه لتحقيق نجاحا‬
‫في ثالث اتجاهات على األقل وهي ‪-:‬‬
‫‪ -1‬قابلية نفاذية قليله قدر اإلمكان لتقليل حركة الماء‬
‫‪ -2‬قابلية تحمل عالية لتحمل أحمال المنشأ وتقليل األحمال المنتقلة إلى التربة في الطبقات السفلى ‪.‬‬
‫‪ -3‬كون هذه التربة الجديدة مستقره وال تعاني من تغيرات حجميه عالية بسبب تعرضها للماء والجفاف وتقبل الحدل بشكل‬
‫جيد‪.‬‬
‫‪20- References‬‬
‫‪1-Al-Kadimi , Jassim , M. Sessecian , F .Kh., Fatah .A.S. Dkran ,D.B.(1996) ,‬‬
‫‪"Structural Iraq map , series Geological maps scale (1:1000‬‬
‫‪000)unpublished , Geological Survey of Iraq.‬‬
‫‪2- Al- Mufty , A.A, and Nashat ,I.H.(2000) "Gypsum content determination‬‬
‫‪in Gypseous soils and rocks "3rd Int. Jordanian Conference on mining‬‬
‫‪"pp.500-506.‬‬
‫‪3- Al-Naqip ,K. ,M., 1967, "geology of the Arabian peninsula, Southwestern‬‬
‫‪Iraq "U.S. Geol. Survey .‬‬
‫‪4- Al-Shakarchi ,Y. and N.Al-Mohamadi , (1985) " foundation Design " in‬‬
‫‪Arabic‬‬
‫‪5- American society for testing material (ASTM) .‬‬
‫‪6- American Association of state highway and transportation officials‬‬
‫‪(AASHTO) .‬‬
‫‪7-British standards code of practice CP2001(1991).‬‬
‫‪8- British standards ,1377 (1990) "Method of Testing Soils for Civil‬‬
‫‪Engineering Purposes.‬‬
‫‪70‬‬
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
9 -CP 2004:1972 code of practice for foundation British standards
institution .
10-Craig ,R.F.(1974)" Soil mechanics" van Nostrand Reinhold company.
11- Das ,B.M,(2004) " Principles of Foundation Engineering " 3rd Edition,
PWS published company , Boston , USA.
12-Design manual ,soil Mechanics , foundations and earth structures .(1971).
Nav. docks DM-7Depart. Of Navy Bureau of yards and Docks
Washington 25,D.C.
13- Ghalib ,A., A., (1988) , "Study of the geomorphology of Najaf plateau, M.SC.
Thesis , College of Science ,University of Baghdad .120 p ,Unpublished .
14- Head ,K.H.(1980) "Manual of soil Laboratory Testing " Vol.1,prentech ,
press, London .
15- Head ,K.H.(1982) "Manual of soil Laboratory Testing " Vol.2,,prentech ,
press, London .
16-Lamb ,T.W.(1951)" Soil testing for engineers " John Wiley and Sons , INC.
17- Lamb ,T.W. and Whitman ,R.V.(1979)" Soil mechanics " John Wiley and
Sons , INC.
18- Lateef ,A.S.A., (1984)"Report on the Regional Geological Mapping of Baher
Al-Najaf area " D.G.of Geological Survey and Min. Inves .Rep.No1327.
19-Peck ,R.P. , Hanson ,W.E. and Thornburn ,T.H. (1974)" Foundation
Engineering " John Wiley and Sons , INC.
20 -Simons ,N.E. and Menzies ,B.K. (1977) " A short course in foundation
engineering " Newness Butter worth .
21-Terzaghi ,K.& Peck ,R.B.(1967)"Soil Mechanics in Engineering
practice"2nd Edition. John Wiley &Sons ,Inc., New York.
22- Teng ,W.C.(1974)" Foundation Design " Prentice Hall ,New Jersey.
23- Tomlinson M.J.(1975)" Foundation Design and construction " Pitman 3rd
Edition .
24-Varghese ,P.C.(2010)"Foundation Engineering "PHI Learning Private
Limited , New Delhi.
71
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
APPENDIX (1)
72
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Plasticity
Index
Unit weight
gm/cm³
G.S
Type of
Sample
Soil
Description
Depth m
Soil classification
Al-Hussein Modern Residential
SPT(N)
Physical properties &field test for soil for Site of
building project. (BH.13)
0-0.5
DS
3
15
79
3
1-1.5
DS
2
17
78
3
1.5-2
SS
2
18
76
4
2.5-3
DS
2
15
80
3
3.5-4
DS
4
17
78
1
4.5-5
SS
3
16
81
0
5.5-6
DS
2
19
79
0
6.5-7
DS
3
20
76
1
7.5-8
8.5-9
SS
DS
5
6
22
19
73
75
0
0
9.5-10
DS
41
28
31
0
10.5-11
SS
42
26
32
0
11.5-12
DS
45
25
30
0
13-13.5
DS
43
26
31
0
-
41.0
25.0
-
-
-
-
14-14.5
SS
44
23
33
0
-
-
-
-
-
-
15-15.5
DS
43
26
31
0
-
-
-
-
-
-
50/5
"
-
16-16.5
DS
42
28
30
0
-
-
-
-
-
2.71
-
17-17.5
DS
39
27
34
0
-
-
-
-
-
-
18-18.5
DS
27
18
55
0
-
-
-
-
-
-
50/6
"
-
18.5-19
DS
24
17
59
0
-
27.0
16.0
-
-
2.67
-
19.5-20
SS
25
19
56
0
-
-
-
-
-
-
50/3
"
Clay
%
Silt
%
Sand
%
Grav
e. %
M.C
%
L.L
%
P.I
%
Dry
Wet
Whitishyellowish , very
dense , fine to
medium silty
sand soil with high
gypsum content
and fine gravel
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
-
-
-
-
-
-
-
-
2.64
50/6
"
-
Yellowish , very
dense ,fine to
medium to
coarse , silty sand
soil (cementation )
with high gypsum
content
-
-
-
-
-
-
-
-
-
-
2.16
2.20
-
-
-
-
-
-
2.64
50/4
"
-
-
-
-
-
-
-
-
-
-
-
-
-
2.64
82
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2.71
50/6
"
-
Greenish –grayish
silty sandy clay
soil , very stiff
consistency with
content gypsum ,
CL
Yellowish –
whitish , very
dense ,fine to
medium to
coarse , silty
clayey sand soil
with high gypsum
content , SC
73
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Plasticity
Index
Unit weight
gm/cm³
G.S
Type of
Sample
Soil
Description
Depth m
Soil classification
SPT(N)
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.14)
0-0.5
DS
5
17
78
0
1-1.5
SS
3
15
81
1
2-2.5
DS
2
17
80
1
3-3.5
SS
3
16
81
0
4-5.5
DS
3
18
79
0
6-6.5
SS
3
19
78
0
7-7.5
DS
5
21
74
0
8-8.5
DS
13
22
65
0
9-9.5
SS
17
25
58
0
10-10.5
DS
20
27
53
0
11.5-12
DS
38
28
34
0
13-13.5
DS
42
27
31
0
14-14.5
SS
39
28
33
0
15-15.5
DS
26
20
54
0
16.5-17
DS
25
18
57
0
17.5-18
SS
23
18
59
0
18.5-19
DS
24
15
61
0
-
-
-
-
-
2.68
-
19.5-20
SS
21
17
62
0
-
-
-
-
-
-
50/6
"
Clay
%
Silt
%
Sand
%
Grav
e. %
M.C
%
L.L
%
P.I
%
Dry
Wet
Whitish –
yellowish , very
dense , fine to
medium , silty
sand soil with
gypsum content
-
-
-
-
-
-
-
-
-
-
-
-
2.64
54
-
-
-
-
-
-
-
Yellowish , very
dense, fine to
medium silty sand
soil (cementation )
with gypsum
content
-
-
-
2.13
2.17
-
-
-
-
-
-
2.64
50/5
"
-
-
-
-
-
-
-
-
-
-
-
-
2.64
50/6
"
-
Yellowish , very
dense, fine to
medium , clayey
silty sand soil
(cementation )
with gypsum
content ,SM
19.7
-
-
-
-
-
-
-
-
-
-
-
-
85
-
15.2
3.7
-
-
2.66
-
Reddish silty
sandy clay soil ,
very stiff
consistency with
content
gypsum ,CL
Greenish , very
dense ,medium
silty clayey sand
soil with high
gypsum
content ,SC
-
-
-
-
-
-
-
-
40.0
23.0
-
-
2.71
-
-
-
-
-
-
-
24.1
-
-
-
-
-
50/4
"
-
-
27.0
15.4
-
-
2.68
-
-
-
-
-
-
-
68
74
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Plasticity
Index
Unit weight
gm/cm³
G.S
Type of
Sample
Soil
Description
Depth m
Soil classification
SPT(N)
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.15)
0-0.5
DS
5
16
79
0
1-1.5
DS
3
18
78
1
2-2.5
DS
3
17
80
0
3-3.5
SS
2
15
81
2
4-4.5
DS
2
18
79
1
5-5.5
6-6.5
DS
SS
2
3
17
15
81
82
0
0
7-8.5
DS
4
16
80
0
24.30
-
-
-
-
-
50/4
"
-
9-9.5
DS
2
17
81
0
-
-
-
-
-
-
-
10-11
SS
2
15
83
0
-
-
-
-
-
-
11.5-12
DS
4
16
79
1
-
-
-
-
-
2.64
50/5
"
-
13-13.5
DS
7
18
75
0
-
-
-
-
-
-
-
14-14.5
15-15.5
DS
SS
6
41
21
25
73
34
0
0
-
-
-
-
-
-
16.5-17
DS
42
24
32
0
-
41.0
25.0
-
-
2.71
50/4
"
-
17.5-18
DS
39
26
35
0
17.20
-
-
-
-
-
-
18.5-19
SS
28
21
51
0
-
-
-
-
-
-
19.5-20
DS
25
18
57
0
-
27.0
16.0
-
-
-
50/4
"
-
Clay
%
Silt
%
Sand
%
Grav
e. %
Yellowish –
whitish , very
dense , fine to
medium , silty
sand soil with
gypsum content
Yellowish , very
dense, fine to
medium to coarse
silty sand soil
(cementation )
with gypsum
content
Reddish silty
sandy clay soil ,
very stiff
consistency with
content gypsum ,
CL
Yellowish , very
dense ,fine to
medium silty
clayey sand soil
with high gypsum
content , SC
75
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
-
-
-
-
-
-
-
2.12
2.17
-
-
-
-
-
-
2.64
50/6
"
-
-
-
-
2.15
2.19
-
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Type of
Sample
Soil
Description
Depth m
Soil classification
0-0.5
DS
6
17
77
0
1-1.5
SS
3
16
81
0
2-2.5
DS
2
18
79
1
3-3.5
SS
3
19
76
2
4-4.5
DS
3
16
78
3
5-5.5
DS
3
17
77
3
6-6.5
SS
5
18
74
3
7-7.5
DS
14
22
63
1
8-8.5
DS
19
21
60
0
9.5-11
DS
22
24
54
0
12-12.5
SS
23
25
52
0
13-13.5
DS
47
20
33
0
14-14.5
DS
45
24
31
0
15.5-16
SS
41
25
34
0
16.5-17
DS
29
18
53
0
17.5-18
SS
27
19
54
0
18.5-19
DS
26
18
56
0
19.5-20
SS
25
20
55
0
Clay
%
Silt
%
Sand
%
Grav
e. %
Plasticity
Index
Unit weight
gm/cm³
G.S
SPT(N)
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project . (BH.16)
M.C
%
L.L
%
P.I
%
Dry
wet
Whitish , very
dense, fine to
medium silty sand
soil with high
gypsum content
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
Yellowish , very
dense ,fine to
medium silty sand
soil (cementation )
with high gypsum
content with fine
gravel
-
-
-
2.09
2.13
-
-
-
-
-
-
2.64
50/6
"
-
3.10
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
50/6
"
-
23.7
14.0
3.0
-
-
2.66
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
50/3
"
-
17.1
43.0
26.0
-
-
2.71
-
-
-
-
-
-
-
76
-
-
-
-
-
2.64
-
-
-
-
-
-
-
-
28.0
16.4
-
-
2.64
50/3
"
-
-
-
-
-
-
-
Yellowish , very
dense ,fine to
medium , clayey
silty sand soil with
high gypsum
content , SM
Reddish silty
sandy clay soil ,
very stiff
consistency with
content gypsum ,
CL
Greenish ,very
dense , fine to
medium , silty
clayey sand soil,
dense with high
gypsum content ,
SC
76
50/5
"
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.17)
Plasticity
Index
Specific
Gravity
gm/cm³
G.S
0-0.5
DS
5
17
78
0
0.5-1
DS
3
15
81
1
1.5-2
2.5-3
SS
DS
3
4
18
19
79
77
0
0
3.5-4
DS
3
16
80
1
4.5-5
SS
3
19
78
0
5.5-6
DS
4
17
79
0
6.5-7
DS
2
16
81
1
-
-
-
-
-
-
-
7.5-8
SS
3
18
78
1
-
-
-
-
-
2.64
8.5-9
DS
2
19
79
0
25.1
-
-
-
-
-
50/6
"
-
9.5-10
DS
3
20
77
0
-
-
-
-
-
-
-
10.5-11
SS
5
23
72
0
-
-
-
-
-
-
11.5-12
DS
42
21
37
0
18.20
-
-
-
-
2.70
50/5
"
-
12.5-13
DS
41
25
34
0
-
39.0
24.0
-
-
-
-
13.5-14
SS
43
24
33
0
-
-
-
-
-
-
14.5-15
DS
42
27
31
0
15.7
-
-
-
-
2.71
50/6
"
-
16.5-17
DS
28
21
51
0
-
-
-
-
-
-
-
17.5-18
SS
29
19
52
0
-
-
-
-
-
-
81
18.5-19
DS
26
20
54
0
-
28.0
17.0
-
-
2.67
-
19.5-20
SS
26
21
53
0
-
-
-
-
-
-
75
Clay
%
Silt
%
Sand
%
Grav
e. %
Whitish -yellowish,
very dense, fine to
medium silty sand
soil with high
gypsum content
Yellowish , very
dense, fine to
medium to coarse
silty sand soil
( cementation ) with
high gypsum
content
Reddish silty sandy
clay soil , very stiff
consistency with
content gypsum ,
CL
Yellowish , very
dense ,fine to
medium silty clayey
sand soil with high
gypsum content ,SC
77
SPT(N)
Type of
Sample
Soil
Description
Depth m
Soil classification
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
3.60
-
-
2.03
-
2.07
-
-
53
-
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
50/6
"
-
-
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‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Soil classification
Clay
%
Silt
%
Soil
Description
Sand
%
Grav
e.%
Whitish –
yellowish , very
dense , fine to
medium , silty
sand soil with high
gypsum content
with fine gravel
Yellowish , very
dense , medium to
coarse , silty sand
soil with high
gypsum content
Plasticity
Index
Unit weight
gm/cm³
G.S
SPT(N)
Type of
Sample
Depth m
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.18)
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
-
-
-
50/5
"
-
-
-
-
-
2.64
-
1.20
-
-
-
-
-
-
-
-
-
2.13
2.18
-
0-1
DS
4
18
78
0
1.5-2
DS
2
17
80
1
3-3.5
SS
2
16
81
1
4-4.5
DS
2
18
80
0
5-5.5
DS
2
15
82
1
6-6.5
SS
2
17
81
0
7-7.5
DS
4
19
77
0
-
-
-
-
-
2.64
50/4
"
-
8-8.5
DS
5
22
73
0
24.4
-
-
-
-
-
-
9-9.5
SS
16
21
63
0
-
-
-
-
-
-
10.5-11
DS
19
23
58
0
25.7
-
-
-
-
-
50/6
"
-
11.5-12
DS
21
24
55
0
-
-
-
-
-
2.66
-
13-13.5
SS
23
26
51
0
-
-
-
-
-
-
14-15
DS
44
25
31
0
16.8
-
-
-
-
-
50/5
"
-
15.5-16
DS
46
23
33
0
-
42.0
27.0
-
-
2.71
-
16.5-17
SS
43
25
32
0
-
-
-
-
-
-
17.5-18
DS
28
19
53
0
-
-
-
-
-
-
50/3
"
-
18.5-19
DS
25
21
54
0
-
26.0
15.8
-
-
-
-
19.5-20
SS
27
20
53
0
-
-
-
-
-
-
50/6
"
Yellowish , very
dense , medium to
coarse , clayey
silty sand soil
with high gypsum
content ,SM
Greenish silty
sandy clay soil ,
very stiff
consistency with
content gypsum ,
CL
Yellowish , very
dense , fine to
medium , silty
clayey sand soil
(stony ), with high
gypsum content ,
SC
78
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‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
APPENDIX (2)
79
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‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
APPENDIX (3)
80
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‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Third :B.H.(19,20,21,22,23,24,25,26,27,28,29,30,31,32,33,34,35,36,37,38,39,4
0,41,42&43)
10 - Evaluation of Tests Results:
Results of site and laboratory are evaluated according to ASTM and B.S specifications by
Table and graph. The results as follows:
10-1 grain size and hydrometer analysis :
The grain size distribution curves of soil samples taken from the boreholes at site was
determined using sieve analysis. The experimental equipment and procedure are defined in
chapter entitled " grain size analysis with sieve" . the sieving method consists of sorting soil
grains by size by passing the soil sample through a stack of sieves. The experimental results
of different boreholes are tabulated in appendix (2).percent fraction by WT according to
USCS and ASTM D2488 and ASTM D 2487 , engineering soil classification systems for the
samples are given . The experiments were successfully carried out . little soil was lost in the
sieving process .
Also hydrometer analysis was carried to determine the grain size distribution of fine –grained
soils having particle sizes smaller than 0.075 mm and when percentage of finer is greater
than 12% with weight approximately equal to 50 gm . the experimental equipment and
procedure are defined also in bowles 1991.the summaries of test results of different boreholes
are tabulated in appendix (1). According to unified classification system (USCS) ,the site soil
can in general , be classified as poor to well graded sand (SP to SW) to poorly graded sand
with silt (SP-SM) to silty sand (SM) .on the other hand , the cohesive soil pockets that
encountered at different depths in some locations can be classified as clayey silt of low to
high plasticity (ML to MH) .
Referring to the results of the SPT results , the sand and silty sand can be described as dense
to very dense since SPT values are in general greater than 50 .It is worthy to mention that the
relatively high values of SPT may be attributed to the absence of ground water within the
drilled depths and the presence of some natural chemical components that cemented the sand
particles together .
10-2 Soil Layer Description or soil profile:
According to the in situe and some of laboratory testing carried out on the soil of site ,
the subsoil strata encountered at the investigated location is detailed on the borehole logs
The unified classification system for sediments is used for the classification of this soil as
shown in appendix (1) results and profile in Figures (3).From this Table appendix (1), It
is clear that the soil consist the following layers :
81
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‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
a-the sub -soil strata starting from natural ground surface consisting of a layer of, yellowish,
whitish, greenish silty sand soil (SW,SP,SM), fine gravel and high gypsum content, very
dense (cementation , stony ), this layer extends up to the boring end depth of (0.0- 10.0)
This consequent changes or sub-soil strata is related to way of deposition.
Details of soil stratification for each borehole are shown in soil profile "bore logs" at figs
(3).
82
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‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Fig .3: soil profile through boreholes
83
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‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
10-3Ground water table observation and water chemical analysis:
The underground water level was measured at end of boring at the time of sub-soil
investigation (May, 2013) from the natural ground surface shown in Table (5). The specified
depth was fixed after 24 hours of boring termination. However, this depth May fluctuate
during the seasons of the year according to ASTM D-4750. Chemical analysis for ground
water are listed in Table (6). The water is shown to be of high alkalinity, medium to high in
salts content and it has harmful amount of sulfates .according to ASTM specifications.
precaution should be taken in concreting.
Table (5) the underground water level
Date of
measurement
under ground water
elevation (m)
Bored
method
Bored
Depth
(m )
Bored
Diameter
(m )
B.H. No.
May -2013
7.20
10
0.10
19
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
7.20
7.40
7.40
8.10
7.90
7.80
8.10
8.20
8.20
9.00
9.30
8.40
9.40
9.10
8.90
8.80
9.10
8.70
8.80
8.90
8.80
8.90
9.20
9.00
Flight
Augers
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
10
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
84
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Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Table (6) Chemical analysis for ground water
SO4
Cl
PH
EC * 10³
TSS
Depth
Mg/l
mg/l
mm hos/cm mg/l
(m)
1142
388 8.0
2392
7.20
1171
430 8.1
2348
7.20
1138
415 8.1
2351
7.90
1157
429 7.8
2362
8.80
1146
402 7.9
2357
9.00
BH .No
19
21
24
35
43
Examining the tests results, it can be seen that the range of sulphate (SO4) in water between
(1138-1171) mg/l, while the range of chloride content is between (388-430) mg/l [For water
samples]. On the other hand it also noted that the range of pH value for water samples were
(7.9-8.1) It can be seen that the TDS of water samples is high and varies from (2348-2392)
mg/l.
10-4 Permeability test results:
The results of coefficient of permeability K= for layers it varies from (3.81 x 10‾3 to 5.12
x10-4) cm/sec. The permeability of this soil is good and this is caused by variation of
increasing the sand percentages in the sub-soil.
10-5 Soil Activity:
With the plasticity index and liquid limit known the Casagrande plasticity chart shows
the cohesive soil to have wide range of plasticity CL ( clays of medium plasticity ) and CH (
clays of high plasticity ) and OL or ML (silts of medium or high compressibility and clay as
shown in table (7) and appendix (3)
The average ratio of plasticity index to clay content equal:-0.00
Which release that this soil have poor clay activity according to ASTM specifications, so this
soil has low swelling tendency. The results generally indicate that the value of moisture
content is closer to the plastic limit than to the liquid limit . this trend suggests that the
cohesive less layer is very dense .
85
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Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Table (7) Plasticity Index and Liquid Limit PL=LL-PI
System of classification
Type of
sample
B.H.
No
Sieve &Hydrometer
Depth
(m)
Clay
%
Silt
%
Sand
%
Grav
e.%
Properties index
PL
LL
PI
%
%
%
Mc
LI
A
DS
19
3.5-4
-
-
-
-
-
-
-
-
-
-
DS
22
4-4.5
-
-
-
-
-
-
-
-
-
-
DS
29
6.5-7
-
-
-
-
-
-
-
-
-
-
Results of Liquid Limit (LL), Plastic Limit (PL) and natural moisture content (MC) are
plotted against depth. This test was conducted on samples exhibits cohesive behavior
and for cohesive constituents that mixed within cohesion less soil. The results of
Plasticity Index have been plotted against its Liquid Limit in Appendix (3) to give the
Plasticity Chart.
The Liquidity Index (LI) has been proposed as a measure of quantifying liquefaction
problem. Values of LI ≥ 1 are indicative of a liquefaction or quick potential. As long as
most calculated values of LI shown in Table 7 is less than and equal to one, so the
samples have no liquefaction potential. Values of LI in Table 7 with less than zero
indicate also that the consistency of the soil is in a semi-solid or solid state, while other
values indicate that the soil is in a plastic state. The value of LI with less than or equal
zero indicates that the soil is over consolidated. Activity of clay given in Table 7,
which is the ratio of Plasticity Index to clay content, is a measure of degree to which
soil will exhibit colloidal behavior.
Values of Activity (A) in Table 7 less than 0.75 are termed inactive clays. Normally
active clays have activities between 0.75-1.25. The samples with activity more than
1.25 are active clays. The test results indicate that most of the soil samples have
activity of less than 0.75. This means that the samples are of inactive clay.
Where:
LI: Liquidity Index ( L.I=Mc-P.L./P.I )
A: Activity (A=P.I./clay fraction )
LL: Liquid Limit
PL: Plastic Limit
PI: Plasticity Index
86
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Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Mc : Natural moisture Content (water content)
10-6 Soil Collapsibility
10-6 Soil Collapsibility
To investigate the soil collapsibility , single collapse test was performed on selected
samples . the samples were prepared and tested according to ASTM D 5333. Samples were
prepared at natural field dry to semi dry unit weight . Test results are table (8).
Tests results have been compared with ASTM requirements for severity collapse . it is found
that the collapse index , Ie , is ranging from 1.58 to 1.93% . This means that the degree of
collapse is slight to moderate.
Table (8) results collapse tests
BH. No.
Depth m
ᵞt g/cm3
19
23
31
3.5-4
5.5-6
2.5-3
2.21
2.20
2.18
Ie %
1.58
1.71
1.93
10-7 Type and depth of foundation
10-7-1 Type of foundation
The kind of foundations is depending on the loads carried by the building
construction on the soil and the also on the bearing capacity and compressibility of this soil.
10-7-2 Type depth of foundation
The depth of foundation is depending on the nature, texture, type bearing capacity of the soil
and water table of ground water. The depth of foundation prefers to be not more than the
depth of ground water, to prevent some construction problem.
10-8 Bearing Capacity:
10-8-1- Bearing Capacity by Dynamic Method
The consistency of cohesive soils can be described qualitatively by terms such as very
soft, soft, medium, etc. The classification is based on the undrained shear strength (su) as
shown in Table (9) below. There is an experimental correlation between the shear
strength and N-values quoted by Terzaghi and Peck. This correlation should be used as a
guide only, and in situations where no enough data is available. corrected for N- SPT test
dependent on equation:- Nc = 15 +05(Nm-15) where is :N= No. of blows for SPT, Nc= correct value for N ,Nm= measurement value for N,
dependent on formula( Terzaghi & Peck ,1967 and Terzaghi (1969)) , have outlined the
87
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Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
correlation of SPT-N value (SPT blow count ) with undrained shear strength and consistency
of clays as in table (9) .
Table ( 9) the correlation of SPT-N value (SPT blow count ) with undrained shear strength
and consistency of clays
Soil consistency
Very soft
Soft
Medium
Stiff
Very Stiff
Hard
SPT N
<2
2-4
4-8
8-15
15-30
>30
Cu(kPa)
<12
12-25
25-50
50-100
100-200
>200
If the shear strength of the soil has not been determined, the consistency of the clay
can be estimated in the field or laboratory based on the following:
Very soft: The clay is easily penetrated several centimeters by the thumb. The clay oozes
out between the fingers when squeezed in the hand.
Soft: The clay is easily penetrated about 1 in. (2 to 3 cm) by the thumb with clay cane be
molded by slight finger pressure.
Medium-stiff: The clay can be penetrated about 0.4 in ( 1cm) by the thumb with
moderate effort. The clay can be molded by strong finger pressure.
Stiff: The clay can be indented about 0.2 in. (0.5 cm) by the thumb with great effort.
Very stiff: The clay cannot be indented by the thumb, but can only be indented with the
thumbnail.
While Shear Strength of cohesion less soils :Shear strength of cohesion less soils is usually described in terms of relative density.
The relative density is an index that quantifies the degree of packing between the loosest and
densest state of coarse grained soils. The denseness state of a cohesion less soil can be
described as very loose, loose, medium-dense, dense, and very dense. Some standards (like
BS 5930) give the relationship shown in Table (10) below, between N-values and the relative
density of cohesion less soils.
88
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Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Table (10) below, between N-values and the relative density of cohesion less soils.
Relative density
SPT N
Angle of internal
friction (degrees)
Very loose
<4
<30
Loose
4-10
30-35
Medium dense
10-30
35-40
Dense
30-50
40-45
Very dense
>30
>45
Further well known correlations to obtain the shear strength value from SPT-N are given
below :- Cu =10 N (Sanglerat , 1972)
- Cu =6.25 N (Terzaghi & peck , 1948)
- Cu =29 N0.72 (Hara et. Al. , 1974)
- Cu =4.85 NField (Sivrikaya & Togrol , 2002)
- Cu =(4-6) NField (Stroud , 1974)
Based on the soil consistency estimations of Terzaghi & peck ( 1967) given in Table (11)
qall =1.1 Cu
From the results of in-suite the allowable bearing capacity of the soil from N-SPT method
for depth from (1.5 m to 10.0m) is ranging from (25.85–31.35) T /m² for all boreholes
While Shear Strength of cohesion less soils :Shear strength of cohesion less soils is usually described in terms of relative density.
Results are shown in Table (11) below :-
89
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Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Table (11) allowable bearing capacity of the soil from N-SPT method
Depth
(m)
SPT(N)
Total for
300mm
BH.19
SPT(N)
Total for
300mm
BH.20
SPT(N)
Total
for
300mm
BH.21
1.5
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
50/6"
50/5"
50/6"
50/4"
50/4"
50/6"
50/4"
-
50/6"
50/4"
50/4"
50/5"
Depth
(m)
1.5
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
SPT(N)
SPT(N)
Total for Total for
300mm
300mm
BH.22
BH.23
50/4"
50/3"
79
83
50/6"
50/5"
50/4"
68
SPT(N)
Total for
300mm
BH.24
50/3"
50/4"
77
62
SPT(N) SPT(N)
Total for Total
300mm
for
BH.25
300mm
BH.26
50/4"
50/3"
50/4"
71
50/6"
50/4"
50/6"
-
SPT(N)
Total for
300mm
BH.27
SPT(N)
Total for
300mm
BH.28
SPT(N)
Total for
300mm
BH.29
SPT(N)
Total for
300mm
BH.30
SPT(N)
Total for
300mm
BH.31
SPT(N)
Total for
300mm
BH.32
SPT(N)
Total for
300mm
BH.33
71
50/4"
50/3"
50/5"
50/5"
50/4"
63
57
50/3"
50/4"
50/2"
50/3"
50/3"
50/4"
50/3"
50/4"
50/5"
50/4"
50/3"
50/2"
50/3"
50/5"
50/6"
87
50/4"
-
50/2"
50/4"
-
90
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‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Depth
(m)
1.5
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
Depth
(m)
1.5
2.0
3.0
4.0
5.0
6.0
7.0
8.0
9.0
10.0
SPT(N)
Total for
300mm
BH.34
SPT(N)
Total for
300mm
BH.35
SPT(N)
Total for
300mm
BH.36
SPT(N)
Total for
300mm
BH.37
SPT(N)
Total for
300mm
BH.38
SPT(N)
Total for
300mm
BH.39
SPT(N)
Total for
300mm
BH.40
50/3"
50/4"
91
50/4"
50/6"
50/3"
50/5"
50/3"
50/6"
50/5"
50/2"
-
50/4"
50/4"
93
50/5"
50/5"
50/4"
86
50/6"
50/3"
50/4"
50/5"
50/4"
50/4"
50/3"
50/4"
50/3"
SPT(N)
Total for
300mm
BH.41
SPT(N)
Total for
300mm
BH.42
SPT(N)
Total for
300mm
BH.43
AV.
SPT(N)
Total for
300mm
NC=correction
SPT(N)
Total
for 300mm
Ave. B.C
T/M²
50/6"
50/4"
50/3"
-
50/6"
50/2"
50/5"
50/6"
50/5"
50/2"
50/4"
50/4"
95
50/4"
50/5"
50/3
50/4"
50/4"
91
79
50/4"
87
55
57
57
57
57
57
53
47
57
51
30.25
31.35
31.35
31.35
31.35
31.35
29.15
25.85
31.35
28.10
The bearing capacity of the soil at shallow depths can be obtained by using different
approaches . basing on the SPT-N values of the supporting sandy layer , Meyerhof
suggested the following empirical formula to calculate the allowable contact pressure ( ∆q s
) that causes 25 mm (allowable ) settlement :
∆qs= 0.31 Nρ(B+0.3/B)2
In which ∆qs in (kPa) , B in (m) and ρ in (mm)
91
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Before using this equation , the measured SPT-N values should be corrected to account for
different factors such as overburden vertical stress and driving energy ratio . since there is
no available data regarding the driving energy and efficiency , the ratio is assumed as 50% .
this assumption reduces the measured values by about 30% and makes the calculations on
safe side .
10-8-2 Bearing Capacity by Static Method: Since damaging may result from foundation failure (collapse)as well as from excessive
settlement .the following criteria must always be used in evaluating the bearing capacity :- Adequate factor of safety against failure.
- Adequate margin against excessive settlement .
The bearing capacity could be evaluated from one of the following method.
1- The bearing capacity is calculated according to Terzaghi equation with modification
suggested by Meyerhof (1963)
qult= C Nc +q Nq +0.5BγNγ
continuous footing
qult= 1.3CNc +q Nq +0.4γBNγ
square footing
qult= 1.3CNc +q Nq +0.3γBNγ
round footing
qult= C Nc Sc dc +q Nq Sq dq +0.5γ B Nγ Sγ dγ Meyerhof
Nc ,Nq, N γ
Bearing capacity factor
Sc, Sq ,S γ
Shape factors
dc , dq , d γ
Depth factors
Sc =1 + Nq B / Nc L , Sq= 1 + B/L tanø , Sγ=1 - 0.4 B/L
dc= 1 + 0.4 Dƒ/B , dq= 1 + 2 tanø(1-sinø)²D/B
2- Bearing capacity for foundation on undrained saturated clay for ø=0 , so the general
Expression will be :
qult= C Nc + γ Dƒ (i.e. Nq=1, Nγ=0)
(Nc) rectangular = (1+ 0.2 B/L) (Nc) strip (skempton formula)
3- the net allowable bearing capacity of clay or plastic is approximately equal to the
unconfined compressive strength where
qult= C Nc + γ Dƒ for ø=0
The net ultimate bearing capacity (qult) is defined as the pressure that can be supported at the
base of the footing in excess of that at the same level due to the surrounding surcharge.
So qult= qult- γ Dƒ= C Nc + γ Dƒ - γ Dƒ
qult= C Nc take F.O.S=3
qult= C Nc/3
C= q unconfined /2 , usually Nc≈6 , so
qall= q unconfined x 6 /2x3 , so
qall= qult/ safety factor
92
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Thus the allowable bearing capacity of clay or plastic silt is approximately equal to the
unconfined compressive strength .
The results of the unconfined , direct shear and triaxial tests are shown in table (12) .
indicate that the cohesive less soil is very dense.
Table (12) strength parameters (unconfined & triaxial test and direct shear test results
with depth
BH.NO
Depth
m
BH.19
=
BH.20
=
BH.21
=
=
BH.22
=
BH.23
=
=
BH.24
=
BH.25
=
=
BH.26
=
BH.27
=
=
BH.28
=
BH.29
=
BH.30
=
BH.31
=
=
BH.32
BH.33
=
1.5-2
4.5-5
2.5-3
5.5-6
2.5-3
5.5-6
7.5-8
2-2.5
5-5.5
1.5-2
4.5-5
9.5-10
2-2.5
8-8.5
1.5-2
4.5-5
7.5-8
3-3.5
6-6.5
1-1.5
4-4.5
7-7.5
1-1.5
4-4.5
1.5-2
4.5-5
2.5-3
5.5-6
1.5-2
4.5-5
7.5-8
2-2.5
4.5-5
6.5-7
Triaxial test
Un
Un
drained
drained
Cu T/m2
u
-
Direct shear test
Drained Drained
C T/m2 Ø
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.78
0.0
0.65
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
93
37
38
38
36
37
39
37
39
41
38
37
31
41
32
39
41
39
36
39
33
39
41
37
39
40
39
37
42
39
41
39
39
36
39
γ wet
gm/cm³
γ dry
gm/cm³
qu
T/m2
2.17
2.18
2.20
2.19
2.21
2.19
2.19
2.18
2.21
2.14
2.20
2.07
2.17
2.05
2.19
2.21
2.18
2.14
2.18
2.07
2.20
2.22
2.15
2.17
2.20
2.19
2.17
2.21
2.19
2.21
2.19
2.20
2.14
2.09
2.14
2.16
2.17
2.14
2.17
2.15
1.87
2.15
2.15
2.11
2.13
1.78
2.09
1.71
2.16
2.18
2.15
2.11
2.13
2.04
2.17
2.19
2.13
2.14
2.18
2.15
2.14
2.19
2.17
2.18
1.90
2.17
2.11
2.05
-
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
BH.34
=
BH.35
BH.36
=
BH.37
BH.38
BH.39
=
BH.40
BH.41
=
BH.42
BH.43
=
2-2.5
5-5.5
1.5-2
2-2.5
8.5-9
4-4.5
7-7.5
2-2.5
8-8.5
4.5-5
3-3.5
8.5-9
4-4.5
1-1.5
4-4.5
-
-
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
40
39
36
37
42
39
34
40
38
40
36
39
42
37
42
2.20
2.18
2.12
2.13
2.23
2.19
2.10
2.21
2.16
2.19
2.13
2.19
2.24
2.17
2.24
2.17
2.15
2.10
2.11
1.91
2.15
2.04
2.18
2.05
2.16
2.10
1.92
2.21
2.15
2.21
-
-
The allowable bearing capacity for foundation shown in Table (13).
Table (13) The allowable bearing capacity for foundation
Df= the depth of foundation (m )
(1.0) m
(2.0) m
(3.0) m
allowable bearing capacity T/m²
(11.87) T/m²
(14.30) T/m²
(16.74) T/m²
The safe bearing pressure may be determined using a factor of safety of 3 against shear . the
allowable bearing capacity of shallow footing with width B≤1.2 m is above in table (13).
Unconsolidated undrained triaxial test (UU-test) was done on selected samples taken from
the SPT test. As well as direct shear tests were performed on sandy soil samples to get the
shear strength parameters of the cohesionless soil. The UU-test was conducted on
cohesive to semi cohesionless samples. Samples were prepared using static compaction
procedures at certain density related to the relative density obtained from the results of the
SPT results.
The summary of the test results is given in Table (13). The range of the undrained
shear strength (cu) obtained from UU-Triaxial test is 0 to 0.0kPa; while the angle of
internal friction approaches ranges from 0.0-0.0 degrees. On the other hand; the
undrained cohesion (cu) obtained from the direct shear test values is always zero, and the
range of the angle of internal friction (φ) varied from 31.0 to 42.0 degrees. From the test
results it can be seen that the values of cu, at some locations, is small
94
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
and sometimes approaches zero. This is due to the nature of the soil at the site which is
mainly cohesionless soil. On the other hand, the value of the angle of internal friction was
found to be varying depending on the soil constituents and relative density. For practical
purposes, the value of cu can be taken as zero for cohesionless soil. It is worth to mention
herein that the SPT test can be used for estimated and evaluation of bearing capacity and
settlement.
11- strength of the soil :For cohesion less soil layer, the results direct shear and number of blows of standard
penetration test (SPT) table (11,12) indicate that the relative density of this soil layer is
very dense .
Unconsolidated undrained triaxial test (UU-test) was done on selected samples taken from
the SPT test. As well as direct shear tests were performed on sandy soil samples to get the
shear strength parameters of the cohesionless soil. The UU-test was conducted on
cohesive to semi cohesionless samples. Samples were prepared using static compaction
procedures at certain density related to the relative density obtained from the results of the
SPT results.
From the test results it can be seen that the values of cu, at some locations, is small
and sometimes approaches zero. This is due to the nature of the soil at the site which is
mainly cohesionless soil and sometimes contains cohesive materials with small
percentages. On the other hand, the value of the angle of internal friction was found to be
varying depending on the soil constituents and relative density. For practical purposes, the
value of cu can be taken as zero for cohesionless soil. It is worth to mention herein that the
SPT test can be used for estimated and evaluation of bearing capacity and settlement.
12- Settlement:Settlements are usually classified as follows:
1. Immediate, or those that take place as the load is applied or within a time period of
construction.
2. Consolidation, or those that are time-dependent and take months to years to develop.
Immediate settlement analyses are used for all fine-grained soils including silts and
clays with low degree of saturation and for all coarse-grained soils with a large coefficient
of permeability.
Consolidation settlement analyses are used for all saturated, or nearly saturated, fine
grained soils where the consolidation theory applies. For these soils, it can be estimate
both settlement ΔH and how long a time it will take for most of the settlement to occur.
95
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
The soil type at the site is cohesionless soil . hence , only immediate settlement is expected
to take place due to the applied loads . the elastic settlement of uniformly loaded flexible
foundation can be calculated from the following equation (Bowles , 1996 ) :
Sec =∆qs B' (I-μ2/E2)m Is If
Is=I1+(1-2μ/1-μ ) I2
Where :- qs: intensity of contact pressure factors .
I1 and I2 are influence factors depends on L'/B' of segment and H/B' (these values are taken
from Table (5.2) in Bowles (1996) , and thickness of stratum H, poissons ratio μ, and base
embedment depth Df , (these factors are given in Bowles , 1996) , and Es (elastic parameters
of soil under the footing base ) .
-B': width of segment
m: no. of contributing segments and equals 4 at centre, 2 at side and 1 at corner.
μ is Poisson's ration (Taken as 0.3 for sandy soil)
Es is the modulus of elasticity and can be estimated for sand from the following equations as
given in Bowles(1996):
The settlements of fine-grained, saturated cohesive soils will be time-dependent, and
consolidation theory is usually used, although elastic methods can be, and sometimes are,
used. Consolidation settlements can be calculated from the following equation:
ΔH = mv Δp H = ε H
Where; mv is the coefficient of volume change.
In general the settlement of footing is calculated as:
Total settlement=immediate settlement + consolidation settlement
Since the soil at the site is dry cohesionless soil; the initials (immediate) settlement is
the predominated settlement and no long term (consolidation) settlement is expected at the
site.
For the encountered soil at the site; it can be concluded that the predominated
settlement component at the site is the immediate settlement. Keeping in mind that special
care must be followed for the evaluation of soil parameters for settlement analysis .In the site
, the immediate settlement can be calculated directly from the results of SPT ( Lambe and
whitmen , 1969). Taking all the parameters for settlement analysis into consideration and
consider the presence of gypsum within the allowable limits.
13- Chemical Tests:
From the chemical tests of the soil samples were analyzed for sulphate , chloride contents
,organic matters contents, calcium carbonate ,pH , TSS and gypsum content . the results
are summarized in table (14) . it is clears that the highest value of sulfate as SO3 % is range
(0.39-1.40%) for soil and the range chloride content is (268-341) mg/l . Organic matters of
soil samples were varied from 0.33 to 0.60% .On other hand the TSS and gypsum content
were found to vary from 13.21 to 22.58 % and 11.49 to 18.72 % , respectively . We suggest
96
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
to use sulfate resistance Portland cement (SRPC) for foundation and all concrete in contact
with soil. covered all sides of concrete with bitumen layer with a thick according to choice
the designer or minimum cement content is 410 kg/m³, maximum free water/ cement ratio
is 0.50 by weight and special precautions should be adopted for concrete reinforcement
below ground level due to high percent of chloride content .
No. of
BH
BH.20
=
=
BH.23
=
=
BH.27
=
BH.32
=
=
BH.36
=
=
BH.41
=
=
=
=
=
=
=
Table (14) Results of chemical Analysis for soil
Depth
SO3
Gyp.
TSS
ORG CaCO3
PH %
(m)
(%)
(%)
(%)
(%)
(%)
1.5-2
0.41 11.30 13.21
0.61
11.0
8.0
2.5-3
0.43 13.46 17.58
0.55
14.0
7.9
3.5-4
0.38 13.31 16.25
0.51
15.0
7.8
4.5-5
0.54 16.14 19.34
0.43
17.0
7.9
5.5-6
0.68 15.21 18.74
0.41
22.0
8.1
6.5-7
0.76 17.31 21.67
21.0
8-8.5
1.29 15.23 18.70
23.0
9.5-10
1.40 12.15 15.42
26.0
2-2.5
0.43 14.61 17.45
0.52
11.0
8.0
3-3.5
0.47 13.80 16.23
0.44
14.0
8.1
4-4.5
0.44 15.66 18.52
0.36
15.0
8.0
5.5-6
0.68 13.42 17.40
12.0
8.2
6.5-7
0.71 18.20 21.61
13.0
7.5-8
0.85 15.11 18.67
17.0
1-1.5
0.39 11.49 14.68
0.42
11.0
8.0
2-2.5
0.51 13.70 17.24
0.60
14.0
8.1
3-3.5
0.67 16.40 19.61
0.57
16.0
8.0
4-4.5
0.82 14.24 18.58
0.33
17.0
7.8
5-5.5
0.87 18.72 22.58
19.0
8.1
6-6.5
0.92 13.94 16.51
22.0
7.9
7-7.5
1.21 12.75 17.42
24.0
8-8.5
1.25 15.14 19.60
27.0
-
Cl(mg/l)
268
341
311
302
324
310
318
299
278
286
305
316
297
310
-
14-Dewatering
The site investigation data shows that groundwater is found at 7.20 m.b.g.1. This is the
level of the river. It may also be affected by seasonal variations. For the safe excavation
97
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
below this level, de-watering will be required. As well as; any excavation shall be carried
out in such a way not to damage
the base material due to uncontrolled hydraulic gradient. Groundwater control measures
could take the form of local de-watering by the construction of perimeter drains and
sump pumping.
15- final analysis and special consideration :A discussion of the results that are derived from field and laboratory testing carried out on
site is as follows:The main problem that could be encountered during the life of the project . is the presence of
soluble salts in the most layers, this can be explained as the effect of soil engineering
properties variations , due to presence of gypsum and total soluble salts contents and the
fluctuation of water table. Any fluctuation of the water table could make a leaching process
to the soil underneath the foundation.
The leaching process can be defined as the removal of soluble matters and dissolution of the
cementing agents from soil either by water table fluctuation or by percolation of water into
soil. The action of leaching change the engineering properties of soils especially
compressibility, shear strength, collapsibility and permeability, and in turn it affects the
performance of the structures established or constructed on or within such soils.
Furthermore, there is an increasing relationship between the leaching and time. The rate of
leaching increase with time initially due to enlargement of the voids, then it decreases due to
collapsing of soil structure. The insufficient consideration of the variation of the engineering
properties due to leaching creates serious problems to the structures constructed on these
soils. The water table was encountered, as observed at the time of investigation, between
(7.20-9.20 m ) below the existing ground level . Due to the existence of water table in deep
depth, makes the problem of settlement insignificant as consolidation is a process of
graduated decrease of the water content from saturated soil under constant load. the soil
condition above the water table makes the problem of settlement insignificant due to
existence of cohesionless layer at deep depth from ground surface. The presence of leakage
of water which could lead to differential settlement in the most layers , this can be explained
as the effect of soil engineering properties variations , due to presence of high salt contents
and the fluctuation of water table. The presence of soluble salts in the soil may cause
significant changes in the properties of the soil . the effects on coarse grained soils may be
more obvious
As a result , collapse may cause damage to the foundation of the structures , it is worthy to
mention that there are many effects of the soluble salts on:- Compaction and shear strength
-compressibility characteristics
98
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
- hydraulic conducts characteristics
-physical properties
16- proposed foundation:Stability and safety of a structure depends upon proper design and performance of its
foundation. According to site condition, soil properties , structures arrangements , loading
distribution and discussion of test result it was found that shallow foundation are the most
relevant type for most of structures in the project . in which applied load will not exceed
or approximately equal to the allowable bearing capacity .
All computation are performed for an expected range of dimension for settlement
calculation for spread , continuous and raft footing which are contact with a layer of well
compacted sub base of 1m suggested to be laid underneath the base of shallow foundation.
Based on the available information concerning the building and structures to be
constructed at the proposed site , provided by the contractor , the analysis mentioned in
paragraph(10-8-2 Bearing Capacity by Static Method) are made to determine the
allowable soil bearing capacity and the total settlement for the suitable foundations.
The allowable net soil bearing pressure for the spread, continuous and raft foundations
with enough rigidity placed at a depth of (1m) below the existing natural ground level was
evaluated to be in the order of (11.87T/m²) , in order for raft foundations placed at a depth
of (1m). The allowable net soil bearing capacity was evaluated using a factor of safety of
(3) against bearing capacity failure that means the contact pressure will be sufficiency low
in magnitude to keep load – induced deformation within the elastic range of the bearing
soils. Potential load responsive elastic settlements shows that the settlement is about less
than 5.0 cm provided the suggested design and construction criteria are followed .The
differential settlement shall be about 50% of the expected total settlement. The following
table (15) shows the parameter of silty sand layer which could be required on base
equation (Ks=40 *SF*qa ) for foundation analysis and design .
Table (5) Required parameter Modulus Ks
Modulus of sub
Depth (m)
qa(kN/m2)
grade reaction , Ks
1.0
118.7
14244
2.0
143.0
17160
3.0
167.4
20088
99
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
The soil parameters summarized in Table 16 are recommended for the design of
foundations.
Table (16) Recommended Values of Applicable Soil Parameters and some Design
Parameters
Soil parameters
Symbol
Applicable values
and evaluation
Unit
Specific gravity of cohesive soil
Gs
Specific gravity of cohesion less soil
Gs
Liquid Limit of cohesive soil
LL
%
Plasticity Index of cohesive soil
PL
%
Bulk Unit weight
γt
219
gm/cm3
Water table level
----
7.20
m.b.g.l.
Cohesive Soil type
CL
Cohesion less Soil type
SP ,SW
,SC ,SM
---2.64-2.67
----
---Very
----
dense cohesion less
soil
Undrained cohesion for cohesive soil for
shallow Foundation
cu
t/m2
Angle of shearing resistance for cohesive soil
Φ
Degree
Angle of shearing resistance for cohesion less
soil
φ
Compression index
cc
----
Swelling index
cr
----
Initial void ratio
eo
----
Factor of safety for bearing capacity of
shallow Footing
FS
Factor of safety for pile capacity
FS
Net allowable bearing capacity for shallow
footing (2.0-3.0)m
Qall
Working pile capacity
Qa
100
31-42
3.0
Degree
-------
11.87
t/m2
Ton
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
18- Conclusions:Geotechnical investigations have been carried out for the site. In-situ standard
penetration tests have been carried out. Laboratory tests have been undertaken to
determine Atterberg limits, grading, shear strength parameters, consolidation test and
chemical tests for soils (sulphate, organic content, total soluble salts and chloride) and
chemical analysis for water (pH, Cl, SO4 and TDS). From the field observation and test
results the following conclusions are gathered:
1-Design information concerning loading condition is not available and foundation
type and depth is not available, therefore, this report deals with sub – soil
characteristics only.
2-The allowable bearing capacity at shallow depth may be taken as (11.87T/m²) at
depth 1.0m, (14.30T/m²) at depth 2.0 m and (16.74T/m²) at depth 3.0 m below
natural ground level.
3-Ground conditions encountered in the exploratory holes showed that the soil
profile consists of the following layers: The soil profile can be described as a layers
stratification of different soil types . The cohesive less soil of layers f silty to
clayey sand was noticed at different locations. The cohesion less soil can be
classified as poorly graded sand with to silty sand (SW, SP ,SM).
4-Groundwater levels have been recorded. The groundwater table is about 7.20m.b.g.l
below existing ground level . Dewatering is required for the part of structure below the
water table level.
19- Recommendations :Note: - based on the designer order
The following steps are recommended:1- Excavate the foundation to the design depth for the proposed building , the anticipated
bearing pressure will be in the order of (11.80 t/m2 ) .
2- Less could be recommended for other building which its applied loads are not exceeds
the allowable bearing capacity mention.
3-The soil beneath foundation should be excavated to depth not less than (1.10m) below
ground level . it is preferred to make the width of excavation (B+0.50)m. and laying of
lower is replaced by clean of boulder of 0.30m ( two layer 2 * 0.15) thick for soil
stabilization and compact .
And Laying a layer of sub base class B thick 0.30 m( two layer 2 * 0.15) with following
requirement :- a- well Field density should not less than 95 % of bulk density
101
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
established according to (ASTM D-1557)
b- The value of CBR not less than 35% (ASTM D-1883) at 95% of the
max dry density established according to (ASTM D-1557)
c- liquid limit 35% maximum
d- organic matter
not more than 1.0%
e- SO3
not more than 2.0%
f- total soluble salts
not more than 10 %
g- gypsum content
not more than 10.5 %
The subbase material must be provided according SCRB with minimum values of chemical
compounds . This replacement would increase the bearing capacity and reduces total and
differential settlement .
4-It is recommended to fill the zone around the foundation with well compacted clayey
layer of low permeability according to (ASTM D-1557) to conform required , a relative
compaction of 95%, should be achieve during compaction , with carrying out the
following tests :a- particle size distribution
b- insitu dry density and optimum moisture content
c- Atterberg limits
d- minimum C. B. R. is 4%
5- Put a layer of Lean concrete of thick 0.1 m. mix (1:3:6) under the foundation.
6- The ground must be sloped away from structures as possible and slope maintained so
that runoff water will be carried away from adjacent to stand near foundations, but
must be drained into lined ditches.
7-Water ,sewer and gas lines installed in such away that not make weakness in foundation
and should be designed to absorb movement without breaking .
8-As a measure in this respect is construct not less than 2 m wide sidewalk surrounding the
structures should be constructed immediately after erection of the building . The joints of
this sidewalk slabs should be properly filled with mastic .
9- Due to the high soluble salts and gypsum contents in the soil , all concrete works which
in touch with soil should be protected by coating all the footing faces by a layer of hot
bitumen type 20/30 with 8.0 mm thickness.
10- Dewatering the water table during the construction period by use filter. During the
period of construction using well point system for dewatering or boring deep wells with
filter to avoid pumping of fine particles reduce the ground water level around station site,
for reduce the ground water level .
11- Type of cement :a- Sulphat resisting cement is recommended to be used for foundation .
b- minimum cement content is 400 kg/m³.
c- maximum free water/ cement ratio is 0.45 by weight .
d- special precautions should be adopted for concrete reinforcement below
102
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
ground level due to high percent of chloride content .
e- vibrators must be used in order to density the fresh concrete.
12- due to the presence of some gypsum and other soluble salts at different depths and
locations in the site , fresh and rainfall water should be carefully drained away from
the building foundations .
COMMENTS
1.1 Foundation Concrete
Considering the results of chemical tests, and sulfate content value, is
recommended to use sulfate resisting cement conforming to BS 4027 (or its
equivalent) with a cement content of not less than 410kg/m3 and water cement ratio
of not more than 0.45.
1.2 Protective coating, apply 2layers of emulsified asphalt for all concrete works in
contact with the soil.
1.3 Flexible connections are recommended for all utilities at their crossing to the
basement walls.
1.4 Precaution Measures Towards Gypsum Content
1.4.1 Construct an impermeable protective belt of GC (Clay + Boulder) about 2m
width around the foundation zone, at a suitable level so that it can be kept
continuously moist to avoid the development of shrinkage cracks in this layer. This
belt will assist in preventing surface waters from percolating into the ground which
may initiate leaching process. This layer which is to be 30 cm thick has to be
compacted to 95% of its maximum dry density at its optimum moisture content
obtained from Modified Proctor test.
Or
1.4.2 Concrete side walks around the building with width not less than 2m will assist in
pushing surface waters away from foundation zone and prevent their percolation
into the ground that may result in leaching of gypseous soils.
2.4 Seismic Parameters as per the UBC97, the soil profile type to be considered for
design purposes is (SD). The site is within seismic zone (1).
2-
Preparation of Foundation Strata
- Excavate 1.0 m deeper than the final level where the raft is to be laid at, Table 1.
- Backfill 0.80m using engineering backfill (road base) in four successive layers. Each
layer is to be compacted to 95% of its maximum dry density at its optimum moisture
content obtained from modified Proctor test (to account for existence of gypsum).
103
‫‪Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University‬‬
‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‪ -‬العصري السكني في كربالء المقدسة – محافظة كربالء‬
‫‪Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate‬‬
‫‪- Cast a layer of 10cm lean concrete (1:3:6) on top of the final engineering fill layer as‬‬
‫‪its compaction is completed.‬‬
‫‪- Construct the waterproofing layer and then apply concrete screed for protection.‬‬
‫‪3- Dewatering is to be carried out continuously while excavation and construction of‬‬
‫‪raft and basement and to be continued till dead loads of substructure and superstructure‬‬
‫‪balance the hydrostatic pressure with F.S not less than1.2. Proper filter to be used‬‬
‫‪while dewatering to avoid pumping out of fine soil particles.‬‬
‫‪Warning‬‬
‫‪The following points should concern:‬‬‫‪1- The soil investigated was sandy soil of variable texture .It has a high bearing capacity ,but‬‬
‫‪in case of excavation ,it disturbed and when subjected to seepage of water ,it is subjected‬‬
‫‪to a danger distribution , causing collapse of the sides of the excavation.‬‬
‫‪2- It is possible to form a large clip circles on the sides of excavation in absence of water .‬‬
‫‪3- The rate of water flow toward the excavation is very high ,due the high permeability of the‬‬
‫‪soil .‬‬
‫م‪ /‬توصيات إضافية‬
‫إن وجود الجبس في التربة يجعل اتخاذ هذه التربة أساسا للمنشآت الهندسية امرأ غير مستحب تماما فذوبان الجبس وانتقاله‬
‫بواسطة الماء داخل التربة يعرض المنشآت إلى الهبوط والفشل ‪ .‬لذا يجب اتخاذ أقصى االحتياطات إلبعاد الماء عن التربة‬
‫القريبة من المنشأ‪ .‬ويتم بالوسائل التالية باإلضافة إلى توصياتنا السابقة في التقرير الفقرة ( ) كاألتي ‪-:‬‬
‫‪ -1‬تكبير عرض المماشي حول المبنى إلى أقصى حد ممكن ‪.‬‬
‫‪ -2‬عمل جدار ساند للماشي يمتد إلى عمق األسس األصلية للمبنى وبفضل أن يمنع الماء أما بطبقة فلنكوت أو يكون‬
‫الجدار بورقتين يحويان القير بينهما ‪.‬‬
‫‪ -3‬تقليل التربة المزروعة حول المنشأ أو إلغاء ماء السقي ‪.‬‬
‫‪ -4‬ربط شبكة المياه والمجاري للمبنى فوق مستوى األرض بشكل ظاهر للسيطرة على أي نضوح أو مشاكل أخرى‬
‫متوقعه ‪.‬‬
‫‪ -5‬تقليل غسل الكراجات والمماشي قدر المستطاع‬
‫ومن ناحية أخرى فات تعرض التربة الجبسية للماء قد يسبب هبوطا تفاضليا في المنشأ يؤدي إلى فشله اإلنشائي أو‬
‫الوظيفي لذا فاتخاذ االحتياطات من الناحية اإلنشائية ضروري ومنها ‪-:‬‬
‫‪ -1‬تقليل أحمال المنشأ باستخدام مواد بناء خفيفة ونظام بناع خفيف الوزن ‪.‬‬
‫‪ -2‬عمل أوسع ما يمكن من أسس وتصميمها لتحمل الهبوط التفاضلي ‪ .‬ومن الطبع األساس الحصيري هو األكثر‬
‫الحلول جوده للسيطرة على الهبوط التفاضلي ‪.‬‬
‫وإذا كان باإلمكان استبدال التربة الجبسية بأعماق تصل إلى الحد الذي يقل فيه تأثير االجهادات المتأتية من المنشأ بتربه‬
‫غير جبسيه( أذا أمكن ) فذلك أفضل ويجب أن تصمم الخلطة هذه التربة المستبدلة بطريقة علمية وعمليه لتحقيق نجاحا‬
‫في ثالث اتجاهات على األقل وهي ‪-:‬‬
‫‪ -1‬قابلية نفاذية قليله قدر اإلمكان لتقليل حركة الماء‬
‫‪ -2‬قابلية تحمل عالية لتحمل أحمال المنشأ وتقليل األحمال المنتقلة إلى التربة في الطبقات السفلى ‪.‬‬
‫‪104‬‬
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
‫ كون هذه التربة الجديدة مستقره وال تعاني من تغيرات حجميه عالية بسبب تعرضها للماء والجفاف وتقبل الحدل بشكل‬-3
.‫جيد‬
20 - References
1-Al-Kadimi , Jassim , M. Sessecian , F .Kh., Fatah .A.S. Dkran ,D.B.(1996) ,
"Structural Iraq map , series Geological maps scale (1:1000
000)unpublished , Geological Survey of Iraq.
2- Al- Mufty , A.A, and Nashat ,I.H.(2000) "Gypsum content determination
in Gypseous soils and rocks "3rd Int. Jordanian Conference on mining
"pp.500-506.
3- Al-Naqip ,K. ,M., 1967, "geology of the Arabian peninsula, Southwestern
Iraq "U.S. Geol. Survey .
5- Al-Shakarchi ,Y. and N.Al-Mohamadi , (1985) " foundation Design " in
Arabic
5- American society for testing material (ASTM) .
6- American Association of state highway and transportation officials
(AASHTO) .
7-British standards code of practice CP2001(1991).
8- British standards ,1377 (1990) "Method of Testing Soils for Civil
Engineering Purposes.
9 -CP 2004:1972 code of practice for foundation British standards
institution .
10-Craig ,R.F.(1974)" Soil mechanics" van Nostrand Reinhold company.
11- Das ,B.M,(2004) " Principles of Foundation Engineering " 3rd Edition,
PWS published company , Boston , USA.
12-Design manual ,soil Mechanics , foundations and earth structures .(1971).
Nav. docks DM-7Depart. Of Navy Bureau of yards and Docks
Washington 25,D.C.
13- Ghalib ,A., A., (1988) , "Study of the geomorphology of Najaf plateau, M.SC.
Thesis , College of Science ,University of Baghdad .120 p ,Unpublished .
14- Head ,K.H.(1980) "Manual of soil Laboratory Testing " Vol.1,prentech ,
press, London .
15- Head ,K.H.(1982) "Manual of soil Laboratory Testing " Vol.2,,prentech ,
press, London .
16-Lamb ,T.W.(1951)" Soil testing for engineers " John Wiley and Sons , INC.
17- Lamb ,T.W. and Whitman ,R.V.(1979)" Soil mechanics " John Wiley and
Sons , INC.
105
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
18- Lateef ,A.S.A., (1984)"Report on the Regional Geological Mapping of Baher
Al-Najaf area " D.G.of Geological Survey and Min. Inves .Rep.No1327.
19-Peck ,R.P. , Hanson ,W.E. and Thornburn ,T.H. (1974)" Foundation
Engineering " John Wiley and Sons , INC.
20 -Simons ,N.E. and Menzies ,B.K. (1977) " A short course in foundation
engineering " Newness Butter worth .
21-Terzaghi ,K.& Peck ,R.B.(1967)"Soil Mechanics in Engineering
practice"2nd Edition. John Wiley &Sons ,Inc., New York.
22- Teng ,W.C.(1974)" Foundation Design " Prentice Hall ,New Jersey.
23- Tomlinson M.J.(1975)" Foundation Design and construction " Pitman 3rd
Edition .
24-Varghese ,P.C.(2010)"Foundation Engineering "PHI Learning Private
Limited , New Delhi.
106
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
APPENDIX (1)
107
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.19)
Specific
Gravity
gm/cm³
G.S
0-0.5
DS
5
17
78
0
0.5-1
DS
3
15
81
1
1.5-2
SS
2
17
80
1
2.5-3
DS
2
19
78
1
3.5-4
DS
3
16
81
0
4.5-5
SS
2
15
83
0
5.5-6
DS
3
17
80
0
6.5-7
DS
2
19
79
0
-
7.5-8
SS
2
20
77
1
-
-
-
-
-
-
8.5-9
DS
3
18
78
1
24.3
-
-
-
-
2.64
9.5-10
SS
3
15
80
2
-
-
-
-
-
-
Clay
%
Silt
%
Sand
%
Grav
e. %
Whitish -yellowish,
very dense, fine to
medium silty sand
soil with high
gypsum content
Yellowish , very
dense, fine to
medium silty sand
soil with high
gypsum content
108
SPT(N)
Plasticity
Index
Type of
Sample
Soil
Description
Depth m
Soil classification
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
-
-
-
-
-
-
-
-
-
50/6
"
-
-
-
-
-
-
-
-
-
-
-
2.16
2.18
-
-
-
-
-
-
2.64
50/5
"
-
-
-
-
50/6
"
50/4
"
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Soil classification
Clay
%
Silt
%
Soil
Description
Sand
%
Grav
e.%
Whitish –
yellowish , very
dense , fine to
medium , silty
sand soil with high
gypsum content
Yellowish , very
dense , medium to
coarse , silty sand
soil (cementation)
with high gypsum
content
Plasticity
Index
Unit weight
gm/cm³
G.S
SPT(N)
Type of
Sample
Depth m
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project . (BH.20)
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
1.20
-
-
-
-
-
-
-
-
-
-
-
50/4
"
-
-
-
-
-
-
2.64
-
3.70
-
-
2.14
2.19
-
0-1
DS
4
17
79
0
1.5-2
DS
2
15
81
0
2.5-3
SS
3
18
78
1
3.5-4
DS
2
17
81
0
4.5-5
DS
2
15
83
0
5.5-6
SS
2
18
80
0
6.5-7
DS
2
17
81
0
-
-
-
-
-
-
50/6
"
-
7.5-8
DS
3
19
77
1
-
-
-
-
-
2.64
-
8.5-9
SS
3
18
78
1
24.3
-
-
-
-
-
9.5-10
DS
3
16
81
0
-
-
-
-
-
-
50/4
"
-
109
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Soil classification
Soil
Description
Clay
%
Silt
%
Sand
%
Grav
e. %
Whitishyellowish , very
dense, fine to
medium silty sand
soil with gypsum
content with fine
gravel
Yellowish , very
dense, fine to
medium to coarse
silty sand soil with
gypsum content
Plasticity
Index
Unit weight
gm/cm³
G.S
SPT(N)
Type of
Sample
Depth m
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.21)
M.C
%
L.L
%
P.I
%
Dry
Wet
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
2.13
2.15
-
50/6
"
1.80
-
-
-
-
2.64
-
-
-
-
-
-
-
-
-
-
-
-
-
-
50/4
"
-
0-1
DS
6
15
76
3
1.5-2
DS
2
17
77
4
2.5-3
SS
3
15
79
3
3.5-4
DS
2
16
81
1
4.5-5
DS
2
20
78
0
5.5-6
SS
2
18
79
1
6.5-7
DS
2
19
78
1
-
-
-
-
-
2.64
7.5-8
SS
4
16
79
1
24.1
-
-
-
-
-
8.5-9
DS
3
15
82
0
-
-
-
-
-
2.64
9.5-10
SS
2
19
79
0
-
-
-
-
-
-
110
50/4
"
50/5
"
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Plasticity
Index
Unit weight
gm/cm³
G.S
Type of
Sample
Soil
Description
Depth m
Soil classification
SPT(N)
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.22)
0-0.5
DS
3
19
78
0
1-1.5
DS
2
17
81
0
2-2.5
SS
3
16
80
1
3-3.5
DS
2
19
78
1
4-4.5
DS
2
18
80
0
5-5.5
SS
3
14
82
1
6-6.5
DS
1
16
83
0
7-7.5
DS
3
15
82
0
8-8.5
SS
2
17
81
0
25.3
-
-
-
-
-
79
9-9.5
DS
3
18
79
0
-
-
-
-
-
-
-
9.5-10
SS
3
16
81
0
-
-
-
-
-
-
83
Clay
%
Silt
%
Sand
%
Grav
e. %
Yellowish –
whitish , very
dense fine to
medium silty sand
soil with high
gypsum content
Yellowish ,very
dense , fine to
medium to
coarse , silty sand
soil (cementation )
with high gypsum
content
111
M.C
%
L.L
%
P.I
%
Dry
Wet
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
-
-
-
1.40
-
-
-
-
2.64
50/4
"
-
-
-
-
-
-
-
-
-
-
-
2.18
2.21
-
-
-
-
-
-
-
50/3
"
-
-
-
-
-
-
2.64
-
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Soil classification
Soil
Description
Clay
%
Silt
%
Sand
%
Grav
e. %
0-1
DS
4
16
79
1
1.5-2
SS
4
15
80
1
2.5-3
DS
3
18
77
2
3.5-4
DS
2
16
81
1
4.5-5
SS
2
18
80
0
5.5-6
DS
5
19
76
0
6.5-7
SS
6
21
73
0
7.5-8
DS
14
18
68
0
8.5-9
DS
15
21
64
0
9.5-10
SS
18
23
59
0
Yellowishwhitish , very
dense , fine to
medium , silty
sand soil with high
gypsum content
Yellowish, very
dense, fine to
medium to coarse
silty sand soil with
high gypsum
content
Yellowish , very
dense , medium , ,
clayey silty sand
soil with high
gypsum
content ,SM
112
Plasticity
Index
Unit weight
gm/cm³
G.S
SPT(N)
Type of
Sample
Depth m
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.23)
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
-
1.30
-
-
-
-
2.64
50/6
"
-
-
-
-
-
-
-
-
-
-
-
2.13
2.17
-
-
-
-
-
-
2.64
50/5
"
-
-
-
-
-
-
-
-
-
-
-
-
-
50/4
"
-
-
-
-
-
-
2.66
-
-
-
-
-
-
-
68
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Type of
Sample
Soil
Description
Depth m
Soil classification
0-0.5
DS
5
17
77
1
1-1.5
DS
2
16
81
1
2-2.5
SS
3
18
77
2
3-3.5
DS
4
15
80
1
4-4.5
DS
3
14
83
0
5-5.5
SS
2
17
81
0
6-6.5
DS
3
18
79
0
7-7.5
DS
6
20
64
0
8-8.5
SS
13
18
69
0
8.5-9
DS
16
20
64
0
9.5-10
DS
18
21
61
0
Clay
%
Silt
%
Sand
%
Grav
e. %
Whitish Yellowish , very
dense fine to
medium silty sand
soil with high
gypsum content
Yellowish ,very
dense , fine to
medium , silty
sand soil with high
gypsum content
Yellowish , very
dense , fine to
medium , clayey
silty sand soil with
high gypsum
content , SM
113
Plasticity
Index
Unit weight
gm/cm³
G.S
SPT(N)
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.24)
M.C
%
L.L
%
P.I
%
Dry
Wet
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
-
-
50/3
"
-
1.40
-
-
-
-
-
-
-
-
-
2.18
2.20
-
-
-
-
-
-
2.64
50/4
"
-
-
-
-
-
-
-
-
-
-
-
-
-
-
77
-
-
-
-
-
2.66
-
-
-
-
-
-
-
62
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Soil classification
Soil
Description
Clay
%
Silt
%
Sand
%
Grav
e. %
0-1
DS
5
16
79
0
1.5-2
SS
3
18
78
1
2.5-3
DS
2
17
80
1
3.5-4
DS
2
18
78
1
4.5-5
SS
3
20
77
0
5.5-6
DS
2
17
81
0
6.5-7
DS
2
19
79
0
7.5-8
SS
2
17
81
0
8.5-9
DS
2
15
82
1
9.5-10
DS
4
16
80
0
Whitishyellowish , very
dense , fine to
medium silty
sand soil with high
gypsum content
Grayish , very
dense ,fine to
medium , silty
sand soil with high
gypsum content
Greenish , very
dense ,fine to
medium, silty
sand soil with high
gypsum content
114
Plasticity
Index
Unit weight
gm/cm³
G.S
SPT(N)
Type of
Sample
Depth m
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.25)
M.C
%
L.L
%
P.I
%
Dry
Wet
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
-
-
50/4
"
-
-
-
-
-
-
-
-
-
-
-
-
-
-
3.40
-
-
-
-
-
50/3
"
-
-
-
-
-
-
2.64
-
-
-
-
-
-
-
-
-
-
-
-
-
50/4
"
-
-
-
-
-
-
-
71
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Type of
Sample
Soil
Description
Depth m
Soil classification
0-0.5
DS
4
16
80
0
1-1.5
DS
3
14
83
0
2-2.5
DS
3
15
80
1
3-3.5
SS
3
17
79
1
4-4.5
DS
3
16
81
0
5-5.5
DS
2
18
80
0
6-6.5
SS
2
16
78
0
7-7.5
DS
2
17
81
0
8-8.5
DS
3
15
82
0
8.5-9
SS
3
18
79
0
9.5-10
DS
4
19
77
0
Clay
%
Silt
%
Sand
%
Grav
e. %
Whitish , very
dense fine to
medium silty sand
soil with high
gypsum content
Grayish , very
dense, fine to
medium to coarse
silty sand soil with
high gypsum
content
Greenish , very
dense fine to
medium , silty
sand soil , with
high gypsum
content
115
Plasticity
Index
Unit weight
gm/cm³
G.S
SPT(N)
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.26)
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
-
-
-
-
-
-
-
-
-
50/6
"
-
-
-
-
-
-
-
-
-
-
-
2.13
2.18
-
-
-
-
-
-
-
50/4
"
-
-
-
-
-
-
2.64
-
-
-
-
-
-
-
-
-
-
-
-
-
50/6
"
-
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Plasticity
Index
Unit weight
gm/cm³
G.S
Type of
Sample
Soil
Description
Depth m
Soil classification
SPT(N)
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.27)
0-0.5
DS
5
17
78
0
1-1.5
SS
3
15
81
1
2-2.5
DS
3
16
80
1
3-3.5
DS
2
15
82
1
4-4.5
SS
4
16
80
0
5-5.5
DS
3
15
82
0
6-6.5
DS
2
17
81
0
-
-
-
-
-
-
-
7-7.5
SS
2
20
78
0
-
-
-
-
-
-
8-8.5
DS
3
19
77
1
-
-
-
-
-
-
50/3
"
-
9-9.5
DS
2
16
80
2
-
-
-
-
-
-
-
9.5-10
SS
3
21
76
0
-
-
-
-
-
-
50/5
"
Clay
%
Silt
%
Sand
%
Grav
e. %
Yellowish –
whitish , very
dense , fine to
medium , silty
sand soil with
gypsum content
Yellowish , very
dense, fine to
medium to
coarse , silty sand
soil with gypsum
content
116
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
-
71
-
-
-
-
-
2.64
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2.64
50/4
"
-
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Type of
Sample
Soil
Description
Depth m
Soil classification
0-0.5
DS
7
16
77
0
1-1.5
SS
3
19
78
0
2-2.5
DS
2
17
80
1
3-3.5
DS
2
20
77
1
4-4.5
SS
3
16
79
2
5-5.5
DS
2
17
80
1
6-6.5
DS
2
19
79
0
7-7.5
SS
3
20
77
0
8-8.5
DS
2
17
81
0
9-9.5
DS
2
19
78
1
9.5-10
SS
4
20
76
0
Clay
%
Silt
%
Sand
%
Grav
e. %
Whitishyellowish , very
dense , fine to
medium , silty
sand soil with
gypsum content
Yellowish , very
dense, fine to
medium silty sand
soil (cementation )
with gypsum
content
Greenish , very
dense , fine to
medium ,silty
sand soil with high
gypsum content
117
Plasticity
Index
Unit weight
gm/cm³
G.S
SPT(N)
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.28)
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
2.64
1.70
-
-
-
-
-
50/5
"
-
-
-
-
-
-
-
-
-
-
-
2.14
2.17
-
-
-
-
-
-
-
50/4
"
-
-
-
-
-
-
2.64
-
-
-
-
-
-
-
63
26.1
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
-
-
-
57
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.29)
Specific
Gravity
gm/cm³
G.S
0-0.5
DS
6
17
77
0
0.5-1
DS
3
18
78
1
1.5-2
SS
2
17
80
1
2.5-3
DS
2
19
78
1
3.5-4
DS
3
16
81
0
4.5-5
SS
2
15
83
0
5.5-6
DS
3
17
80
0
6.5-7
DS
2
19
79
0
-
7.5-8
SS
2
20
78
0
-
-
-
-
-
-
8.5-9
DS
3
18
79
0
24.7
-
-
-
-
2.64
9.5-10
SS
3
16
81
0
-
-
-
-
-
-
Clay
%
Silt
%
Sand
%
Grav
e. %
Whitish -yellowish,
very dense, fine to
medium silty sand
soil with high
gypsum content
Grayish , very
dense, fine to
medium silty sand
soil with high
gypsum content
118
SPT(N)
Plasticity
Index
Type of
Sample
Soil
Description
Depth m
Soil classification
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
-
-
-
-
-
-
-
-
-
50/3
"
-
-
-
-
-
-
-
-
-
-
-
2.15
2.19
-
-
-
-
-
-
2.64
50/4
"
-
-
-
-
50/2
"
50/3
"
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Soil classification
Clay
%
Silt
%
Soil
Description
Sand
%
Grav
e.%
Whitish –
yellowish , very
dense , fine to
medium , silty
sand soil with high
gypsum content
Grayish , very
dense , fine to
medium , silty
sand soil
(cementation)
with high gypsum
content
Plasticity
Index
Unit weight
gm/cm³
G.S
SPT(N)
Type of
Sample
Depth m
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project . (BH.30)
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
2.14
2.17
-
-
-
-
-
-
-
50/5
"
-
-
-
-
-
-
2.64
-
-
-
-
2.19
2.21
-
-
-
-
-
-
-
50/2
"
-
0-1
DS
4
17
79
0
1.5-2
DS
2
16
80
0
2.5-3
SS
3
18
78
1
3.5-4
DS
2
17
81
0
4.5-5
DS
3
15
82
0
5.5-6
SS
2
18
80
0
6.5-7
DS
2
17
81
0
7.5-8
DS
3
19
77
1
-
-
-
-
-
2.64
-
8.5-9
SS
4
18
78
0
-
-
-
-
-
-
9.5-10
DS
3
16
81
0
-
-
-
-
-
-
50/4
"
-
119
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Soil classification
Soil
Description
Clay
%
Silt
%
Sand
%
Grav
e. %
Plasticity
Index
Unit weight
gm/cm³
G.S
SPT(N)
Type of
Sample
Depth m
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.31)
M.C
%
L.L
%
P.I
%
Dry
Wet
Whitishyellowish , very
dense, fine to
medium silty sand
soil with gypsum
content
-
-
-
-
-
-
-
-
-
-
-
-
2.64
50/4
"
-
-
-
-
-
-
-
Grayish , very
dense, fine to
medium , silty
clayey sand soil
with gypsum
content ,SC
-
26.0
15.0
-
-
2.67
-
-
-
-
-
-
-
50/3
"
Yellowish , very
dense, fine to
medium to coarse
silty sand soil with
gypsum content
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
-
-
-
50/4
"
-
0-1
DS
6
18
75
1
1.5-2
SS
4
17
78
1
2.5-3
DS
7
19
74
0
3.5-4
DS
21
16
63
0
4.5-5
SS
18
15
67
0
5.5-6
DS
6
18
75
1
6.5-7
DS
2
19
78
1
7.5-8
SS
2
16
81
1
8.5-9
DS
3
17
80
0
-
-
-
-
-
2.64
9.5-10
SS
2
19
79
0
-
-
-
-
-
-
120
50/5
"
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Plasticity
Index
Unit weight
gm/cm³
G.S
Type of
Sample
Soil
Description
Depth m
Soil classification
SPT(N)
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.32)
0-0.5
DS
5
19
76
0
1-1.5
DS
2
17
81
0
2-2.5
SS
3
16
78
2
3-3.5
DS
2
19
78
1
4-4.5
DS
2
18
80
0
5-5.5
SS
3
15
81
1
6-6.5
DS
3
17
80
0
7-7.5
DS
3
15
82
0
8-8.5
SS
2
18
80
0
-
-
-
-
-
-
50/2
"
9-9.5
DS
3
20
77
0
-
-
-
-
-
2.64
-
9.5-10
SS
3
19
78
0
-
-
-
-
-
-
50/3
"
Clay
%
Silt
%
Sand
%
Grav
e. %
Yellowish –
whitish , very
dense fine to
medium silty sand
soil with high
gypsum content
Grayish ,very
dense , fine to fine
to medium , silty
sand soil
(cementation )
with high gypsum
content
121
M.C
%
L.L
%
P.I
%
Dry
Wet
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
-
-
-
-
-
-
-
-
2.64
50/4
"
-
-
-
-
-
-
-
-
-
-
-
2.16
2.19
-
-
-
-
-
-
-
50/3
"
-
-
-
-
-
-
2.64
-
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Soil classification
Soil
Description
Clay
%
Silt
%
Sand
%
Grav
e. %
0-1
DS
5
16
78
1
1.5-2
SS
4
15
80
1
2.5-3
DS
2
18
79
1
3.5-4
DS
2
16
82
0
4.5-5
SS
2
18
80
0
5.5-6
DS
4
19
77
0
6.5-7
SS
7
21
72
0
7.5-8
DS
15
19
66
0
8.5-9
DS
16
21
63
0
9.5-10
SS
18
20
62
0
Yellowishwhitish , very
dense , fine to
medium , silty
sand soil with high
gypsum content
Yellowish, very
dense, fine to
medium to coarse
silty sand soil with
high gypsum
content
Grayish , very
dense , medium , ,
clayey silty sand
soil with high
gypsum
content ,SM
122
Plasticity
Index
Unit weight
gm/cm³
G.S
SPT(N)
Type of
Sample
Depth m
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.33)
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2.64
50/5
"
-
-
-
-
-
-
-
-
-
-
-
2.11
2.14
-
-
-
-
-
-
2.64
50/6
"
-
-
-
-
-
-
-
87
-
-
-
-
-
-
-
-
15.1
2.8
-
-
2.66
-
-
-
-
-
-
-
50/4
"
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Type of
Sample
Soil
Description
Depth m
Soil classification
0-0.5
DS
5
17
77
1
1-1.5
DS
2
16
81
1
2-2.5
SS
3
18
79
0
3-3.5
DS
4
15
80
1
4-4.5
DS
2
16
82
0
5-5.5
SS
2
18
80
0
6-6.5
DS
4
19
77
0
7-7.5
DS
6
21
63
0
8-8.5
SS
14
19
67
0
8.5-9
DS
17
20
63
0
9.5-10
DS
15
19
66
0
Clay
%
Silt
%
Sand
%
Grav
e. %
Whitish Yellowish , very
dense fine to
medium silty sand
soil with high
gypsum content
Yellowish ,very
dense , fine to
medium , silty
sand soil with high
gypsum content
Grayish , very
dense , fine to
medium , clayey
silty sand soil with
high gypsum
content , SM
123
Plasticity
Index
Unit weight
gm/cm³
G.S
SPT(N)
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.34)
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
-
-
50/3
"
-
-
-
-
-
-
-
-
-
-
-
2.15
2.18
-
-
-
-
-
-
2.64
50/4
"
-
-
-
-
-
-
-
-
-
-
-
-
-
-
91
-
14.3
3.1
-
-
2.66
-
-
-
-
-
-
-
50/4
"
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Soil classification
Soil
Description
Clay
%
Silt
%
Sand
%
Grav
e. %
0-1
DS
6
17
77
0
1.5-2
SS
3
18
78
1
2.5-3
DS
2
17
81
0
3.5-4
DS
2
18
79
0
4.5-5
SS
3
20
77
0
5.5-6
DS
2
19
79
0
6.5-7
DS
2
20
78
0
7.5-8
SS
2
16
81
1
8.5-9
DS
2
18
80
0
9.5-10
DS
5
17
78
0
Plasticity
Index
Unit weight
gm/cm³
G.S
SPT(N)
Type of
Sample
Depth m
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.35)
M.C
%
L.L
%
P.I
%
Dry
Wet
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
-
-
50/6
"
-
-
-
-
-
-
-
-
Grayish , very
dense ,fine to
medium , silty
sand soil with high
gypsum content
-
-
-
2.17
2.20
-
-
-
-
-
-
-
50/3
"
-
-
-
-
-
-
2.64
-
Greenish , very
dense ,fine to
medium, silty
sand soil with high
gypsum content
-
-
-
2.11
2.16
-
-
-
-
-
-
-
50/5
"
-
-
-
-
-
-
-
Whitishyellowish , very
dense , fine to
medium silty
sand soil with high
gypsum content
124
50/3
"
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Type of
Sample
Soil
Description
Depth m
Soil classification
0-0.5
DS
4
17
79
0
1-1.5
DS
3
16
81
0
2-2.5
SS
3
18
78
1
3-3.5
DS
3
17
79
1
4-4.5
DS
3
16
81
0
5-5.5
SS
2
18
80
0
6-6.5
DS
2
16
78
0
7-7.5
DS
2
18
80
0
8-8.5
DS
3
16
81
0
8.5-9
SS
3
19
78
0
9.5-10
DS
2
21
77
0
Clay
%
Silt
%
Sand
%
Grav
e. %
Whitish , very
dense fine to
medium silty sand
soil with high
gypsum content
Grayish , very
dense, fine to
medium to coarse
silty sand soil with
high gypsum
content
Greenish , very
dense fine to
medium , silty
sand soil , with
high gypsum
content
125
Plasticity
Index
Unit weight
gm/cm³
G.S
SPT(N)
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.36)
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
-
-
50/6
"
-
-
-
-
-
-
2.64
-
-
-
-
2.15
2.18
-
-
-
-
-
-
-
50/5
"
-
-
-
-
-
-
2.64
-
-
-
-
-
-
-
-
-
-
-
1.91
2.23
-
-
-
-
-
-
2.64
50/2
"
-
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Plasticity
Index
Unit weight
gm/cm³
G.S
Type of
Sample
Soil
Description
Depth m
Soil classification
SPT(N)
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.37)
0-0.5
DS
5
17
78
0
1-1.5
SS
3
15
81
1
2-2.5
DS
2
18
79
1
3-3.5
DS
2
16
81
1
4-4.5
SS
4
17
79
0
5-5.5
DS
3
16
81
0
6-6.5
DS
2
19
79
0
-
-
-
-
-
-
-
7-7.5
SS
2
20
78
0
-
-
-
-
-
-
93
8-8.5
DS
3
19
77
1
-
-
-
-
-
2.64
-
9-9.5
DS
2
16
78
0
-
-
-
-
-
-
-
9.5-10
SS
3
20
77
0
-
-
-
-
-
-
50/5
"
Clay
%
Silt
%
Sand
%
Grav
e. %
Yellowish –
whitish , very
dense , fine to
medium , silty
sand soil with
gypsum content
Yellowish , very
dense, fine to
medium to
coarse , silty sand
soil with gypsum
content
126
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2.64
50/4
"
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2.64
50/4
"
-
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Type of
Sample
Soil
Description
Depth m
Soil classification
0-0.5
DS
6
16
78
0
1-1.5
SS
3
18
79
0
2-2.5
DS
2
15
82
1
3-3.5
DS
2
20
78
0
4-4.5
SS
3
16
79
2
5-5.5
DS
5
18
77
0
6-6.5
DS
2
19
79
0
7-7.5
SS
3
21
76
0
8-8.5
DS
3
19
78
0
9-9.5
DS
2
20
77
1
9.5-10
SS
4
18
78
0
Clay
%
Silt
%
Sand
%
Grav
e. %
Whitishyellowish , very
dense , fine to
medium , silty
sand soil with
gypsum content
Yellowish , very
dense, fine to
medium silty sand
soil (cementation )
with gypsum
content
Greenish , very
dense , fine to
medium ,silty
sand soil ,with
high gypsum
content
127
Plasticity
Index
Unit weight
gm/cm³
G.S
SPT(N)
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.38)
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
-
-
50/5
"
-
-
-
-
-
-
-
-
-
-
-
2.15
2.19
-
-
-
-
-
-
-
50/4
"
-
-
-
-
-
-
2.64
-
-
-
-
-
-
-
86
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
-
-
-
50/6
"
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Plasticity
Index
Unit weight
gm/cm³
G.S
Type of
Sample
Soil
Description
Depth m
Soil classification
SPT(N)
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.39)
0-0.5
DS
6
17
76
1
1-1.5
DS
4
16
79
1
2-2.5
SS
3
18
77
2
3-3.5
DS
4
15
80
1
4-4.5
DS
3
14
83
0
5-5.5
SS
2
17
81
0
6-6.5
DS
3
18
79
0
7-7.5
DS
3
20
77
0
-
-
-
-
-
-
-
8-8.5
SS
3
18
79
0
-
-
-
2.05
2.16
-
8.5-9
DS
2
20
78
0
-
-
-
-
-
2.64
50/5
"
-
9.5-10
DS
2
21
77
0
-
-
-
-
-
-
Clay
%
Silt
%
Sand
%
Grav
e. %
Whitish Yellowish , very
dense fine to
medium silty sand
soil with high
gypsum content
Grayish ,very
dense , fine to
medium , silty
sand soil (stony ) ,
with high gypsum
content
128
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
-
-
-
-
-
-
-
-
-
50/3
"
-
-
-
-
-
-
2.64
-
-
-
-
2.15
2.17
-
-
-
-
-
-
2.64
50/4
"
-
50/4
"
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Soil classification
Soil
Description
Clay
%
Silt
%
Sand
%
Grav
e. %
0-1
DS
5
17
78
0
1.5-2
SS
3
19
77
1
2.5-3
DS
2
18
79
1
3.5-4
DS
2
20
77
1
4.5-5
SS
2
19
79
0
5.5-6
DS
2
17
81
0
6.5-7
DS
2
21
77
0
7.5-8
SS
3
19
78
0
8.5-9
DS
2
16
81
1
9.5-10
DS
3
17
80
0
Plasticity
Index
Unit weight
gm/cm³
G.S
SPT(N)
Type of
Sample
Depth m
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.40)
M.C
%
L.L
%
P.I
%
Dry
Wet
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
50/4
"
-
-
-
-
-
-
2.64
-
Grayish , very
dense ,fine to
medium , silty
sand soil with high
gypsum content
-
-
-
-
-
-
-
-
-
-
-
-
50/3
"
-
-
-
-
-
-
2.64
-
Greenish , very
dense ,fine to
medium, silty
sand soil with high
gypsum content
-
-
-
-
-
-
-
-
-
-
-
2.64
50/4
"
-
-
-
-
-
-
-
Whitishyellowish , very
dense , fine to
medium silty
sand soil with high
gypsum content
129
50/3
"
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Type of
Sample
Soil
Description
Depth m
Soil classification
0-0.5
DS
6
16
78
0
1-1.5
DS
3
15
82
0
2-2.5
DS
3
17
79
1
3-3.5
SS
3
18
78
1
4-4.5
DS
3
16
81
0
5-5.5
DS
2
19
79
0
6-6.5
SS
2
17
71
0
7-7.5
DS
2
17
81
0
8-8.5
DS
3
15
82
0
8.5-9
SS
3
17
80
0
9.5-10
DS
2
19
79
0
Clay
%
Silt
%
Sand
%
Grav
e. %
Whitish , very
dense fine to
medium silty sand
soil with high
gypsum content
Grayish , very
dense, fine to
medium to coarse
silty sand soil with
high gypsum
content
Greenish , very
dense fine to
medium , silty
sand soil , with
high gypsum
content
130
Plasticity
Index
Unit weight
gm/cm³
G.S
SPT(N)
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.41)
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
2.10
2.13
-
-
-
-
-
-
-
50/6
"
-
-
-
-
-
-
2.64
-
-
-
-
2.15
2.19
-
-
-
-
-
-
-
50/4
"
-
-
-
-
-
-
2.64
-
-
-
-
-
-
-
-
-
-
-
-
-
50/3
"
-
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Plasticity
Index
Unit weight
gm/cm³
G.S
Type of
Sample
Soil
Description
Depth m
Soil classification
SPT(N)
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.42)
0-0.5
DS
5
16
77
0
1-1.5
SS
3
15
81
1
2-2.5
DS
3
16
80
1
3-3.5
DS
2
15
82
0
4-4.5
SS
4
16
79
1
5-5.5
DS
3
15
81
1
6-6.5
DS
2
17
81
0
-
-
-
-
-
-
-
7-7.5
SS
2
19
78
1
-
-
-
-
-
-
8-8.5
DS
2
18
79
1
-
-
-
-
-
2.64
50/5
"
-
9-9.5
DS
2
16
82
0
-
-
-
-
-
-
-
9.5-10
SS
3
19
78
0
-
-
-
-
-
-
50/6
"
Clay
%
Silt
%
Sand
%
Grav
e. %
Yellowish –
whitish , very
dense , fine to
medium , silty
sand soil with
gypsum content
Yellowish , very
dense, fine to
medium to
coarse , silty sand
soil with gypsum
content
131
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2.64
50/6
"
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
2.64
50/2
"
-
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
Plasticity
Index
Unit weight
gm/cm³
G.S
Type of
Sample
Soil
Description
Depth m
Soil classification
SPT(N)
Physical properties &field test for soil for Site of Al-Hussein Modern Residential
building project. (BH.43)
0-0.5
DS
5
16
79
0
1-1.5
SS
3
19
77
1
2-2.5
DS
2
18
79
1
3-3.5
DS
2
20
77
1
4-4.5
SS
3
18
78
1
5-5.5
DS
2
17
80
1
6-6.5
DS
2
19
79
0
-
-
-
-
-
2.64
-
7-7.5
SS
3
20
77
0
-
-
-
-
-
-
8-8.5
DS
2
18
80
0
-
-
-
-
-
-
50/4
"
-
9-9.5
DS
2
19
78
1
-
-
-
-
-
2.64
-
9.5-10
SS
3
20
77
0
-
-
-
-
-
-
50/4
"
Clay
%
Silt
%
Sand
%
Grav
e. %
Whitishyellowish , very
dense , fine to
medium , silty
sand soil with
gypsum content
Grayish , very
dense, fine to
medium silty sand
soil (cementation )
with gypsum
content
132
M.C
%
L.L
%
P.I
%
Dry
wet
-
-
-
-
-
-
-
-
-
-
-
-
2.64
-
-
-
-
-
-
50/5
"
-
-
-
-
-
-
-
-
-
-
-
2.21
2.24
-
-
-
-
-
-
-
50/2
"
-
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
APPENDIX (2)
133
Consultant Bureau- Applied geology Depart. -Science Collage –Babylon University
‫ العصري السكني في كربالء المقدسة – محافظة كربالء‬-‫تحريات التربة لموقع مشروع بناية مجمع الحسين –ع‬
Al-Hussein Modern Residential building project in Holy Karbala District, Holy Karbala Governorate
"PREPARED BY"
Consultant Bureau- Applied geology Depart. -Science Collage –
Babylon University
Manager
Amer Atyah Al-Kalhdiy
/ / / 2013
134