PROJECT TITLE – REPORT ON SUB SOIL INVESTIGATION IN
CONNECTION WITH PROPOSED CONSTRUCTION OF NICCA
WAREHOUSE AT ARAIHAZAR, NARAYANGONJ, BANGLADESH.
Prepared by
GRIHAYAN LTD.
Corporate Office : IEB auditorium (2 nd floor), Lalkhanbazar, Chittagong.
Mob-01711306486, 01971306486, 01724698997
E-mail:-grihayan@yahoo.com,grihayan_soil@yahoo.com,
grihayan_survey@yahoo.com.
Dhaka office :- Pacific Tower (1 st Floor), 14 Bir Uttam A. K. Khondakar
Road, Mohakhali C/A, Dhaka, Bangladesh.
PHN-(02)-8921210, Mob-01971306486, 01755608365,
E-mail:-grihayan@yahoo.com,grihayan_soil@yahoo.com,
grihayan_survey@yahoo.com
Web site: www.grihayanbd.com
CLIENT: SHIMIZU CORPORATION
PROJECT TITLE – REPORT ON SUB SOIL INVESTIGATION IN
CONNECTION WITH PROPOSED CONSTRUCTION OF NICCA
WAREHOUSE AT ARAIHAZAR, NARAYANGONJ, BANGLADESH.
SUBMISSION DATE: 26 JULY, 2023
CLIENT ID: DHK 2773 -07/23
CLIENT: SHIMIZU CORPORATION
CLIENT ADDRESS: CONCORD I-K TOWER (5 TH FLOOR),
PLOT NO 02, BLOCK CEN(A), NORTH AVENUE, GULSHAN-2,
DHAKA-1212, BANGLADESH
SITE LOCATION: ARAIHAZAR, NARAYANGONJ,
BANGLADESH.
GRIHAYAN
LTD SUB-SOIL INVESTIGATION REPORT
Content
Item Page
1 Introduction 1-7
2 Site pictures 8
3 Layout 9
4 Log chart 10-16
5 Moisture Content 17
6 Density 18
7 Specific Gravity 19
8 Grain Size Analysis 20-33
9 Attrberg Limit Test 34-40
10 Unconfined compression test 41
11 Consolidation test 42
12 Bearing Capacity 43-47
13 Pile Capacity 48-61
14 Recommendation 62
Page | 1
INTRODUCTION:
A reasonably, accurate conception about the sub-soil parameters of any project site is an
essential prerequisite for proper planning and designing the foundation of the structure, so that the
same after its construction would remain safe and serviceable. A detailed study on the sub-surface
elements in this regard would help to select the proper type of foundation suited to the sub-soil
condition.
The sub-soil investigation both in field and laboratory were carried out in details to evaluate the
physical and mechanical properties of the soil with a view to ascertain the existing sub-surface
condition and to recommend about the bearing capacity and settlement at the specific location of the
project.
GENERAL NOTES ON SUB-SOIL INVESTIGATION
This report has been prepared to aid in design of the project and is based on data obtained
from several test boring made at the location as shown in the site plan.
The information shown in the attached laboratory test result sheets may not be identical and
is not intended to be identical to the data recorded in the field bore log or preliminary bore chart.
The basic field bore log chart represent sub-surface condition recorded at the time of drilling at the
specific bore hole location shown in the site plan. Soil condition at other locations may vary from
those shown.
The attached laboratory test result sheets are intended solely for the purpose of foundation
analysis. They represent the consulting engineer’s best judgment and interpretation.
This report is prepared with an understanding that the information and recommendation
presented herein are called to the attention of the engineers and architects for the project.In the
event others make conclusion or recommendations based on this report, we should be given an
opportunity to review and concur in such conclusion and recommendation in writing.
Page | 2
OBJECTIVE:
The purpose of sub-soil investigation program is to obtain the following information:
I) To stratify the formation of soil
II) To record the level of the ground water
III) To observe the compressible behavior of the soil positions.
IV) Finally, to suggest for the safe and appropriate type of foundations for the prevailing
sub-soil conditions.
FIELD WORK:
I) Extraction of Disturbed Soil Samples:
Soil samples in the disturbed state, have been extracted from the each 5’-0” depth of
each boring using split spoon sampler. These soil samples after extraction have duty beer classified
insitu in order to reconstruct a depth wise stratification hart of the each bore hole.
ii) Extraction of undisturbed soil sample
As both of the physical and the engineering properties of soil are greatly affected of the
disturbance of the soil samples in the undisturbed state are generally preferred in collection in order
to perform certain laboratory tests which eventually help to evaluate the bearing capacities as well
as other geotechnical observations.
iii) Standard Penetration Test (SPT)
The standard penetration test is widely used to determine the parameters of the soil in-
situ. The test is particularly useful in granular deposit as a correlation has been established between
the SPT value and the Angle of internal friction of the soil.
The test consists of driving a split spoon sampler. It is an open ended steel cylinder which
splits longitudinally into two halves. These two halves are held together by a cutting shoe at the
lower end and a coupling which connects the samples to the drill rod. The split spoon is driven 45
cm in to the ground at the required level in the bore charts.
Page | 3
A hammer of 63.5 Kg weight falling freely from a height of 76 cm on to the drill rod is used to
drive the samples. The number of hammer-blows for each 15 cm penetration are recorded. The
total number of blows to drive the second and third 15 cm of penetration is called standard
penetration resistance ‘N’ which represent the number of blows per 30 cm. of penetration.
Standard penetration tests were executed at every 1.0m interval down to depth of 6.0m and at every
1.5m interval below 6.0m down to the final depth of boring. From each of these intervals,
disturbed soil samples were collected and were preserved in an airtight container.
Methodology of Usual Laboratory Tests:
i) Water Content:
Natural moisture content is one of the most important index properties of fine grained soil which is
used to determine degree of saturation, compressibility, void rate dry unit weight of soil, etc.
The water content of a soil sample is the ratio of the height of the water in the sample to its dry
weight. It is usually expressed as a percentage. The soil sample is weighted both natural state and in
oven dry state and the moisture content is calculated by divided the loose of weight of the sample
by the dry weight of the sample.
ii) Specific Gravity Test:
The specific gravity of solid is defined as the ratio of the unit weight of the solid in air to the unit
weight of water. To determine the specific gravity of a soil sample of 25 grams of the over dried
sample is thoroughly pulverized and is placed in a calibrate pycnometer. Water is poured inside the
pycnometer until its top slightly below the calibrate mark. The mixture is than boiled thoroughly in
order to eliminate all the air bubbles. More water is then added to the mixture till it touched the
calibrated mark. It is then allowed to feel overnight, the temperature recorded and the bottle
weighted.
Page | 4
iii) Density:
Density of soil samples means mass of the sample per unit of volume. To fine the densities of soil
samples in undisturbed state, specimens of regular sizes are trimmed out of the original samples and
the same are weighed in both natural and oven dry states.
Wet Density Weight of sample (gm) / Volume of sample (cm)
Dry Density Wet Density / 1 + W %
Where, W Water content when saturated, in percent of dry weight.
iv) Atterberg’s limits
Liquid limit is the minimum water content at which a clay soil just starts behaving like a fluid. It is
determined with the help of standard liquid limit device which consists of a brass cup and an
arrangement to impart blows to the cup at a uniform rate a grove of standard dimension is cut into a
paste of soil contained in the cup the water content at which 25 blows are sufficient to close the
standard groove is termed the liquid limit of the soil sample.
The plastic limit is the minimum water content at which a soil is just plastic and is determined by
rolling out a soil sample at a slowly decreasing water content until that water content is reached at
which a thread of 1/8” dia just bearing to crumble. The thread is rolled on a grass plate with hand.
v)Grain Size Analysis:
A soil may contain various sizes of grains ranging from large boulders, gravel, silt, clay and
colloids. This dividing lines between the size limits are arbitrary and vary with different systems.
According to ASTM classification:
Gravel Larger than 4.75
Coarse sand 4.75 to 2.00 mm
Medium sand 2.00 to 0.425
Fine sand 0.425 mm to 0.075
Fines < 0.075
Page | 5
vi)Consolidation:
The test is performed on a specimen of circular shape of 2.5” dia and 1” thickness. The specimen is
prepared from the undisturbed sample by carefully trimming it to the required dimension with the
help of cutting edge and a wire saw. The specimen is then place in the consolidation ring and its top
and bottom are trimmed off level with that of ring. The specimen along with the ring on the top and
the other at the bottom of the specimen. The load is then applied on the porous stone and on the
specimen with the help of a level arrangement fitted with the apparatus. Decreases in volume of
specimen are read from a strain gauge attached to the consolidation unit at specified time intervals.
The consolidation unit is always kept full with water in order to avoid evaporating of the specimen.
vii) Unconfined Compression Test
The unconfined compression test is usually used for measurement of an untrained strength of
cohesive soil because of the simplicity of the test technique. This test, however, is inapplicable for
such specimens as crack clay, very solid clay, and clayey soil which contains extra fraction of sand.
In these cases, another strength test method such as the triaxial compression test, must be applied.
In this paper, result from the unconfined compression test for some cohesive soils was compressive
test on the same soils for the purpose of investigating the characteristics of the unconfined
compression test.
The unconfined compression test provides a measure of the untrained strength and stress-strain
characteristics of undisturbed, remoulded, and/or compacted cohesive soil samples.
This test method covers the determination of the unconfined compressive strength of cohesive soil
in the intact, remolded, or reconstituted condition, using strain-controlled application of the axial
load.
This test method provides an approximate value of the strength of cohesive soils in terms of total
stresses.
This test method is applicable only to cohesive materials which will not expel or bleed water (water
expelled from the soil due to deformation or compaction) during the loading portion of the test and
which will retain intrinsic strength after removal of confining pressures, such as clays or cemented
soils. Dry and crumbly soils, fissured or varied materials, silts, peats, and sands cannot be tested
with this method to obtain valid unconfined compression strength values.
Page | 6
Viii) Formula of Bearing Capacity
For Deep Foundation: (Soil Mechanics and Foundation Engineering, Dr. K.R.Arora, Page-
688)
Evaluation of Skin Friction=2 * Corrected SPT (kN/m 2 )
Evaluation of End Bearing Capacity = (14*Penetration Factor *Corrected SPT)/Diameter of pile
(kN/m 2 )
Diameter in meter.
Penetration Factor
In case of silt/clay=1.5
In case of sand=2.5-3.5 depending on total depth of sand layer.
Corrected SPT
If Field S.P.T.≤ 15, then the value will be unchanged.
If Field S.P.T.>15, Then Corrected S.P.T.=15+ (Field S.P.T.-15)/2
For Shallow Foundation: (Soil Mechanis and Foundation Engineering, Dr. K.R.Arora, Page-
610-611)
For strip footing,
Bearing Capacity= 0.5N 2 BWγ+0.83(100+N 2 ) D f Wq
= 0.167N 2 BWγ+0.277(100+N 2 ) D f Wq (By applying factor of safety = 3)
For circular or square footing
Bearing Capacity= 0.33N 2 BWγ+1.0(100+N 2 ) D f Wq
= 0.11N 2 BWγ+0.33(100+N 2 ) D f Wq (By applying factor of safety = 3)
Where, N= SPT Value
B= Width of footing (meter)
D f = Depth of Foundation (meter)
Wγ = 0.5+{(0.5*b)/ D f }
Wq = 1-{(0.5*X)/B}
Wγ and Wq= Water table correction Factor
b= If position of footing is under the water table (meter)
X= If position of footing is above the water table (meter)
Page | 7
ix) Improvement Technology:
1. For MAT foundation the whole area should be dug up to 3m and filled with filling material
with adequate compaction to get required bearing capacity of MAT foundation.
2. Sand compaction beneath the foundation may be done by excavating the area of shallow
foundation down to depth of 2000mm below the existing ground level, if possible, (without
damaging adjacent structure, if any) and replacing same by 475 mm thick sand (F.M >1.8)
fill, compacted in layers to attain 90% compaction. Then foundation can be constructed on
this compacted soil.
3. Special technique should be applied to excavate the subsoil to avoid the unacceptable
collapse of the surrounding soil which can damage the adjacent existing structure, if any.
The decision for excavation must be taken only after correct assessment of type/ depth of
foundation of the adjacent structure.
Page 8
Site Pictures
Page10
Grey loose inorganic fine to medium
sand with clay
Light grey soft to stiff silty clay with
inorganic fine to medium sand
Light grey soft silty clay with inorganic
fine to medium sand
Light grey stiff silty clay with inorganic
fine to medium sand
Grey medium dense inorganic fine to
medium sand with clay
Grey hard silty clay with inorganic fine
to medium sand
Grey very soft to soft silty clay with
inorganic fine to medium sand
Grey very dense inorganic fine to
medium sand with clay
Brown very dense inorganic fine to
medium sand with clay
Water Level: 2.0m
Boring= 0.0-30.0m
BOREHOLE LOG-01
Depth (m)
Sample
Type
Layer
thicknes
s Description of strata
Encountered
Symbol
SPT
D20 D19 D18 D17 D16 D15 D14 D13 D12 D11 D10 D9 D8 D7 D6 D5 D4 D3 D2 D1
6.0m 7.5m 1.5m 1.5m 3.0m 1.5m 4.5m 4.5m
EGL (EXISTING GROUND LEVEL)
5
7
9
8
7
13
4
9
12
13
34
3
3
3
2
3
50
50
50
50
Disturbed sample (D)
Clay
Silt
Sand
Organic
Silty clay
Clayey silt
Silty sand
SPT curve
No of blows
Undisturbed sample (UD)
0.0
1.5
3.0
4.5
6.0
7.5
9.0
10.5
12.0
13.5
15.0
16.5
18.0
19.5
21.0
22.5
24.0
25.5
27.0
28.5
30.0
50 blow/ 10.0cm
DATE OF FIELD TEST: 07.07.23 to 08.07.23
50 blow/ 10.0cm
50 blow/ 10.0cm
50 blow/ 7.5cm
Page11
Grey loose inorganic fine to medium
sand with clay
Grey medium soft to stiff silty clay
with inorganic fine to medium sand
Grey dense inorganic fine to medium
sand with clay
Grey soft silty clay with inorganic fine
to medium sand
Grey dense to very dense inorganic fine
to medium sand with clay
Brown very dense inorganic fine to
medium sand with clay
Water Level: 2.5m
Boring= 0.0-30.0m
BOREHOLE LOG-02
Depth (m)
Sample
Type
Layer
thicknes
s Description of strata
Encountered
Symbol
SPT
D20 D19 D18 D17 D16 D15 D14 D13 D12 D11 D10 D9 D8 D7 D6 D5 D4 D3 D2 D1
6.0m 7.5m 1.5m 10.5m 4.5m
EGL (EXISTING GROUND LEVEL)
5
6
8
14
12
9
9
10
12
10
32
4
3
3
3
4
39
50
50
50
Disturbed sample (D)
Clay
Silt
Sand
Organic
Silty clay
Clayey silt
Silty sand
SPT curve
No of blows
Undisturbed sample (UD)
0.0
1.5
3.0
4.5
6.0
7.5
9.0
10.5
12.0
13.5
15.0
16.5
18.0
19.5
21.0
22.5
24.0
25.5
27.0
28.5
30.0
50 blow/ 7.5cm
DATE OF FIELD TEST: 09.07.23 to 09.07.23
50 blow/ 7.5cm
50 blow/ 12.5cm
Page12
Grey loose inorganic fine to medium
sand with clay
Light grey medium soft silty clay with
inorganic fine to medium sand
Light grey stiff to very stiff silty clay
with inorganic fine to medium sand
Grey loose inorganic fine to medium
sand with clay
Grey soft to medium soft clay with
inorganic fine to medium sand
Grey dense to very dense inorganic fine
to medium sand with clay
Brown very dense inorganic fine to
medium sand with clay
Water Level: 2.4m
Boring= 0.0-30.0m
BOREHOLE LOG-03
Depth (m)
Sample
Type
Layer
thicknes
s Description of strata
Encountered
Symbol
SPT
D20 D19 D18 D17 D16 D15 D14 D13 D12 D11 D10 D9 D8 D7 D6 D5 D4 D3 D2 D1
6.0m 7.5m 1.5m 9.0m 1.5m 4.5m
EGL (EXISTING GROUND LEVEL)
6
7
9
8
11
9
10
11
14
16
9
3
3
3
4
5
39
50
50
50
Disturbed sample (D)
Clay
Silt
Sand
Organic
Silty clay
Clayey silt
Silty sand
SPT curve
No of blows
Undisturbed sample (UD)
0.0
1.5
3.0
4.5
6.0
7.5
9.0
10.5
12.0
13.5
15.0
16.5
18.0
19.5
21.0
22.5
24.0
25.5
27.0
28.5
30.0
50 blow/ 10.0cm
DATE OF FIELD TEST: 10.07.23 to 10.07.23
50 blow/ 7.5cm
50 blow/ 12.5cm
Page13
Grey loose inorganic fine to medium
sand with clay
Grey medium soft to stiff clay with
inorganic fine to medium sand
Grey stiff silty clay with inorganic fine
to medium sand
Grey medium dense to dense inorganic
fine to medium silty sand with clay
Grey very soft to soft clay with
inorganic fine to medium sand
Grey hard silty clay with inorganic fine
to medium sand
Grey very dense inorganic fine to
medium sand with clay
Brown very dense inorganic fine to
medium sand with clay
Water Level: 2.5m
Boring= 0.0-30.0m
BOREHOLE LOG-04
Depth (m)
Sample
Type
Layer
thicknes
s Description of strata
Encountered
Symbol
SPT
D20 D19 D18 D17 D16 D15 D14 D13 D12 D11 D10 D9 D8 D7 D6 D5 D4 D3 D2 D1
4.5m 1.5m 7.5m 3.0m 3.0m 6.0m 4.5m
EGL (EXISTING GROUND LEVEL)
6
7
8
8
7
13
5
10
12
13
32
2
2
3
3
4
50
50
50
50
Disturbed sample (D)
Clay
Silt
Sand
Organic
Silty clay
Clayey silt
Silty sand
SPT curve
No of blows
Undisturbed sample (UD)
0.0
1.5
3.0
4.5
6.0
7.5
9.0
10.5
12.0
13.5
15.0
16.5
18.0
19.5
21.0
22.5
24.0
25.5
27.0
28.5
30.0
50 blow/ 7.5cm
DATE OF FIELD TEST: 14.07.23 to 14.07.23
50 blow/ 12.5cm
50 blow/ 7.5cm
50 blow/ 10.0cm
Page14
Grey loose inorganic fine to medium
sand with clay
Brownish grey stiff silty clay with
inorganic fine to medium sand
Grey loose to medium dense inorganic
fine to medium sand with clay
Grey very soft to soft clay with
inorganic fine to medium sand
Grey medium dense inorganic fine to
medium sand with clay
Grey dense to very dense inorganic fine
to medium sand with clay
Brown very dense inorganic fine to
medium sand with clay
Water Level: 3.2m
Boring= 0.0-30.0m
BOREHOLE LOG-05
Depth (m)
Sample
Type
Layer
thicknes
s Description of strata
Encountered
Symbol
SPT
D20 D19 D18 D17 D16 D15 D14 D13 D12 D11 D10 D9 D8 D7 D6 D5 D4 D3 D2 D1
4.5m 1.5m 7.5m 6.0m 6.0m 4.5m
EGL (EXISTING GROUND LEVEL)
6
7
7
14
11
12
13
9
10
11
11
3
2
4
4
3
23
50
50
50
Disturbed sample (D)
Clay
Silt
Sand
Organic
Silty clay
Clayey silt
Silty sand
SPT curve
No of blows
Undisturbed sample (UD)
0.0
1.5
3.0
4.5
6.0
7.5
9.0
10.5
12.0
13.5
15.0
16.5
18.0
19.5
21.0
22.5
24.0
25.5
27.0
28.5
30.0
50 blow/ 2.5cm
DATE OF FIELD TEST: 11.07.23 to 11.07.23
50 blow/ 5.0cm
Page15
Grey loose inorganic fine to medium
sand with clay
Brownish grey medium soft to stiff clay
with inorganic fine to medium sand
Grey stiff to very stiff silty clay with
inorganic fine to medium sand
Grey very soft to soft clay with
inorganic fine to medium sand
Brownish grey dense to very dense
inorganic fine to medium sand with
clay
Brown very dense inorganic fine to
medium sand with clay
Water Level: 3.0m
Boring= 0.0-30.0m
BOREHOLE LOG-06
Depth (m)
Sample
Type
Layer
thicknes
s Description of strata
Encountered
Symbol
SPT
D20 D19 D18 D17 D16 D15 D14 D13 D12 D11 D10 D9 D8 D7 D6 D5 D4 D3 D2 D1
6.0m 7.5m 3.0m 9.0m 4.5m
EGL (EXISTING GROUND LEVEL)
7
10
11
14
9
9
10
8
7
21
9
2
2
3
3
3
50
50
50
50
Disturbed sample (D)
Clay
Silt
Sand
Organic
Silty clay
Clayey silt
Silty sand
SPT curve
No of blows
Undisturbed sample (UD)
0.0
1.5
3.0
4.5
6.0
7.5
9.0
10.5
12.0
13.5
15.0
16.5
18.0
19.5
21.0
22.5
24.0
25.5
27.0
28.5
30.0
50 blow/ 10.0cm
DATE OF FIELD TEST: 13.07.23 to 13.07.23
50 blow/ 12.5cm
50 blow/ 2.5cm
Page16
Grey loose inorganic fine to medium
sand with clay
Brownish grey stiff clay with inorganic
fine to medium sand
Grey medium soft to stiff clay with
inorganic fine to medium sand
Grey very stiff clay with inorganic fine
to medium sand
Grey very soft to soft clay with
inorganic fine to medium sand
Brownish grey medium dense inorganic
fine to medium sand with clay
Brownish grey very dense inorganic
fine to medium sand with clay
Brown very dense inorganic fine to
medium sand with clay
Water Level: 2.8m
Boring= 0.0-30.0m
BOREHOLE LOG-07
Depth (m)
Sample
Type
Layer
thicknes
s Description of strata
Encountered
Symbol
SPT
D20 D19 D18 D17 D16 D15 D14 D13 D12 D11 D10 D9 D8 D7 D6 D5 D4 D3 D2 D1
4.5m 1.5m 7.5m 1.5m 7.5m 3.0m 4.5m
EGL (EXISTING GROUND LEVEL)
6
5
7
10
11
9
15
9
7
10
22
2
2
2
2
3
29
50
50
50
Disturbed sample (D)
Clay
Silt
Sand
Organic
Silty clay
Clayey silt
Silty sand
SPT curve
No of blows
Undisturbed sample (UD)
0.0
1.5
3.0
4.5
6.0
7.5
9.0
10.5
12.0
13.5
15.0
16.5
18.0
19.5
21.0
22.5
24.0
25.5
27.0
28.5
30.0
50 blow/ 10.0cm
DATE OF FIELD TEST: 12.07.23 to 12.07.23
50 blow/ 12.5cm
50 blow/ 2.5cm
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 17 Page | 17
WATER CONTENT CLIENT ID- DHK 2773 -07/23
BH No Depth (m) Water Content (%)
01 6.0 36.02
16.5 44.40
02 9.0 36.63
19.5 51.14
03 7.5 30.94
21.0 53.37
04 6.0 26.93
12.0 16.77
05 6.0 30.03
19.5 51.01
06 7.5 23.23
18.0 22.28
07 6.0 17.31
15.0 21.81
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 18 Page | 18
DENSITY CLIENT ID- DHK 2773 -07/23
BH No Depth (m) Wet Density
(gm/cc)
Dry Density
(gm/cc)
01 6.0 1.89 1.39
16.5 1.76 1.22
02 9.0 1.88 1.37
19.5 1.67 1.10
03 7.5 1.87 1.43
21.0 1.65 1.08
04 6.0 1.92 1.51
12.0 1.87 1.61
05 6.0 1.89 1.45
19.5 1.69 1.12
06 7.5 1.97 1.60
18.0 1.73 1.41
07 6.0 1.93 1.65
15.0 1.87 1.54
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 19 Page | 19
SPECIFIC GRAVITY TEST CLIENT ID- DHK 2773 -07/23
BH No Depth (m) Specific Gravity
01 3.0 2.73
21.0 2.65
02 7.5 2.64
25.5 2.62
03 1.5 2.69
15.0 2.68
04 3.0 2.70
16.5 2.67
05 12.0 2.62
30.0 2.67
06 15.0 2.65
25.5 2.62
07 4.5 2.71
21.0 2.55
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 20 Page | 20
Sieve & Hydrometer Analysis
( Grain Size Distribution CLIENT ID- DHK 2773 -07/23
Bore Hole 01
Depth 3.0m
Gravel
(%)
Coarse
Sand (%)
Medium
Sand (%)
Fine Sand
(%)
Silt
(%) Clay (%) Remarks
0.00 0.26 13.62 72.35 6.20 7.57 ---
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 21 Page | 21
Sieve & Hydrometer Analysis
( Grain Size Distribution CLIENT ID- DHK 2773 -07/23
Bore Hole 01
Depth 21.0m
Gravel
(%)
Coarse
Sand (%)
Medium
Sand (%)
Fine Sand
(%)
Silt
(%) Clay (%) Remarks
0.00 0.00 0.18 0.66 44.63 54.54 ---
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 22 Page | 22
Sieve & Hydrometer Analysis
( Grain Size Distribution CLIENT ID- DHK 2773 -07/23
Bore Hole 02
Depth 7.5m
Gravel
(%)
Coarse
Sand (%)
Medium
Sand (%)
Fine Sand
(%)
Silt
(%) Clay (%) Remarks
0.00 0.00 0.94 0.75 44.24 54.07 ---
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 23 Page | 23
Sieve & Hydrometer Analysis
( Grain Size Distribution CLIENT ID- DHK 2773 -07/23
Bore Hole 02
Depth 25.5m
Gravel
(%)
Coarse
Sand (%)
Medium
Sand (%)
Fine Sand
(%)
Silt
(%) Clay (%) Remarks
0.00 0.40 28.97 18.09 23.64 28.90 ---
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 24 Page | 24
Sieve & Hydrometer Analysis
( Grain Size Distribution CLIENT ID- DHK 2773 -07/23
Bore Hole 03
Depth 1.5m
Gravel
(%)
Coarse
Sand (%)
Medium
Sand (%)
Fine Sand
(%)
Silt
(%) Clay (%) Remarks
0.00 0.08 4.62 75.27 9.01 11.02 ---
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 25 Page | 25
Sieve & Hydrometer Analysis
( Grain Size Distribution CLIENT ID- DHK 2773 -07/23
Bore Hole 03
Depth 15.0m
Gravel
(%)
Coarse
Sand (%)
Medium
Sand (%)
Fine Sand
(%)
Silt
(%) Clay (%) Remarks
0.00 0.00 5.41 7.79 39.06 47.74
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 26 Page | 26
Sieve & Hydrometer Analysis
( Grain Size Distribution CLIENT ID- DHK 2773 -07/23
Bore Hole 04
Depth 3.0m
Gravel
(%)
Coarse
Sand (%)
Medium
Sand (%)
Fine Sand
(%)
Silt
(%) Clay (%) Remarks
0.00 0.00 4.63 71.43 10.77 13.16 ----
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 27 Page | 27
Sieve & Hydrometer Analysis
( Grain Size Distribution CLIENT ID- DHK 2773 -07/23
Bore Hole 04
Depth 16.5m
Gravel
(%)
Coarse
Sand (%)
Medium
Sand (%)
Fine Sand
(%)
Silt
(%) Clay (%) Remarks
0.00 0.08 2.51 27.10 31.64 38.67 ----
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 28 Page | 28
Sieve & Hydrometer Analysis
( Grain Size Distribution) CLIENT ID- DHK 2773 -07/23
Bore Hole 05
Depth 12.0m
Gravel
(%)
Coarse
Sand (%)
Medium
Sand (%)
Fine Sand
(%)
Silt
(%) Clay (%) Remarks
0.00 0.16 2.95 23.23 33.15 40.51 ----
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 29 Page | 29
Sieve & Hydrometer Analysis
( Grain Size Distribution CLIENT ID- DHK 2773 -07/23
Bore Hole 05
Depth 30.0m
Gravel
(%)
Coarse
Sand (%)
Medium
Sand (%)
Fine Sand
(%)
Silt
(%) Clay (%) Remarks
0.00 1.11 65.45 24.89 3.85 4.70 ---
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 30 Page | 30
Sieve & Hydrometer Analysis
( Grain Size Distribution CLIENT ID- DHK 2773 -07/23
Bore Hole 06
Depth 15.0m
Gravel
(%)
Coarse
Sand (%)
Medium
Sand (%)
Fine Sand
(%)
Silt
(%) Clay (%) Remarks
0.00 0.00 1.61 9.13 40.17 49.09 ----
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 31 Page | 31
Sieve & Hydrometer Analysis
( Grain Size Distribution CLIENT ID- DHK 2773 -07/23
Bore Hole 06
Depth 25.5m
Gravel
(%)
Coarse
Sand (%)
Medium
Sand (%)
Fine Sand
(%)
Silt
(%) Clay (%) Remarks
0.93 5.91 61.70 14.03 7.84 9.59 ----
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 32 Page | 32
Sieve & Hydrometer Analysis
( Grain Size Distribution CLIENT ID- DHK 2773 -07/23
Bore Hole 07
Depth 4.5m
Gravel
(%)
Coarse
Sand (%)
Medium
Sand (%)
Fine Sand
(%)
Silt
(%) Clay (%) Remarks
0.00 0.00 6.88 76.07 7.67 9.37 ----
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 33 Page | 33
Sieve & Hydrometer Analysis
( Grain Size Distribution CLIENT ID- DHK 2773 -07/23
Bore Hole 07
Depth 21.0m
Gravel
(%)
Coarse
Sand (%)
Medium
Sand (%)
Fine Sand
(%)
Silt
(%) Clay (%) Remarks
0.00 0.00 0.43 1.13 44.30 54.14 ----
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 34 Page | 34
LIQUID-PLASTIC LIMIT CLIENT ID- DHK 2773 -07/23
BH No. Depth (m) Liquid Limit (%) Plastic Limit (%) Plasticity Index (%)
0 1 12.0 37.12 30.78 6.34
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 35 Page | 35
LIQUID-PLASTIC LIMIT CLIENT ID- DHK 2773 -07/23
BH No. Depth (m) Liquid Limit (%) Plastic Limit (%) Plasticity Index (%)
02 30.0 36.24 23.26 12.98
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 36 Page | 36
LIQUID-PLASTIC LIMIT CLIENT ID- DHK 2773 -07/23
BH No. Depth (m) Liquid Limit (%) Plastic Limit (%) Plasticity Index (%)
03 10.5 37.36 30.11 7.25
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 37 Page | 37
LIQUID-PLASTIC LIMIT CLIENT ID- DHK 2773 -07/23
BH No. Depth (m) Liquid Limit (%) Plastic Limit (%) Plasticity Index (%)
04 4.5 21.23 --- ---
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 38 Page | 38
LIQUID-PLASTIC LIMIT CLIENT ID- DHK 2773 -07/23
BH No. Depth (m) Liquid Limit (%) Plastic Limit (%) Plasticity Index (%)
05 27.0 14.54 --- ---
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 39 Page | 39
LIQUID-PLASTIC LIMIT CLIENT ID- DHK 2773 -07/23
BH No. Depth (m) Liquid Limit (%) Plastic Limit (%) Plasticity Index (%)
0 6 10.5 38.12 25.40 12.72
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 40 Page | 40
LIQUID-PLASTIC LIMIT CLIENT ID- DHK 2773 -07/23
BH No. Depth (m) Liquid Limit (%) Plastic Limit (%) Plasticity Index (%)
07 10.5 36.95 28.27 8.68
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 41
UNCONFINED COMPRESSIVE STRENGTH TEST CLIENT ID- DHK 2773-07/23
Bore Hole 05
Depth (m) 6.0-6.5
Specific Gravity 2.63
Dry Density (gm/cc) 1.36
Water Content (%) 34.82
Unconfined Compressive Strength (MPa) 0.0978
Strain at Failure (%) 8.55
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 42
CONSOLIDATION TEST CLIENT ID- DHK 2773-07/23
B.H. No 02
Depth (m) 6.0-6.5m
Specific Gravity 2.63
Dry Density (gm/cc) 1.37
Water Content (%) 32.14
Natural Void Ratio, e o 0.680
Compression Index, Cc 0.196
Pre-consolidation pressure, MPa 0.870
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 43
EVALUATION OF BEARING CAPACITY: CLIENT ID- DHK 2773 -07/23
Table # 01: Bearing Capacities of the Shallow Foundation from FIELD TESTS (Values in MPa, F. S. =
2.50)
Bore Hole Depth in m Field SPT
Bearing Capacity (MPa)
For Strip Footing For Circular or
Square Footing
01
1.5 5 0.057 0.065
3.0 7 0.113 0.130
4.5 9 0.167 0.190
02
1.5 5 0.057 0.065
3.0 6 0.102 0.117
4.5 8 0.150 0.171
03
1.5 6 0.064 0.072
3.0 7 0.113 0.130
4.5 9 0.167 0.190
04
1.5 6 0.064 0.072
3.0 7 0.113 0.130
4.5 8 0.150 0.171
05
1.5 6 0.064 0.072
3.0 7 0.113 0.130
4.5 7 0.134 0.154
06
1.5 7 0.072 0.080
3.0 10 0.159 0.179
4.5 11 0.209 0.235
07
1.5 6 0.064 0.072
3.0 5 0.092 0.107
4.5 7 0.134 0.154
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 44
EVALUATION OF BEARING CAPACITY: CLIENT ID- DHK 2773 -07/23
BEARING CAPACITY OF PILE FROM THE SPT VALUE & SOIL TEST DATA:
Table #02: The Skin Friction and the End Bearing Capacities of Piles (Values in MPa, F. S. = 3.00)
Depth
in(m) BH # 01 BH # 02
Corrected
SPT (N')
Cu (MPa) Fs (MPa) Fb (MPa) Corrected
SPT (N')
Cu (MPa) Fs (MPa) Fb (MPa)
1.5 5 0.020 0.010 0.438 5 0.020 0.010 0.438
3.0 7 0.028 0.014 0.613 6 0.024 0.012 0.525
4.5 9 0.036 0.018 0.788 8 0.032 0.016 0.700
6.0 8 0.032 0.016 0.420 14 0.056 0.028 0.735
7.5 7 0.028 0.014 0.368 12 0.048 0.024 0.630
9.0 13 0.052 0.026 0.683 9 0.036 0.018 0.473
10.5 4 0.016 0.008 0.210 9 0.036 0.018 0.473
12.0 9 0.036 0.018 0.473 10 0.040 0.020 0.525
13.5 12 0.048 0.024 0.630 12 0.048 0.024 0.630
15.0 13.0 0.052 0.026 1.138 10.0 0.040 0.020 0.525
16.5 24.5 0.098 0.049 1.286 23.5 0.094 0.047 2.056
18.0 3.0 0.012 0.006 0.158 4.0 0.016 0.008 0.210
19.5 3 0.012 0.006 0.158 3 0.012 0.006 0.158
21.0 3 0.012 0.006 0.158 3 0.012 0.006 0.158
22.5 2 0.008 0.004 0.105 3 0.012 0.006 0.158
24.0 3 0.012 0.006 0.158 4 0.016 0.008 0.210
25.5 >32.5 >0.130 >0.065 >2.844 27 0.108 0.054 2.363
27.0 >32.5 >0.130 >0.065 >2.844 >32.5 >0.130 >0.065 >2.844
28.5 >32.5 >0.130 >0.065 >2.844 >32.5 >0.130 >0.065 >2.844
30.0 >32.5 >0.13 0 >0.065 >2.844 >32.5 >0.130 >0.065 >2.844
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 45
EVALUATION OF BEARING CAPACITY: CLIENT ID- DHK 2773 -07/23
BEARING CAPACITY OF PILE FROM THE SPT VALUE & SOIL TEST DATA:
Table #02: The Skin Friction and the End Bearing Capacities of Piles (Values in MPa, F. S. = 3.00)
Depth
in(m)
BH # 03 BH # 04
Corrected
SPT (N')
Cu (MPa) Fs (MPa) Fb (MPa) Corrected
SPT (N')
Cu (MPa) Fs (MPa) Fb (MPa)
1.5 6 0.024 0.012 0.525 6 0.024 0.012 0.525
3.0 7 0.028 0.014 0.613 7 0.028 0.014 0.613
4.5 9 0.036 0.018 0.788 8 0.032 0.016 0.700
6.0 8 0.032 0.016 0.420 8 0.032 0.016 0.420
7.5 11 0.044 0.022 0.578 7 0.028 0.014 0.368
9.0 9 0.036 0.018 0.473 13 0.052 0.026 0.683
10.5 10 0.040 0.020 0.525 5 0.020 0.010 0.263
12.0 11 0.044 0.022 0.578 10 0.040 0.02 0 0.525
13.5 14 0.056 0.028 0.735 12 0.048 0.024 0.630
15.0 15.5 0.062 0.031 0.814 13.0 0.052 0.026 1.138
16.5 9 0.036 0.018 0.788 23.5 0.094 0.047 2.056
18.0 3.0 0.012 0.006 0.158 2.0 0.008 0.004 0.105
19.5 3 0.012 0.006 0.158 2 0.008 0.004 0.105
21.0 3 0.012 0.006 0.158 3 0.012 0.006 0.158
22.5 4 0.016 0.008 0.210 3 0.012 0.006 0.158
24.0 5 0.020 0.01 0.263 4 0.016 0.008 0.210
25.5 27 0.108 0.054 2.363 >32.5 >0.130 >0.065 >1.706
27.0 >32.5 >0.130 >0.065 >2.844 >32.5 >0.130 >0.065 >2.844
28.5 >3 2.5 >0.130 >0.065 >2.844 >32.5 >0.130 >0.065 >2.844
30.0 >32.5 >0.130 >0.065 >2.844 >32.5 >0.130 >0.065 >2.844
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 46
EVALUATION OF BEARING CAPACITY: CLIENT ID- DHK 2773 -07/23
BEARING CAPACITY OF PILE FROM THE SPT VALUE & SOIL TEST DATA:
Table #02: The Skin Friction and the End Bearing Capacities of Piles (Values in MPa, F. S. = 3.00)
Depth
in(m)
BH # 05 BH # 06
Corrected
SPT (N')
Cu (MPa) Fs (MPa) Fb (MPa) Corrected
SPT (N')
Cu (MPa) Fs (MPa) Fb (MPa)
1.5 6 0.024 0.012 0.525 7 0.028 0.014 0.613
3.0 7 0.028 0.014 0.613 10 0.040 0.020 0.875
4.5 7 0.028 0.014 0.613 11 0.044 0.022 0.963
6.0 14 0.056 0.028 0.735 14 0.056 0.028 0.735
7.5 11 0.044 0.022 0.578 9 0.036 0.018 0.473
9.0 12 0.048 0.024 0.630 9 0.036 0.018 0.473
10.5 13 0.052 0.0 26 0.683 10 0.040 0.020 0.525
12.0 9 0.036 0.018 0.788 8 0.032 0.016 0.420
13.5 10 0.040 0.020 0.875 7 0.028 0.014 0.368
15.0 11.0 0.044 0.022 0.963 18.0 0.072 0.036 0.945
16.5 11 0.044 0.022 0.963 9 0.036 0.018 0.473
18.0 3.0 0.012 0.006 0.158 2.0 0. 008 0.004 0.105
19.5 2 0.008 0.004 0.105 2 0.008 0.004 0.105
21.0 4 0.016 0.008 0.210 3 0.012 0.006 0.158
22.5 4 0.016 0.008 0.210 3 0.012 0.006 0.158
24.0 3 0.012 0.006 0.158 3 0.012 0.006 0.158
25.5 19 0.076 0.038 0.998 32.5 0.13 0.065 2.844
27.0 3 2.5 0.130 0.065 2.844 >32.5 >0.130 >0.065 >2.844
28.5 >32.5 >0.130 >0.065 >2.844 >32.5 >0.130 >0.065 >2.844
30.0 >32.5 >0.130 >0.065 >2.844 >32.5 >0.130 >0.065 >2.844
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 47
EVALUATION OF BEARING CAPACITY: CLIENT ID- DHK 2773 -07/23
BEARING CAPACITY OF PILE FROM THE SPT VALUE & SOIL TEST DATA:
Table #02: The Skin Friction and the End Bearing Capacities of Piles (Values in MPa, F. S. = 3.00)
Depth
in(m)
BH # 07
Corrected
SPT (N')
Cu (MPa) Fs (MPa) Fb (MPa)
1.5 6 0.024 0.012 0.525
3.0 5 0.020 0.010 0.438
4.5 7 0.028 0.014 0.613
6.0 10 0.040 0.020 0.525
7.5 11 0.044 0.022 0.578
9.0 9 0.036 0.018 0.473
10.5 15 0.060 0.030 0.788
12.0 9 0.036 0.018 0.473
13.5 7 0.028 0.014 0.368
15.0 10.0 0.040 0.020 0.525
16.5 18.5 0.074 0.037 0.971
18. 0 2.0 0.008 0.004 0.105
19.5 2 0.008 0.004 0.105
21.0 2 0.008 0.004 0.105
22.5 2 0.008 0.004 0.105
24.0 3 0.012 0.006 0.158
25.5 22 0.088 0.044 1.925
27.0 >32.5 >0.130 >0.065 >2.844
28.5 >32.5 >0.130 >0.065 >2.844
30.0 > 32.5 > 0.130 > 0.065 > 2.844
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdjhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 48
EVALUATION OF CAST IN SITU ALLOWABLE PILE CAPACITY: CLIENT ID- DHK 2773 -07/23
PILE CAPACITY
Type of pile: Circular
Factor of Safety: 3.0
Depth
(m)
BH#01
Corrected
SPT
(N')
Cast in situ Pile
Capacity (Ton)
Cast in situ Pile
Capacity (Ton)
Pile Dia.=450 mm Pile Dia.=500mm
1.5 5 8.12 9.99
3.0 7 11.89 14.57
4.5 9 15.87 19.38
6.0 8 15.19 18.43
7.5 7 14.40 17.36
9.0 13 24.88 30.17
10.5 4 11.63 13.70
12.0 9 20.17 24.15
13.5 12 25.98 31.20
15.0 13 28.86 34.59
16.5 24.5 48.90 59.08
18.0 3 16.55 18.97
19.5 3 16.87 19.32
21.0 3 17.18 19.67
22.5 2 15.87 18.02
24.0 3 17.70 20.25
25.5 32.5 65.92 79.55
27.0 32.5 69.33 83.33
28.5 32.5 72.73 87.12
30.0 32.5 76.14 90.90
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdjhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 49
EVALUATION OF CAST IN SITU ALLOWABLE PILE CAPACITY: CLIENT ID- DHK 2773 -07/23
PILE CAPACITY
Type of pile: Circular
Factor of Safety: 3.0
Depth
(m)
BH#02
Corrected
SPT
(N')
Cast in situ Pile
Capacity (Ton)
Cast in situ Pile
Capacity (Ton)
Pile Dia.=450 mm Pile Dia.=500mm
1.5 5 8.12 9.99
3.0 6 10.27 12.57
4.5 8 14.14 17.27
6.0 14 24.72 30.19
7.5 12 22.94 27.82
9.0 9 19.33 23.22
10.5 9 20.27 24.27
12.0 10 22.84 27.32
13.5 12 27.13 32.48
15.0 10 25.14 29.88
16.5 23.5 48.11 58.02
18.0 4 18.91 21.79
19.5 3 17.70 20.25
21.0 3 18.02 20.60
22.5 3 18.33 20.95
24.0 4 20.27 23.30
25.5 27 58.04 69.72
27.0 32.5 69.80 83.86
28.5 32.5 73.20 87.64
30.0 32.5 76.61 91.42
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdjhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 50
EVALUATION OF CAST IN SITU ALLOWABLE PILE CAPACITY: CLIENT ID- DHK 2773 -07/23
PILE CAPACITY
Type of pile: Circular
Factor of Safety: 3.0
Depth
(m)
BH#03
Corrected
SPT
(N')
Cast in situ Pile
Capacity (Ton)
Cast in situ Pile
Capacity (Ton)
Pile Dia.=450 mm Pile Dia.=500mm
1.5 6 9.74 11.99
3.0 7 12.00 14.69
4.5 9 15.98 19.50
6.0 8 15.30 18.55
7.5 11 21.00 25.47
9.0 9 18.91 22.76
10.5 10 21.48 25.80
12.0 11 24.15 28.96
13.5 14 30.17 36.24
15.0 15.5 34.07 40.87
16.5 9 25.14 29.68
18.0 3 16.34 18.74
19.5 3 16.66 19.09
21.0 3 16.97 19.44
22.5 4 18.91 21.79
24.0 5 20.95 24.25
25.5 27 57.20 68.79
27.0 32.5 68.96 82.93
28.5 32.5 72.36 86.71
30.0 32.5 75.77 90.49
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdjhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 51
EVALUATION OF CAST IN SITU ALLOWABLE PILE CAPACITY: CLIENT ID- DHK 2773 -07/23
PILE CAPACITY
Type of pile: Circular
Factor of Safety: 3.0
Depth
(m)
BH#04
Corrected
SPT
(N')
Cast in situ Pile
Capacity (Ton)
Cast in situ Pile
Capacity (Ton)
Pile Dia.=450 mm Pile Dia.=500mm
1.5 6 9.74 11.99
3.0 7 12.00 14.69
4.5 8 14.35 17.50
6.0 8 15.19 18.43
7.5 7 14.40 17.36
9.0 13 24.88 30.17
10.5 5 13.25 15.69
12.0 10 21.90 26.27
13.5 12 26.19 31.43
15.0 13 29.07 34.82
16.5 23.5 47.48 57.32
18.0 2 15.03 17.09
19.5 2 15.24 17.32
21.0 3 17.08 19.56
22.5 3 17.39 19.90
24.0 4 19.33 22.25
25.5 32.5 66.03 79.67
27.0 32.5 69.43 83.45
28.5 32.5 72.84 87.23
30.0 32.5 76.24 91.02
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdjhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 52
EVALUATION OF CAST IN SITU ALLOWABLE PILE CAPACITY: CLIENT ID- DHK 2773 -07/23
PILE CAPACITY
Type of pile: Circular
Factor of Safety: 3.0
Depth
(m)
BH#05
Corrected
SPT
(N')
Cast in situ Pile
Capacity (Ton)
Cast in situ Pile
Capacity (Ton)
Pile Dia.=450 mm Pile Dia.=500mm
1.5 6 9.74 11.99
3.0 7 12.00 14.69
4.5 7 12.73 15.50
6.0 14 24.83 30.30
7.5 11 21.42 25.94
9.0 12 24.20 29.22
10.5 13 27.08 32.61
12.0 9 21.95 26.13
13.5 10 24.51 29.18
15.0 11 27.19 32.34
16.5 11 28.34 33.62
18.0 3 16.50 18.92
19.5 2 15.19 17.27
21.0 4 18.65 21.50
22.5 4 19.07 21.96
24.0 3 17.86 20.43
25.5 19 44.16 52.75
27.0 32.5 68.07 81.94
28.5 32.5 71.47 85.72
30.0 32.5 74.88 89.50
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdjhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 53
EVALUATION OF CAST IN SITU ALLOWABLE PILE CAPACITY: CLIENT ID- DHK 2773 -07/23
PILE CAPACITY
Type of pile: Circular
Factor of Safety: 3.0
Depth
(m)
BH#06
Corrected
SPT
N'
Cast in situ Pile
Capacity (Ton)
Cast in situ Pile
Capacity (Ton)
Pile Dia.=450 mm Pile Dia.=500mm
1.5 7 11.37 13.99
3.0 10 16.97 20.80
4.5 11 19.64 23.96
6.0 14 25.67 31.23
7.5 9 19.01 22.87
9.0 9 19.96 23.92
10.5 10 22.52 26.97
12.0 8 20.32 24.13
13.5 7 19.54 23.07
15.0 18 38.13 45.86
16.5 9 25.40 29.97
18.0 2 14.98 17.03
19.5 2 15.19 17.27
21.0 3 17.02 19.50
22.5 3 17.34 19.85
24.0 3 17.65 20.20
25.5 32.5 65.87 79.49
27.0 32.5 69.27 83.28
28.5 32.5 72.68 87.06
30.0 32.5 76.08 90.84
Testing Officer Geotechnical Consultant
Engr. Ritu Chowdjhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 54
EVALUATION OF CAST IN SITU ALLOWABLE PILE CAPACITY: CLIENT ID- DHK 2773 -07/23
PILE CAPACITY
Type of pile: Circular
Factor of Safety: 3.0
Depth
(m)
BH#07
Corrected
SPT
N'
Cast in situ Pile
Capacity (Ton)
Cast in situ Pile
Capacity (Ton)
Pile Dia.=450 mm Pile Dia.=500mm
1.5 6 9.74 11.99
3.0 5 8.75 10.69
4.5 7 12.52 15.27
6.0 10 18.12 22.08
7.5 11 20.80 25.24
9.0 9 18.70 22.52
10.5 15 29.39 35.56
12.0 9 21.21 25.32
13.5 7 18.91 22.37
15.0 10 24.51 29.18
16.5 18.5 39.36 47.33
18.0 2 14.51 16.51
19.5 2 14.72 16.74
21.0 2 14.93 16.98
22.5 2 15.14 17.21
24.0 3 16.97 19.44
25.5 22 48.14 57.75
27.0 32.5 67.49 81.30
28.5 32.5 70.90 85.08
30.0 32.5 74.30 88.86
Testing Officer Geotechnical Consultant
Engr.Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 55
EVALUATION OF PRE-CASTALLOWABLE PILE CAPACITY: CLIENT ID- DHK 2773 -07/23
PILE CAPACITY
Type of pile: Square
Factor of Safety: 3.0
Depth
(m)
BH#01
Corrected
SPT
N'
Pre-cast Pile
Capacity (Ton)
Pre-cast Pile
Capacity (Ton)
Pile size
300mmX300mm
Pile size
400mmX400mm
1.5 5 7.00 12.30
3.0 7 10.47 18.10
4.5 9 14.20 24.27
6.0 8 14.00 23.41
7.5 7 13.67 22.37
9.0 13 23.00 38.37
10.5 4 12.13 18.55
12.0 9 19.67 31.56
13.5 12 25.07 40.53
15.0 13 28.07 45.13
16.5 24.5 45.90 75.72
18.0 3 19.07 27.20
19.5 3 19.47 27.73
21.0 3 19.87 28.27
22.5 2 18.87 26.34
24.0 3 20.53 29.16
25.5 32.5 62.23 102.24
27.0 32.5 66.57 108.01
28.5 32.5 70.90 113.79
30.0 32.5 75.23 119.57
Testing Officer Geotechnical Consultant
Engr.Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 56
EVALUATION OF PRE-CASTALLOWABLE PILE CAPACITY: CLIENT ID- DHK 2773 -07/23
PILE CAPACITY
Type of pile: Square
Factor of Safety: 3.0
Depth
(m)
BH#02
Corrected
SPT
N'
Pre-cast Pile
Capacity (Ton)
Pre-cast Pile
Capacity (Ton)
Pile size
300mmX300mm
Pile size
400mmX400mm
1.5 5 7.00 12.30
3.0 6 9.07 15.64
4.5 8 12.67 21.63
6.0 14 22.13 37.81
7.5 12 21.20 35.38
9.0 9 18.60 30.13
10.5 9 19.80 31.73
12.0 10 22.40 35.79
13.5 12 26.53 42.49
15.0 10 25.33 39.70
16.5 23.5 45.57 74.68
18.0 4 21.40 30.90
19.5 3 20.53 29.16
21.0 3 20.93 29.69
22.5 3 21.33 30.22
24.0 4 23.13 33.21
25.5 27 55.87 90.49
27.0 32.5 67.17 108.81
28.5 32.5 71.50 114.59
30.0 32.5 75.83 120.37
Testing Officer Geotechnical Consultant
Engr.Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 57
EVALUATION OF PRE-CASTALLOWABLE PILE CAPACITY: CLIENT ID- DHK 2773 -07/23
PILE CAPACITY
Type of pile: Square
Factor of Safety: 3.0
Depth
(m)
BH#03
Corrected
SPT
N'
Pre-cast Pile
Capacity (Ton)
Pre-cast Pile
Capacity (Ton)
Pile size
300mmX300mm
Pile size
400mmX400mm
1.5 6 8.40 14.76
3.0 7 10.60 18.28
4.5 9 14.33 24.44
6.0 8 14.13 23.59
7.5 11 19.40 32.39
9.0 9 18.07 29.42
10.5 10 20.67 33.48
12.0 11 23.40 37.72
13.5 14 29.07 47.05
15.0 15.5 33.03 53.23
16.5 9 26.00 40.00
18.0 3 18.80 26.84
19.5 3 19.20 27.38
21.0 3 19.60 27.91
22.5 4 21.40 30.90
24.0 5 23.33 34.07
25.5 27 54.80 89.07
27.0 32.5 66.10 107.39
28.5 32.5 70.43 113.17
30.0 32.5 74.77 118.95
Testing Officer Geotechnical Consultant
Engr.Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 58
EVALUATION OF PRE-CASTALLOWABLE PILE CAPACITY: CLIENT ID- DHK 2773 -07/23
PILE CAPACITY
Type of pile: Square
Factor of Safety: 3.0
Depth
(m)
BH#04
Corrected
SPT
N'
Pre-cast Pile
Capacity (Ton)
Pre-cast Pile
Capacity (Ton)
Pile size
300mmX300mm
Pile size
400mmX400mm
1.5 6 8.40 14.76
3.0 7 10.60 18.28
4.5 8 12.93 21.99
6.0 8 14.00 23.41
7.5 7 13.67 22.37
9.0 13 23.00 38.37
10.5 5 13.53 21.01
12.0 10 21.20 34.19
13.5 12 25.33 40.89
15.0 13 28.33 45.48
16.5 23.5 44.77 73.61
18.0 2 17.80 24.92
19.5 2 18.07 25.27
21.0 3 19.73 28.09
22.5 3 20.13 28.62
24.0 4 21.93 31.61
25.5 32.5 62.37 102.41
27.0 32.5 66.70 108.19
28.5 32.5 71.03 113.97
30.0 32.5 75.37 119.75
Testing Officer Geotechnical Consultant
Engr.Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 59
EVALUATION OF PRE-CASTALLOWABLE PILE CAPACITY: CLIENT ID- DHK 2773 -07/23
PILE CAPACITY
Type of pile: Square
Factor of Safety: 3.0
Depth
(m)
BH#05
Corrected
SPT
N'
Pre-cast Pile
Capacity (Ton)
Pre-cast Pile
Capacity (Ton)
Pile size
300mmX300mm
Pile size
400mmX400mm
1.5 6 8.40 14.76
3.0 7 10.60 18.28
4.5 7 11.53 19.53
6.0 14 22.27 37.99
7.5 11 19.93 33.10
9.0 12 22.80 37.51
10.5 13 25.80 42.10
12.0 9 21.93 34.58
13.5 10 24.53 38.64
15.0 11 27.27 42.87
16.5 11 28.73 44.83
18.0 3 19.00 27.11
19.5 2 18.00 25.19
21.0 4 21.07 30.46
22.5 4 21.60 31.17
24.0 3 20.73 29.42
25.5 19 43.53 69.30
27.0 32.5 64.97 105.88
28.5 32.5 69.30 111.66
30.0 32.5 73.63 117.44
Testing Officer Geotechnical Consultant
Engr.Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 60
EVALUATION OF PRE-CASTALLOWABLE PILE CAPACITY: CLIENT ID- DHK 2773 -07/23
PILE CAPACITY
Type of pile: Square
Factor of Safety: 3.0
Depth
(m)
BH#06
Corrected
SPT
N'
Pre-cast Pile
Capacity (Ton)
Pre-cast Pile
Capacity (Ton)
Pile size
300mmX300mm
Pile size
400mmX400mm
1.5 7 9.80 17.21
3.0 10 14.93 25.84
4.5 11 17.67 30.07
6.0 14 23.33 39.41
7.5 9 18.20 29.60
9.0 9 19.40 31.20
10.5 10 22.00 35.26
12.0 8 20.53 32.12
13.5 7 20.20 31.08
15.0 18 36.53 59.38
16.5 9 26.33 40.44
18.0 2 17.73 24.83
19.5 2 18.00 25.19
21.0 3 19.67 28.00
22.5 3 20.07 28.53
24.0 3 20.47 29.07
25.5 32.5 62.17 102.15
27.0 32.5 66.50 107.93
28.5 32.5 70.83 113.70
30.0 32.5 75.17 119.48
Testing Officer Geotechnical Consultant
Engr.Ritu Chowdhury Prof. Engr. Mrinal Kanti Barua
B.Sc in Civil Engineering
Manager (Technical)
Grihayan Ltd
Ex Head of Civil Engineering Department
CPI
Page | 61
EVALUATION OF PRE-CASTALLOWABLE PILE CAPACITY: CLIENT ID- DHK 2773 -07/23
PILE CAPACITY
Type of pile: Square
Factor of Safety: 3.0
Depth
(m)
BH#07
Corrected
SPT
N'
Pre-cast Pile
Capacity (Ton)
Pre-cast Pile
Capacity (Ton)
Pile size
300mmX300mm
Pile size
400mmX400mm
1.5 6 8.40 14.76
3.0 5 7.80 13.36
4.5 7 11.27 19.17
6.0 10 16.40 27.79
7.5 11 19.13 32.03
9.0 9 17.80 29.07
10.5 15 27.40 45.42
12.0 9 21.00 33.33
13.5 7 19.40 30.01
15.0 10 24.53 38.64
16.5 18.5 37.77 61.32
18.0 2 17.13 24.03
19.5 2 17.40 24.39
21.0 2 17.67 24.74
22.5 2 17.93 25.10
24.0 3 19.60 27.91
25.5 22 46.60 75.17
27.0 32.5 64.23 104.90
28.5 32.5 68.57 110.68
30.0 32.5 72.90 116.46
CLIENT ID – DHK 2773-07/23
In the light of foregoing SPT values and test results, the following recommendations are
made for construction of NICCA Warehouse at Araihazar, Narayangonj, Bangladesh.
1. The No. & Bore hole was selected by the client.
2. As the subsoil condition in shallow depth is loose sand. Therefore, shallow foundation
will be suitable for the construction of warehouse.
3. Mat or strip footing may be provided. If shallow foundation is selected by the
structural engineer, the soil below the foundation should be replaced with a
proportionate mixture of sand & brick chips (without damaging adjacent structure, if
any) and the filling sand beneath the grade beams must be compacted in layers to
achieve 95 percent compaction. Then foundation can be constructed on this
compacted soil. The size and depth of the foundation will be selected by the structural
engineer.
N.B. The Structural Engineer may explore other foundation types, if feasible, considering this
sub-soil investigation report and column load.
Prof. Engr. Mrinal Kanti Barua
Ex Head of Civil Engineering Department
CPI
R R E E C C O O M M M M E E N N D D A A T T I I O O N N