UPAZILA ENGINEER, LGED, DELDUAR, TANGAIL, BANGLADESH.

PROJECT NAME:
PEDP-4

SCHOOL NAME:
PUTIYAJANI GOVT. PRIMARY SCHOOL
(EMIS CODE: -91306060706)

REPORT ON:
SUB-SOIL INVESTIGATION REPORT ON CONSTRUCTION OF
PROPOSED 04 STORIED SCHOOL BUILDING

LOCATION:
DAG NO. - 4607, 4684, KHATIAN NO. - 155, 257, MOUZA -
(FAZILHATI), UPAZILA. - DELDUAR, DIST. - TANGAIL,
BANGLADESH.

SUBMISSION TIME
DECEMBER 2023

SUB – SOIL TESTED & REPORTED BY:

SONAR BANGLA SURVEY CONSULTANTS
Shaw-26/1, Adarsha Nagar, Middile Badda, Dhaka - 1212.
Mobile : - 01742-585592, 01723-780932
E-Mail: Solaiman2921@gmail.Com
 CONTENTS

SL NO. Title PAGE NO.

1. Introduction 04
2. Methodology 04
2.1 Scope of work 04
2.2 Field works 04
2.2.a Exploratory boring drilling 04
2.2.b Standard penetration test 05
2.2.c Extraction of disturbed soil samples 06
2.2.d Extraction of undisturbed soil samples 06
2.2.e Recording of ground water level 06
2.3 Laboratory tests 06
2.3.a Natural Moisture Content 06
2.3.b Particle Size Distribution 07
2.3.c Atterberg Limits 07
2.3.d Specific Gravity Test 08
2.3.e Direct Shear Test 08
2.3.f Unconfined Compression Test (ASTM D 2166) 09
2.3.g Consolidation Test 09
2.4 Physical properties 10
3.0 Correction of the SPT values 11
4.0 Earthquake & Seismicity 11
5.0 Determination of Settlement of soil 12
6.0 Evaluation of bearing capacity of foundation 12
6.a Shallow foundation 12
6.b Deep foundation 13
7.0 Conclusion & Recommendation 16

2
 INDEX FOR APPENDICES

A-1 Borehole Location Plan

A-2 Bore Log
A-3 Direct Shear Test graph
A-4 Grain Size Analysis graph
A-5 Laboratory Test Result

ABBREVIATIONS

API American Petroleum Institute

ASTM American Society for Testing & Materials
BH Bore Hole
C Cohesion
Cc Compression index
D Disturb Sample
E.G.L Existing Ground Level
eo Initial void ratio
FM Fineness Modulus
FS Factor of Safety
g Gravitational acceleration
Gs Specific gravity
H.F.L High Flood Level
L.L Liquid Limit
N.M.C Normal Moisture Content
P.I Plasticity Index
P.L Plastic Limit
qu Unconfined Compressive Strength
R.L Reduce Level
TBM Temporary Bench Mark
UC Unconfined Compression
UD Undisturbed Sample
W.L Water Level

3
1. INTRODUCTION:
A Geo-technical investigation was performed for the construction of proposed 04
Storied Building on Putiyajani Govt. Primary School (EMIS Code: -
91306060706) at Dag No. - 4607, 4684, Khatian No. - 155, 257, Mouza -
(Fazilhati), Upazila. - Delduar, Dist. - Tangail, Bangladesh.

This report consists of various relevant data, drawings, bore logs, graphs etc. for entire
satisfaction of the design Engineer. Discussion and recommendation of probable type
of foundations have also been included; however, design engineer will select the
suitable type of foundation. Subsequent sections of this report contain descriptions of
the field exploration and laboratory testing results and general sub-surface conditions.

2. METHODOLOGY:
SONAR BANGLA SURVEY CONSULTANTS has sent experienced team to
collect the field test at the site. Team leader of SPT team contracted with
representative of client for recognizing the selected land and locations for field test.

2.1 Scope of work:

The main scopes of this investigation work are:
 Execution of exploratory borings, recording of sub-soil stratification and
position of ground water table.
 Execution of standard penetration test (SPT) at an interval of 3 ft intervals from
0 ft to 15ft and 5 ft intervals from 15 ft to 50 ft depth of boring.
 Preparation of the final report with all works including detailed description of
soil stratification sub-soil.
 From the field tests and laboratory tests, scope of calculation for bearing
capacity value for design shallow foundation.
 From the field tests and laboratory tests, scope calculation for the skin friction
and rearing values for design deep foundation.

2.2 Field works:

All the field works and field tests were conducted as per standard procedure as laid
down in ASTM specification are as follows.
a) Exploratory Boring Drilling:
Drilling was executed by wash boring method (Figure 1). A hole was started by
driving vertically a 4” diameter steel casing into the ground to some depth and then
the formation ground casing was broken up by repeated drops of a chopping bit
attached to the lower and of drilling pipe. The upper end of the same was forced at
high pressure through pores of the chopping bit, and returns to the surface through the
annular space between drilling pipe and the side of the casing or hole, carrying with it
the broken-up soils. In this way drilling is advance up to a level of 6” above the depth,
where SPT-N value has to be executed.

4
 Figure 1: Wash Boring (Murthy, 2002pp.320) Figure 2: Operation of SPT with
Donut Hammer (Coduto, 2001pp117)

b) Standard Penetration Test (ASTM D 1586):

Standard Penetration Tests (SPT) have been executed in all the bore holes at 1.5 m
intervals up to 30 m depth of boring. In this test, a split spoon sampler of 2” out
diameter and 1-3/8” inner diameter is made to penetrate 18 inches, into the soil by
drops of a hammer weighting 140 lbs (63.5 kgs) falling freely for a height of 30 inches
(Figure 2 & 3). Numbers of blows of hammer required for penetration of each 6”
length of the sampler are recorded. The number of blows for the last 12 inches
penetration of the total 18” is known as the Standard Penetration Value (N-values) as
specified by ASTM and the SPT-N value is plotted with particular depth.

Figure 3: Split Sampler (Coduto, 2001 pp.117) Figure 4: Different type of Hammer used in
SPT (Coduto, 2001 pp.121)

It is important to point that several factors contribute to the variation of the Standard
Penetration number N at a given depth for similar soil profile. These factors are the
SPT hammer efficiency, borehole diameter, sampling method, rod length, water table
and overburden pressure. The most two common types of SPT hammers used in the
field are the safety hammer and donut hammer. They are usually dropped using a rope
with two wraps around a pulley. The configurations of the hammers are shown in
figure – 4.

5
c) Extraction of disturbed soil sample:

Disturbed soil samples were collected at different interval but most of them were 1.50
m. Cohesionless soils were sampled with the split spoon sampler in accordance with
ASTM D1586 standard procedure. Each sample was removed from the sampler in the
field, carefully examined and then classified by geotechnical technician. These soil
samples were duly classified in situ in order to construct a depth wise stratification`s
chart of borehole and to evaluate the overall sub-soil picture of the investigated site.

Figure 5: Disturb sample extraction Figure 6: Undisturb sample extraction

d) Extraction of undisturbed soil sample:

Undisturbed soil sampling is very important in soil investigation for determination of
some important soil properties; Such as shear strength, unit weight, void ratio,
compression index Cc, unconfined compression strength, angle of internal friction 
etc. Samples of cohesive soils were not obtained with a three-inch thin-walled
(Shelby) tube sampler in general accordance with ASTM D 1587.

e) Recording of ground water level:

Ground water levels along the project alignment were measured during drilling
operation and 24 hours afterward. Specific ground water readings are indicated on the
boring logs. It is noted, however, that ground water levels may fluctuate seasonally,
climatically and due to other factors not evident at the time of field exploration.
2.3 Laboratory tests:
All laboratory tests were conducted on soil samples collected either in the disturbed or
in the undisturbed state. All tests were done as per ASTM procedures, are as follow:
a. Natural Moisture Content:
The Water content of a soil sample is the ratio of the weight of the water in the sample
to its dry weight. It is usually expressed as a percentage. The soil sample is weighted
both in natural state and in oven dry state and the moisture content is calculated by
dividing the loss of weight of the sample by its dry weight.

6
Figure 7: Oven for moisture Figure 8: Sieve and hydrometer for particle size
content finding distribution
b. Particle Size Distribution:

The object of grain size analysis is to determine the size of the soil grains, and the
percentage by weight of soil particles of different particles size, comprising a soil
sample. The process consists of either sieve analysis or hydrometer analysis or both.
The hydrometer analysis is adopted for sample passing sieve No. 200. For hydrometer
analysis, 50 gm of the oven dry sample is thoroughly mixed with required quantity of
water in a calibrated glass cylinder. In order to avoid flocculation, a little dispersing
agent is adding. The density of the suspension is measured at specified time intervals,
by means of a hydrometer or special design. At any particular time the size of largest
particle remounting in suspension at the level of the hydrometer can be computed by
means of Stocks law, whereas the weight of the particles finer then size, can be
computed from the density of the suspension at the sample level. The mixture is
washed through U.S standard sieve No. 200 and the fraction retained is dried. The
friction retained of each sieve is weighted for calculation of the percentage of different
friction. The results are represented by cumulative curves plotted on semi logarithmic
graph paper.

c. Atterberg Limits:

Physical properties of clay are greatly influenced by water content. A given soil
behaves as a fluid or a soil or, as plastic materials, depending on how much water it
contains. The water contents that correspond to the boundaries between the states of
consistency are called as the Atterberg 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 a standard liquid limit device. 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, the desired water content is reached, at which a thread
of 1/8 inch diameter just begging to crumble. The thread is rolled on glass plate with
hand.

7
 Figure 9: Casagrande apparatus and Atterberg limit cahrt

d. Specific Gravity Test:

The specific Gravity of a solid defined as the rate of the unit weight of the solid in air
to the unit weight of water. To determine the specific gravity of soil sample, 25 grams
of oven dried soil sample is thoroughly pulverized and is placed in a calibrated
pycnometer. Water is poured inside the pycnometer until its top is slightly bellows the
calibrated mark. The mixture is then belled thoroughly in order to eliminate the air
baubles. More water is then added to mixture till overnight, the temperature is then
recorded and the bottle is weighted. The specific gravity Gs is given by:

Gs = (Gt x Ws)  (Ws W 1W2 )

Where,
Gt = Specific gravity of water at ToC.
Ws = The weight of oven dry soil (25 gms)
W1 = Weight of flask + soil + water
W2 = Weight of flask + water

e. Direct Shear Test:

Direct Shear test can be Performed for both cohesion less & cohesive soil to determine
shear strength, angle of internal friction, cohesion c, volume change etc. The test is
done in a direct shear machine which consists of a normal loading device, shearing
device having diameter 6.35 cm and height 2.54 cm, circular box, etc. The rate on
shearing displacement of sample approximately 10 mm per minute is determined. The
results of a direct shear test on a cohesion less & cohesive soil can be presented in a
summary table & by stress-strain curve. A stress- strain curve normally consists of
shear stress; various shear displacement for both the undisturbed and the remolded
2
tests under a specified normal load. The normal load usually varies from 1/3 kg/ cm
2
to 1 kg/ cm . Another curve of normal stress verses shearing stress will give angle of
internal friction and cohesion for cohesive soil.

8
 Figure 10: Direct Shear Test machine Figure 11: Unconfined compression test and
Consolidation test machine

f. Unconfined Compression Test (ASTM D 2166)

The primary purpose of this test is to determine the unconfined compressive strength,
which is then used to calculate the unconsolidated undrained shear strength of the clay
under unconfined conditions. According to the ASTM standard, the unconfined
compressive strength (qu) is defined as the compressive stress at which an unconfined
cylindrical specimen of soil will fail in a simple compression test. In addition, in this
test method, the unconfined compressive strength is taken as the maximum load
attained per unit area, or the load per unit area at 15% axial strain, whichever occurs
first during the performance of a test.

g. Consolidation Test:

Consolidation Test is used to determine the rate and magnitude of settlement in soils.
The settlement values obtained by this test are due to primary consolidation only
which is 90% of the total consolidation. The results of consolidation test are very
much helpful in the design of foundations

Selected soil samples were tested in the laboratory to determined applicable physical
and engineering properties. The laboratory program included;
1) Grain size analysis (Sieve & Hydrometer) -------------------------------------------4
2) Atterberg's Limit Test (Liquid & Plastic Limit) -------------------------------------2
3) Moisture content Test -------------------------------------------------------------------4
4) Direct Shear Test ------------------------------------------------------------------------2
5) Specific Gravity Test --------------------------------------------------------------------4
6) Unconfined Compressive Strength Test ----------------------------------------------1

9
2.4 Physical properties:
The overall physical properties of the sub soil formation of the project area have been
evaluated on the basis of 2 (Two) boring extending up to depth of 80 ft have been
selected and pointed out by the representative of LGED. The physical properties of the
investigation site may be discussed as follows:

a) Subsoil stratification :

The layers of the investigated site are extending roughly to the depth of 25 ft & 40
&35 ft. Soil layers are not homogenies.

b) Ground Water Table (GWT):

The ground water table has not been identified in each borehole which was present 5
ft & 5 ft below from EGL at BH-1 & BH-2, respectively.

Correlation table of soils based on of SPT values:

Two tables for Nom-Cohesive and Cohesive Soils Based on N-Values as below:
Values of approximate unconfined compressive strength based on N-values for Cohesive
soil (After K. Terzaghi and R.B. Peck):
Table No:- 1
Very Medium Very
Consistency Soft Stiff Hard
Soft Stiff Stiff
Unconfined compressive 0.25- 0.50- 1.00- 2.00- Over
0-0.25
strength, tsf 0.50 1.00 2.00 4.00 4.00
N-Values 0 to 2 2 to 4 4 to 8 8 to 16 16 to 32 Over 32
Unit weight
(Saturated) 100 100-120 110-130 120-140 130* 130*
in pcf

In the above table the shear strength of cohesive soil is equal to ½ of unconfined
compressive strength and the angle of shearing resistance of that soil is equal to zero.
It should be remembered that the correlation for cohesive soil is always much reliable.

c) Values of Unit Weight and Angle of Internal Friction of Non- Cohesive soil based
on N-values (1948 K. Terzaghi and R.B. Peck):
Table No:- 2
Very Very
Compactness Loose Medium Dense
loose Dense
0% to
Relative Density, % 15 to 35 35 to 65 65 to 85 85 to 100
15%
N-Values 0 to 4 4 to 10 10 to 30 30 to 50 > 50
Angle of internal friction, ϕ 28 28 to 30 30 to 36 36 to 41
95 to
Unit weight (moist), pcf < 100+ 110 to 130 110 to 140 >130
125
Submerged unit weight, pcf < 60 55 to 65 60 to 70 65 to 85 >75

10
3. Correction of SPT Values

Field SPT values have been corrected for Dilatancy.

In very fine or silty, saturated sand Terzaghi & Peck (First Edition, P-426)
recommended that the penetration number be adjusted in N is greater than 15 as

N” = 15+0.5*(Nf-15)

4. Earthquake & Seismicity:

Bangladesh has been divided into four Seismic Zones namely Zone-1, Zone-2, Zone-
3, and Zone-4 with values of Seismic Zoning coefficient, z of 0.12, 0.20, 0.28 and
0.36 respectively.

Fig: Seismic zoning map of Bangladesh. Source: BNBC-2020, Part IV, Ch. 02, Page - 3195

According to this Zoning Map, the Project site falls in the Zone-3, i.e. in the Severe
seismic intensity zone.

11
5. Determination of Settlement of soil:

The magnitude and rate of settlement due to consolidation of normally consolidated

soils can be calculated by the following equations (Terzaghi, 1943)

S = Cc H/(1+ e0) log10 (P0 + P)/P0

where,
S = Settlement due to consolidation.
Cc= Compression index to be determined from the results of consolidation tests.
H= Thickness of the layer. If the soil is drained on top and bottom as in the
consolidation test, half- thickness should be used.
e0= natural void ratio of the soil in place.
P0= weight of soil above mid-height of the consolidating layer.
P=consolidation pressure = net additional pressure

6. EVALUATION OF BEARING CAPACITY OF FOUNDATION

a) Shallow foundation
For cohesive soil, the criteria for finding Bearing Capacity is based on the undrained
shear strength and there the soil is assumed as purely cohesive soil or may be
estimated from the corrected SPT values. For granular soil it can be calculated from
φ & c values obtained from direct shear tests or from based on corrected SPT values.
On the basis of above criteria, the Bearing Capacities of the foundation have been
evaluated according to Terzaghi, (Appendix A4: (TABLE-1)).
According to Tarzaghi’s formula: (For cohesive soil)
1. Square footing: Qu = 1.3c’Nc + γDNq + 0.4γBNγ
2. Circular footing: Qu = 1.3c’Nc + γDNq + 0.3γBNγ
3. Strip or Continuous footing: Qu = c’Nc + γDNq + 0.5γBNγ
For purely cohesive soil, Tarzaghi assumed, Φ = 0, c’=c and the bearing capacity
factor are as follows: (for general shear failure), Nc = 5.7, Nq = 1, Nγ = 0
Tarzaghi (1943) proposed a bearing capacity formula:
Qult = C Nc Sc + γ Df Nq + 0.5 γ B Nγ Sγ

Where Sc & Sγ are shape factor. Tarzaghi assumed, c=0 kg/cm2. Also these are as
following:

Table: 3 (Coefficient for the footing)

For Square Circular Strip
Sc 1.3 1.3 1.0
Sγ 0.8 0.6 1.0

According to Meyerhof (1951), the ultimate bearing capacity of strip footing:

(Also for footing on slopes)
Qu = c’Nc + γDfNq + 0.5γBNγ

12
Values of Nc, Nq & Nγ are depend on Φ.
Reference: 1) Soil Mechanics and Foundation Engineering by Dr. K. R. Arora
2) Foundation analysis and Design by Joseph E. Bowles, 5th edition.

A4: (TABLE-4) BEARING CAPACITIES OF THE SHALLOW FOUNDATION

FROM THE FIELD AND LABORATORY TEST (F.S=2.5)
NOTE:

Cum. Cum. Corrected

Square Or Strip
Depth Depth S.P.T. Soil
FIELD Circular (Continuous)
from from Value = N- Type
S.P.T. footing (tsf) Footing (tsf)
EGL (ft) EGL (m) (N-15)/2
Boring No.- 01
3.00 1.00 2 2 C 0.41 0.33
6.00 2.00 4 4 C 0.82 0.66
9.00 3.00 4 4 C 0.88 0.73
12.00 4.00 7 7 C 1.47 1.19
15.00 5.00 5 5 C 1.19 0.99
20.00 6.00 8 8 C 1.81 1.49
Boring No.- 02
3.00 1.00 3 3 C 0.58 0.46
6.00 2.00 5 5 C 0.99 0.79
9.00 3.00 4 4 C 0.88 0.73
12.00 4.00 6 6 C 1.29 1.06
15.00 5.00 9 9 C 1.87 1.52
20.00 6.00 7 7 C 1.64 1.36

1) Structural/ foundation engineer is free from any obligation to use these values.
He/she can refine/calculate, taking the soil parameters obtained from field &
lab tests.
2) Inclination factor, ground factor & base factors have been considered as 1 in
calculation of bearing capacity equation.
3) Symbol: C = Clay
4) The above values are net ones.
5) Skempton’s relation was used in case of cohesive soil and Design graphs were
used for sandy soil
6) Depth has been measured from EGL of Boreholes.

b) Deep foundation:

Whenever necessary Deep Foundation, preferably Pile may be used. To evaluate skin
friction and end bearing capacities following formulae may be used for driven pile-

According to Meryerhof for sandy soil (for bored pile)

fsu = qc / 200 = 4*N”/200 tsf
qpu = qc = 4*N” tsf

13
However, when soil is not purely sand rather presence of some silt materials is found,
above relations may be modified as per observation of Schmertmann (1970): for bored
pile
fsu = 3*N”/200 tsf
qpu = 3*N” tsf
According to M. J. Tomlinson for cohesive soil (for bored pile)
fsu = 3*N”/100 tsf
qpu = 3*N”/6 tsf
Depending on the existing soil type, the values of both the skin friction as well as the
end bearing capacities of piles have been derived and provided in this report
(Appendix A-4 Table-5).

A5: (Table No – 5) The unit allowable skin friction and the unit allowable tip resistance
capacities for the bored cast-in-situ pile in ton per square feet (tsf)
(F.S = 3.00)

Allowable
Cum. Cum. Allowable
SPT Corrected unit end
Depth Depth Average Soil unit skin
Interval S.P.T. S.P.T. Value = bearing
from from EGL S.P.T. Type friction, fsa
(ft) N-(N-15)/2 capacity,
EGL (ft) (m) (tsf)
qpa (tsf)
Boring No.- 01
0 0.00 0.00 0 0.00 0.00 0.00 0.00
3.00 3.00 1.00 2 2.00 1.00 C 0.01 0.22
3.00 6.00 2.00 4 4.00 3.00 C 0.03 0.44
3.00 9.00 3.00 4 4.00 4.00 C 0.04 0.44
3.00 12.00 4.00 7 7.00 5.50 C 0.06 0.78
3.00 15.00 5.00 5 5.00 6.00 C 0.06 0.56
5.00 20.00 6.00 8 8.00 6.50 C 0.07 0.89
5.00 25.00 7.50 7 7.00 7.50 C 0.08 0.78
5.00 30.00 9.00 22 18.50 12.75 S 0.06 12.33
5.00 35.00 10.50 25 20.00 19.25 S 0.10 13.33
5.00 40.00 12.00 29 22.00 21.00 S 0.11 14.67
5.00 45.00 13.50 30 22.50 22.25 S 0.11 15.00
5.00 50.00 15.00 35 25.00 23.75 S 0.12 16.67
5.00 55.00 16.50 37 26.00 25.50 S 0.13 17.33
5.00 60.00 18.00 41 28.00 27.00 S 0.14 18.67

14
 Allowable
Cum. Cum. Allowable
SPT Corrected unit end
Depth Depth Average Soil unit skin
Interval S.P.T. S.P.T. Value = bearing
from from EGL S.P.T. Type friction, fsa
(ft) N-(N-15)/2 capacity,
EGL (ft) (m) (tsf)
qpa (tsf)
Boring No.- 02
0 0.00 0.00 0 0.00 0.00 0.00 0.00
3.00 3.00 1.00 3 3.00 1.50 C 0.02 0.33
3.00 6.00 2.00 5 5.00 4.00 C 0.04 0.56
3.00 9.00 3.00 4 4.00 4.50 C 0.05 0.44
3.00 12.00 4.00 6 6.00 5.00 C 0.05 0.67
3.00 15.00 5.00 9 9.00 7.50 C 0.08 1.00
5.00 20.00 6.00 7 7.00 8.00 C 0.08 0.78
5.00 25.00 7.50 8 8.00 7.50 C 0.08 0.89
5.00 30.00 9.00 20 17.50 12.75 S 0.06 11.67
5.00 35.00 10.50 24 19.50 18.50 S 0.09 13.00
5.00 40.00 12.00 26 20.50 20.00 S 0.10 13.67
5.00 45.00 13.50 28 21.50 21.00 S 0.11 14.33
5.00 50.00 15.00 32 23.50 22.50 S 0.11 15.67
5.00 55.00 16.50 34 24.50 24.00 S 0.12 16.33
5.00 60.00 18.00 39 27.00 25.75 S 0.13 18.00

Note:
a. SPT (N) values are corrected within calculation.
b. Self-weight of pile and negative skin frictions are not considered in this
report.
c. Design engineer is free from any obligation to use these values. He/she can
refine/calculate, taking the soil parameters obtained from field & lab tests.
d. Symbol: S = Sand, C = Clay

15
7. CONCLUSION & RECOMMENDATION:
This report is prepared on the basis of supplied SPT and samples from filed for
construction of proposed 04 Storied Building on Putiyajani Govt. Primary School
(EMIS Code: - 91306060706) at Dag No. - 4607, 4684, Khatian No. - 155, 257,
Mouza - (Fazilhati), Upazila. - Delduar, Dist. - Tangail, Bangladesh.
The average bearing capacity of the shallow foundation including isolated column
footing may be considered in the following way:
To be considered average 0.87 tsf (F.S =2.5) at the depth of 9’-0” measured from
EGL at and around the test point for the site.
Alternatively,
Length Length Depth Proposed
Foundation Compaction Mixing
Work type (From of of Bearing
type materials ratio
E.G.L.) Filling footing capacity
Bearing Shallow with
Khoa &
capacity 98% proper 2:1 9’-0” 3’-0” 6’-0” 1.19 tsf
Coarse Sand
improvement compaction
PRECAUTIONARY MEASURE
 In case of any excavation, it should be designed properly taking are of existing
building, utility lines & available techniques.
 Seismic factors must be considered in design (Ref: Seismic Zoning map of
Bangladesh, BNBC)
Note.
a) 1Tsf = 2ksf = 1.09 Kg/cm2, 1Ton = 1000kg = 2000 lbs, E.G.L. =
Existing Ground Level.
b) Foundation base should be kept dry during construction period.
c) In nature, soils are neither homogeneous nor isotropic.
d) Foundation design engineer may consider any other alternative type, depth
as well as bearing capacity of soil according to requirement in the light of
information provided in this report.
e) The initiated engineer is responsible only for making this report.
f) Experience and judgment are always necessary in adopting proper soil
parameters to use the calculation of ultimate bearing capacity.
However, the design Engineer may select any other alternative type, depth
as well as the bearing capacity of the foundation in the light of information
provided in this report.
Recommended by

16
 SONAR BANGLA SURVEY CONSULTANTS
CONSTRUCTION OF PROPOSED 04 STORIED BUILDING ON PUTIYAJANI GOVT. PRIMARY SCHOOL (EMIS CODE: -
91306060706) AT DAG NO. - 4607, 4684, KHATIAN NO. - 155, 257, MOUZA - (FAZILHATI), UPAZILA. -
DELDUAR, DIST. - TANGAIL, BANGLADESH.
Start date:- 09/12/2023 Type of Drilling : Manual drive (Hand Wash)
Completion date :- 09/12/2023 TBM-01 Kept on the 02 -Stor School Building's Barnda North side
Weather :- Sunny ELEVATION RL(m)= 9.263 GWL (m) = - 2.134146341

Bore Hole No. : 01 Total Depth = 18.0 m

Cum. Depth in meter

S.P.T
Cum. Depth in ft

Layer changes, m

SPT Interval(m)
S.P.T Graph

Sample type
RL (BH), m

Boring Dia

Sample ID
Graphics
Discription of

6"+6"=12"
Classification
(Visual)

6"
6"
6"
0 10 20 30 40 50 60

D-1
1 8.26 1 1 1 2

1
Blackish soft to
3

medium stiff, medium

2 7.26 1 2 2 4

D-14 D-13 D-12 D-11 D-10 D-9 D-8 D-7 D-6 D-5 D-4 D-3 D-2
plastic clay with 1
6

trace fine sand and some

3 6.26 silt 1 2 2 4
1
9

3.0
4 5.26 2 3 4 7
12

Dark Grey
5 4.26 1 2 3 5
15

medium stiff, medium

1

plastic clay with

6 3.26 trace fine sand and some 2 3 5 8
20

silt
1.5

7.5 1.76 2 3 4 7
25

7.5
1.5

9 0.26 3 12 10 22
30

Dark Grey
medium dense
1.5

10.5 -1.24 3 10 15 25
35

fine sand with

some silt
1.5

12 -2.74 4 12 17 29
40

12.00
1.5

13.5 -4.24 4 14 16 30
45

1.5

15 -5.74 5 17 18 35
50

Light Grey dense

fine sand with
some silt
1.5

16.5 -7.24 7 19 18 37
55

1.5

18 -8.74 8 20 21 41
60

18
Tip of BH RL =
8.74 m

SAND ……… SILTY SAND ……… CLAY ……… SILTY CLAY ……… RUBBISH
SPLIT SPOON SAMPLE ……… SHELBY TUBE SAMPLE ………
 SONAR BANGLA SURVEY CONSULTANTS
CONSTRUCTION OF PROPOSED 04 STORIED BUILDING ON PUTIYAJANI GOVT. PRIMARY SCHOOL (EMIS CODE: -
91306060706) AT DAG NO. - 4607, 4684, KHATIAN NO. - 155, 257, MOUZA - (FAZILHATI), UPAZILA. -
DELDUAR, DIST. - TANGAIL, BANGLADESH.
Start date:- 09/12/2023 Type of Drilling : Manual drive (Hand Wash)
Completion date :- 09/12/2023 TBM-01 Kept on the 02 -Stor School Building's Barnda North side
Weather :- Sunny ELEVATION RL(m)= 10.602 GWL (m) = - 2.43902439

Bore Hole No. : 02 Total Depth = 18.0 m

Cum. Depth in meter

S.P.T
Cum. Depth in ft

Layer changes, m

SPT Interval(m)
S.P.T Graph

Sample type
RL (BH), m

Boring Dia

Sample ID
Graphics
Discription of

6"+6"=12"
Classification
(Visual)

6"
6"
6"
0 10 20 30 40 50 60

D-1
1 9.60 1 1 2 3

1
Blackish soft to
3

medium stiff, medium

2 8.60 1 2 3 5

D-14 D-13 D-12 D-11 D-10 D-9 D-8 D-7 D-6 D-5 D-4 D-3 D-2
plastic clay with 1
6

trace fine sand and some

3 7.60 silt 1 2 2 4
1
9

3.0
4 6.60 2 2 4 6
12

Dark Grey
5 5.60 medium stiff to 2 4 5 9
15

stiff, medium
6 4.60 plastic clay with 2 3 4 7
20

trace fine sand and some

silt
1.5

7.5 3.10 2 3 5 8
25

7.5
1.5

9 1.60 3 9 11 20
30

Dark Grey
1.5

10.5 0.10 3 11 13 24
35

medium dense
fine sand with
some silt
1.5

12 -1.40 4 12 14 26
40

1.5

13.5 -2.90 4 13 15 28
45

13.5
1.5

15 -4.40 5 15 17 32
50

Light Grey dense

1.5

16.5 -5.90 fine sand with 6 16 18 34

55

some silt
1.5

18 -7.40 8 19 20 39
60

18
Tip of BH RL =
7.40 m

SAND ……… SILTY SAND ……… CLAY ……… SILTY CLAY ……… RUBBISH
SPLIT SPOON SAMPLE ……… SHELBY TUBE SAMPLE ………
 SONAR BANGLA SURVEY CONSULTANTS
DIRECT SHEAR TEST (QUICK TYPE)
Test Specification: ASTM D 2166 - 00

PROJECT: CONSTRUCTION OF PROPOSED 04 STORIED BUILDING ON PUTIYAJANI

GOVT. PRIMARY SCHOOL (EMIS CODE: - 91306060706) AT DAG NO. - 4607, 4684,
KHATIAN NO. - 155, 257, MOUZA - (FAZILHATI), UPAZILA. - DELDUAR, DIST. - TANGAIL,
BANGLADESH.
BH No. : 1 Sample ID : D-11 Depth: 45

30

25
Shear stress (kPa)

20

15

s1 = 14.36 kPa
10 s2 = 28.72 kPa
s3 = 57.44 kPa

0
0 1 2 3 4 5
Shear displacement (mm)

90

80 y = 0.568x

70

60
Shear stress (kPa)

50

40

30

20

10

0
0 20 40 60 80 100 120 140
Normal stress (kPa)

Result : f = 25.92 C (kPa)= 0

Countersigned By : Test Performed By:

Engr. Mohsin Jaman Engr. Rubel Islam

 SONAR BANGLA SURVEY CONSULTANTS
DIRECT SHEAR TEST (QUICK TYPE)
Test Specification: ASTM D 2166 - 00

PROJECT: CONSTRUCTION OF PROPOSED 04 STORIED BUILDING ON PUTIYAJANI

GOVT. PRIMARY SCHOOL (EMIS CODE: - 91306060706) AT DAG NO. - 4607, 4684,
KHATIAN NO. - 155, 257, MOUZA - (FAZILHATI), UPAZILA. - DELDUAR, DIST. - TANGAIL,
BANGLADESH.
BH No. : 2 Sample ID : D-11 Depth: 45

35

30
Shear stress (kPa)

25

20

15

10
s1 = 14.36 kPa
s2 = 28.72 kPa
5
s3 = 57.44 kPa

0
0 1 2 3 4 5
Shear displacement (mm)

120

100
y = 0.583x

80
Shear stress (kPa)

60

40

20

0
0 20 40 60 80 100 120 140
Normal stress (kPa)

Result : f = 27.61 C (kPa)= 0

Countersigned By : Test Performed By:

Engr. Mohsin Jaman Engr. Rubel Islam

 SONAR BANGLA SURVEY CONSULTANTS
Particle Size Analyis Report
Soil specification: As per USCS / ASTM D 2487

PROJECT: CONSTRUCTION OF PROPOSED 04 STORIED BUILDING ON PUTIYAJANI GOVT. PRIMARY SCHOOL

(EMIS CODE: - 91306060706) AT DAG NO. - 4607, 4684, KHATIAN NO. - 155, 257, MOUZA - (FAZILHATI), UPAZILA.
- DELDUAR, DIST. - TANGAIL, BANGLADESH.

Dry Sample Moisture

Bore Hole No Sample ID Depth (ft) Sand Silt Clay Sp. Gravity
(gm) Content (%)
1 D-7 25 87.45 23.43 8.85 25.58 65.57 2.6735

GRAIN SIZE DISTRIBUTION CURVE

Mechanical Sieve Analysis Hydrometer Analysis

Gra Coar. Medium Fine Sand

vel S. Sand
SILT CLAY
100

90

80
Percent finer

70

60

50

40

30

20

10

0
10.000 1.000 0.100 0.010 0.001

Particle size in mm

Tested by Counter Checked by

Engr. Rubel Islam Engr. Mohsin Jaman
 SONAR BANGLA SURVEY CONSULTANTS
Particle Size Analyis Report
Soil specification: As per USCS / ASTM D 2487

PROJECT: CONSTRUCTION OF PROPOSED 04 STORIED BUILDING ON PUTIYAJANI GOVT. PRIMARY SCHOOL

(EMIS CODE: - 91306060706) AT DAG NO. - 4607, 4684, KHATIAN NO. - 155, 257, MOUZA - (FAZILHATI), UPAZILA.
- DELDUAR, DIST. - TANGAIL, BANGLADESH.

Dry Sample Moisture

Bore Hole No Sample ID Depth (ft) Sand Silt Clay Sp. Gravity
(gm) Content (%)
1 D-14 60 95.65 25.54 87.11 12.89 2.6846

GRAIN SIZE DISTRIBUTION CURVE

Mechanical Sieve Analysis Hydrometer Analysis

Gra Coar. Medium Fine Sand

vel S. Sand
SILT CLAY
100

90

80
Percent finer

70

60

50

40

30

20

10

0
10.000 1.000 0.100 0.010 0.001

Particle size in mm

Tested by Counter Checked by

Engr. Rubel Islam Engr. Mohsin Jaman
 SONAR BANGLA SURVEY CONSULTANTS
Particle Size Analyis Report
Soil specification: As per USCS / ASTM D 2487

PROJECT: CONSTRUCTION OF PROPOSED 04 STORIED BUILDING ON PUTIYAJANI GOVT. PRIMARY SCHOOL

(EMIS CODE: - 91306060706) AT DAG NO. - 4607, 4684, KHATIAN NO. - 155, 257, MOUZA - (FAZILHATI), UPAZILA.
- DELDUAR, DIST. - TANGAIL, BANGLADESH.

Dry Sample Moisture

Bore Hole No Sample ID Depth (ft) Sand Silt Clay Sp. Gravity
(gm) Content (%)
2 D-7 35 82.42 24.17 7.98 21.65 70.37 2.6734

GRAIN SIZE DISTRIBUTION CURVE

Mechanical Sieve Analysis Hydrometer Analysis

Gra Coar. Medium Fine Sand

vel S. Sand
SILT CLAY
100

90

80
Percent finer

70

60

50

40

30

20

10

0
10.000 1.000 0.100 0.010 0.001

Particle size in mm

Tested by Counter Checked by

Engr. Rubel Islam Engr. Mohsin Jaman
 SONAR BANGLA SURVEY CONSULTANTS
Particle Size Analyis Report
Soil specification: As per USCS / ASTM D 2487

PROJECT: CONSTRUCTION OF PROPOSED 04 STORIED BUILDING ON PUTIYAJANI GOVT. PRIMARY SCHOOL

(EMIS CODE: - 91306060706) AT DAG NO. - 4607, 4684, KHATIAN NO. - 155, 257, MOUZA - (FAZILHATI), UPAZILA.
- DELDUAR, DIST. - TANGAIL, BANGLADESH.

Dry Sample Moisture

Bore Hole No Sample ID Depth (ft) Sand Silt Clay Sp. Gravity
(gm) Content (%)
2 D-14 60 96.59 24.54 89.16 10.84 2.6847

GRAIN SIZE DISTRIBUTION CURVE

Mechanical Sieve Analysis Hydrometer Analysis

Gra Coar. Medium Fine Sand

vel S. Sand
SILT CLAY
100

90

80
Percent finer

70

60

50

40

30

20

10

0
10.000 1.000 0.100 0.010 0.001

Particle size in mm

Tested by Counter Checked by

Engr. Rubel Islam Engr. Mohsin Jaman
 SONAR BANGLA SURVEY CONSULTANTS

PROJECT: CONSTRUCTION OF PROPOSED 04 STORIED BUILDING ON PUTIYAJANI GOVT. PRIMARY SCHOOL (EMIS
CODE: - 91306060706) AT DAG NO. - 4607, 4684, KHATIAN NO. - 155, 257, MOUZA - (FAZILHATI), UPAZILA. -
DELDUAR, DIST. - TANGAIL, BANGLADESH.

ATTERBERG LIMIT TEST AS ASTM D 4318

BH NO. Sample No. Depth (ft) Test Date

1 D-2 6 27.12.2023

Liquid Limits Test Results

40%
Moisture content (%)

30%

20%

10%

0%
1 10 100
Number of blows, N (log scale)

Sample Type Clay LL= 26.2 PL = 18.4 PI = 7.8

BH NO. Sample No. Depth (ft) Test Date

2 D-2 6 27.12.2023

Liquid Limits Test Results

70%
Moisture content (%)

60%
50%
40%
30%
20%
10%
0%
1 10 100
Number of blows, N (log scale)

Sample Type Clay LL= 28.3 PL = 20.5 PI = 7.8

Tested By: Engr. Mohsin Jaman Checked by:

Engr. Rubel Islam
 SONAR BANGLA SURVEY CONSULTANTS
Test Specification: ASTM D 2166 - 00

PROJECT: CONSTRUCTION OF PROPOSED 04 STORIED BUILDING ON PUTIYAJANI

GOVT. PRIMARY SCHOOL (EMIS CODE: - 91306060706) AT DAG NO. - 4607, 4684,
KHATIAN NO. - 155, 257, MOUZA - (FAZILHATI), UPAZILA. - DELDUAR, DIST. - TANGAIL,
BANGLADESH.

Type of specimen Clay (CL) Sample ID: UD-1

Date of testing 27/12/2023 Moisture Content: 27.01%
Bore hole number BH-1 Wet Density, ρw (g/cc): 1.570944
Depth of sample (ft) 7 to 8.5 Dry Density, ρd (g/cc): 1.236858

Unconfined Compressive Strength Results

0.8
0.7
0.6
(kg/cm2)

0.5
Stress (kg/cm

0.4
0.3
0.2
0.1
0.0
0.0% 2.5% 5.0% 7.5% 10.0% 12.5% 15.0% 17.5%
Strain

Result :
Unconfined compressive strength, kg/cm2: 0.7024
Strain Failure: 13.7%

Countersigned By : Test Performed By:

Engr. Mohsin Jaman Engr. Rubel Islam

 SOIL TESTING LAB PROJECT: CONSTRUCTION OF PROPOSED 04 STORIED BUILDING ON PUTIYAJANI
GOVT. PRIMARY SCHOOL (EMIS CODE: - 91306060706) AT DAG NO. - 4607, 4684,
SONAR BANGLA SURVEY CONSULTANTS KHATIAN NO. - 155, 257, MOUZA - (FAZILHATI), UPAZILA. - DELDUAR, DIST. - TANGAIL,
BANGLADESH.
(SUMMARY OF LABORATORY TEST RESULTS )
Bore Hole No 1 2
Sample No D-11 D-2 D-7 D-14 UD-1 D-11 D-2 D-7 D-14
Depth (ft) 45 6 25 60 7 to 8.5 45 6 35 60
Moisture Content (Natural) (%) 23.43 25.54 27.01 24.17 24.54
Specific Gravity 2.6735 2.6846 2.6734 2.6847
Liquid Limit (LL) 26.2 28.3
Atterberg Limit Plastic Limit (PL) 18.4 20.5
Plastacity Index(PI) 7.8 7.8
Wet Density (gm/cc) 1.57
Density
Dry Density (gm/cc) 1.23686
Grain Size Analysis Sand (%) 87.11 89.16
(Mechanical) Fines (%) 12.89 10.84
Sand (%) 8.85 7.98
Grain Size Analysis
Silt (%) 25.58 21.65
(Hydrometer)
Clay (%) 65.57 70.37

Unconfined Compression
Unconfined 0.7024
Strength, qu (kg/cm^2)
Compression Test
Strain At Failure (%) 13.6525
Φ (Degree) 25.92 27.61
Direct Shear Test
Cohesion, kPa 0 0

Result checked by Engr. Mohsin Jaman