REPORT ON:
SUB-SOIL INVESTIGATION FOR THE CONSTRUCTION OF PROPOSED BANGLADESH ECONOMIC ZONES DEVELOPMENT PROJECT (PHASE-1) BH-01 # SLUICE GATE . BH-02 # RETAINING WALL. BH-03 # STRUCTURE. AT PIRERCHAR, P.S-MIRSARAI, DIST: CHITTAGONG.
CLIENT:
BANGLADESH ECONOMIC ZONES AUTHORITY (BEZA)
CONSULTANT NAME:
MAHINDRA CONSULTING ENGINEERS LIMITED
CONTRACTOR NAME:
M/S. ATAUR RAHMAN KHAN
JANUARY, 2016 SUB-SOIL INVESTIGATION REPORT PREPARED BY: RUPALI SOIL INVESTIGATOR & SURVEY EXPERT’S OFFICE: HOUSE NO. # CHA 55/1, (GROUND FLOOR), UTTAR BADDA, GULSHAN, DHAKA-1212. E-mail: [email protected] Phone: 01819-168726, 01712-410911.
ST-1166
ABBREVIATION ... ... ...
1.0 INTRODUCTION ... ... ...
2.0 OBJECTIVE ... ... ...
3.0 SITE DESCRIPTION ... ... ...
4.0 FIELD WORKS ... ... ...
5.0 PROPERTIES OF SOIL ... ... ...
6.0 CORRECTION OF THE SPT
VALUES
... ... ...
7.0 EVALUATION OF BEARING
CAPACITY
... ... ...
8.0 EFFECTS OF SETTLMENT ON THE STRUCTURE:
... ... ...
9.0 CONCIUSION RECOMMENDATION
10.0 BEARING CAPACITY OF FOUNDATION
ATTACHMENT:
BORING LOGS
GRAIN SIZE ANALYSIS TESTS
LIQUID & PLASTIC LIMITED TEST
UNCONFEINED COMPRESSION TESTS
DIRECT SHEAR RESTS
TEST RESULT OF SUMMARY SHEET
AAA BBB BBB RRR EEE VVV III AAA TTT III OOO NNN
BH Bore Hole BH. W L Bore-hole water level
c Average cohesion for the soil stratum of interest Cc Compression Index
cvane Cohesion obtained from laboratory vane shear apparatus Df Depth of foundation.
EGL Existing ground level GWT Ground Water Table
K Coefficient of lateral earth pressure NMC Natural Moisture Content
N' Corrected SPT for Overburden Pressure N'' Corrected SPT for Dilatancy Effect Nf Field SPT P0' Effective Overburden Pressure qpa Allowable Point Bearing Capacity
qu”pocket” Unconfined Compressive Strength obtained from pocket penitrometer test
fsa Allowable Skin Friction
qu Unconfined Compressive Strength
α Adhesion Factor
δ Effective Friction Angle Btn Soil & Pile Material
1 ton = 2000 lbs
1. 0 INTRODUCTION RUPALI SOIL INVESTIGATOR & SURVEY EXPERT’S, a wall renowned geotechnical firm in Dhaka has got the opportunity for sub-soil investigation, which has been done by the site at Bangladesh Economic Zones Development Project (Phase-1) at Pirerchar, P.S-Mirsarai, Dist: Chittagong. For proper planning and designing the Structure, Sub-soil investigation is very important-which also confirm the structure safe and stable. RUPALI SOIL INVESTIGATOR & SURVEY EXPERT’S, has executed Standard Penetration test (SPT) for investigation of sub-soil at a depth of 100 ft for each consists of 3 (Three) boring bye the site at Bangladesh Economic Zones Development Project (Phase-1) at Pirerchar, P.S-Mirsarai, Dist: Chittagong. For proper planning and designing.
Executing Three bore holes, 100 ft deep from EGL). Performing Standard Penetration Tests (SPT). Collecting disturbed and undisturbed samples. Performing different field and laboratory tests. Evaluating bearing capacity of soil at different layers and Recommending for appropriate foundation type.
2. 0 OBJECTIVE Sub-soil exploration were conducted to obtain the information useful for following purposes-
To select the type & depth of foundation for given structure. To determine the bearing capacity of the soil. To determine the probable maximum and differential settlements. To establish the ground water level. To select suitable construction techniques.
The relevant information was obtained by drilling holes, taking the soil samples and determining the index and engineering properties of soil. 3. 0 SITE DESCRIPTION The site is fairly level. Borehole location plan is presented 4. 0 FIELD WORKS Wash boring method was followed in advancing drilling the boreholes. Standard Penetration Test, extraction of disturbed & undisturbed samples were performed according proximate to ASTM D1586 & ASTM D1587.
Page-1
aa.. EExxttrraaccttiioonn ooff DDiissttuurrbbeedd SSooiill SSaammpplleess:: Soil samples in the disturbed state have been extracted from each 5 ft depth interval up to the depth of investigation along each bore holes. After extraction, these soil samples have duly been classified in situ to help stratification of the soil layers and also preserved to carry out laboratory tests.
bb.. EExxttrraaccttiioonn ooff UUnnddiissttuurrbbeedd SSooiill SSaammpplleess:: Both the index and engineering properties of soil are greatly affected by the disturbance of the soil samples; so, soil samples of undisturbed state are preferred to perform certain laboratory tests. This eventually helps to evaluate the bearing capacity and other geo-technical properties of the soil. Undisturbed soil samples are collected only in possible and necessary cases.
cc.. PPeerrffoorrmmiinngg SSttaannddaarrdd PPeenneettrraattiioonn TTeesstt (( SSPPTT )):: Standard Penetration Tests were performed at each 5ft depth interval up to the depth investigation. SPT values related to consistency of clay soil: Table-1 Relation between N and qu (Peek et al 1974)
Consistency N-value qu, kpa Very soft 0-2 0-25
Soft 2-4 25-50 Medium 4-8 50-100
Stiff 8-15 100-200 Very Stiff 15-30 200-400
Hard >30 >400
Where qu is the unconfined compressive strength and it is double value of cohesion. SPT values related to density of cohesion soil:
N-value Compactness Relative density,
D% Ө o
0-4 Very loose 0-15 <28 4-10 Loose 15-35 28-30
10-30 Medium 35-65 30-36 30-50 Dense 65-85 36-41 >50 Very dense >85 >41
5. 0 PROPERTIES OF SOIL (Form laboratory test): a) Physically properties- i) The consistency of cohesive soil is very soft to medium but dense to very dense for Granular soil.
Page-2
ii) Natural Moistural Content: 25%-28% Specific Gravity: 2.65 to 2.68, Unit Weight: 123.74 Ib/ cft b) Engineering Properties – i) The value of internal friction: (28-32.8) o 6. 0 CORRECTION OF THE SPT VALUES Field SPT values have been corrected for overburden pressure and dilatancy. For coarse, cohesion-less soil according to Bazaraa (1967)-
N’ = (4*N)/(1+2*Po’) when Po ‘ < 1.5 ksf N’ = (4*N)/(3.25+0.5*Po’) when Po ‘ > 1.5 ksf
In very fine, or silty, saturated sand Terzaghi & Peck (First Edition, P-426) recommended that the penetration number be adjusted if N is greater than 15 as
N″=15+0.5*(N′-15)
7. 0 EVALUATION OF BEARING CAPACITY a. Shallow foundation:
For cohesive soil, the criteria for finding Bearing Capacity is based on the undrained shear strength 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, Hansen and Meyerhof (Appendix A4: (TABLE-1)).
b. DDeeeepp ffoouunnddaattiioonn::
Whenever necessary Deep Foundation, preferably Pile may be used. To evaluate skin friction and end bearing capacity following formulae may be used-
According to Mayerhof for sandy soil
However, when soil is not purely sand rather presence of some silt materials are found, above relations may be modified as per observation of Schmertmann (1970)
Page- 3
ton/ ft2
ton/ ft2
NqqNqf
cpu
csu
*4200/*4200/
====
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 . 8.0 EFFECTS OF SETTLMENT ON THE STRUCTURE: In the structure as a whole settles uniformly into the ground there will nit be any detrimental effect on the structural as such. They only effect it can have is on the services lines such as water and sanitary pipe connections, tale phone electric cable etc. MAX. SETTLEMENT AND DIFFERENTIAL SETTLMENT OF BUILDING In cms. (After Mac Donald and Skempton, 1955) SI No Criterion Isolated
Foundation Raft
1 Angular Distortion 1/300 1/300 2 Greatest
differential settlements
Clays Sands
4.5 3.25
4.5 3.25
3 Maximum Settlement
Clays Sands
7.5 5.0
10.0 6.25
REF BOOKS: > Principles of Foundation Engineering –Braja M. Das > A Text Book of soil mechanics & Foundation Engineering VNS Murthy > Foundation Design- Teng. > Foundation Analysis and Design-J.E.Bowles. > Soil mechanics & Foundation Engineering- K.R. Arora.
Page 4
2csu
2 cpu
ton/ft200
N*3 q f
ton/ftN * 3 q q
==
==
TABLE NO:- 3
For Circular or Squar Foofing
For Strip Footing
5 2 0.18 0.51 0.4310 1 0.36 1.02 0.8715 1 0.42 1.19 1.0120 2 0.54 1.53 1.30
5 2 0.18 0.51 0.4310 2 0.24 0.68 0.5815 1 0.31 0.85 0.7220 1 0.61 1.71 1.45
5 2 0.12 0.34 0.2910 1 0.18 0.51 0.4315 1 0.31 0.85 0.7220 1 0.48 1.36 1.16
NOTE:i The Unit Weight Soil has been taken in Saturated Condition.
ii The Bearing Capacity Formula is based on Terjahi's Bearing Capacity Equation.
Page-5
Cohesion Kg/cm2
BH-2
BH-3
BEARING CAPACITYS OF THE SHALLOW FOUNDATION FROM THE FIELD AND LABORATORY TEST (F.S=3.0)
Bore Hole
Depth ( ft)
Field SPT
Bearing Capacity (Tsf)
BH-1
Depth From EGL ft
N-Value Overburden Pressure yDf, ksf
Co-efficient of Lateral Soil
Stress Ks
Skin friction fs, ksf
End Bearing fb, ksf
Allowable Capacity of
Single Pile 18 inch dia ,Tons
5.0 210.0 115.0 120.0 125.0 1 0.96 0.53 0.27 8.87 530.0 18 1.20 0.53 0.34 11.09 835.0 22 1.44 0.53 0.41 12.56 1040.0 30 1.68 0.53 0.47 15.52 1345.0 31 1.92 0.52 0.55 16.74 1650.0 10 2.16 0.47 0.63 34.00 2455.0 26 2.40 0.48 0.70 31.75 2660.0 41 2.64 0.46 0.78 60.03 3865.0 27 2.88 0.50 0.83 26.42 3170.0 19 3.12 0.50 0.90 28.62 3675.0 14 3.85 0.39 0.97 30.82 4180.0 12 3.85 0.39 1.04 33.03 4685.0 17 3.85 0.39 1.11 38.41 5290.0 20 3.85 0.39 1.19 43.80 5995.0 22 3.85 0.39 1.26 46.38 65100.0 26 3.85 0.39 1.33 48.96 72
Unit Ultimate Skin Friction and End bearing CapacityCalculation Detail of
Bore Hole -03
Page-6
Depth From EGL ft
N-Value Overburden Pressure yDf, ksf
Co-efficient of Lateral Soil
Stress Ks
Skin friction fs, ksf
End Bearing fb, ksf
Allowable Capacity of
Single Pile 18 inch dia ,Tons
5.0 210.0 115.0 120.0 225.0 4 0.96 0.53 0.27 8.87 530.0 6 1.20 0.53 0.34 11.09 835.0 7 1.44 0.53 0.41 12.56 1040.0 9 1.68 0.53 0.47 15.52 1345.0 23 1.92 0.52 0.55 16.74 1650.0 17 2.16 0.47 0.63 34.00 2455.0 15 2.40 0.48 0.70 27.20 2560.0 24 2.64 0.50 0.76 24.22 2765.0 30 2.88 0.48 0.84 38.10 3570.0 33 3.12 0.48 0.91 41.27 4075.0 35 3.85 0.39 0.98 44.45 4580.0 20 3.85 0.39 1.05 47.62 5185.0 23 3.85 0.39 1.12 50.80 5690.0 27 3.85 0.39 1.19 53.97 6395.0 27 3.85 0.39 1.26 57.15 69100.0 31 3.85 0.39 1.33 60.32 76
Depth From EGL ft
N-Value Overburden Pressure yDf, ksf
Co-efficient of Lateral Soil
Stress Ks
Skin friction fs, ksf
End Bearing fb, ksf
Allowable Capacity of
Single Pile 18 inch dia ,Tons
5.0 2 -10.0 215.0 120.0 125.0 12 1.20 0.53 0.34 11.09 730.0 13 1.44 0.53 0.41 13.30 935.0 10 1.68 0.53 0.47 14.65 1240.0 12 1.92 0.53 0.54 17.74 1545.0 15 2.16 0.52 0.62 18.84 1850.0 22 2.40 0.47 0.70 37.77 2755.0 25 2.64 0.47 0.78 41.55 3260.0 28 2.64 0.47 0.78 41.55 3565.0 32 2.88 0.48 0.84 39.40 3870.0 36 3.12 0.47 0.92 49.11 4575.0 38 3.36 0.47 0.99 52.88 5180.0 26 3.60 0.47 1.06 56.66 5685.0 30 3.84 0.47 1.13 60.44 6290.0 34 4.08 0.47 1.20 64.22 6995.0 36 4.32 0.47 1.27 67.99 75100.0 38 4.56 0.47 1.34 71.77 82
Page-7
Unit Ultimate Skin Friction and End bearing CapacityBore Hole -02
Unit Ultimate Skin Friction and End bearing CapacityCalculation Detail of
Bore Hole -01
Calculation Detail of
8.0 CONCLUTION & RECOMMENDATION CONCLUTION: The overall investigation results of the site defines that Shallow & Pile foundation is suitable for the best economic and structurally safe of the project. RECOMMENDATION: On the basic aforesaid condition the following recommendation are suggested for at Bangladesh Economic Zones Development Project (Phase-1) at Pirerchar, P.S-Mirsarai, Dist: Chittagong. Shallow Foundation: The average bearing capacity of the shallow foundation including isolated column footing may be considered in the following way: To be considered 0.74 Tsf (F.S= 3.00) at the depth of 8'-0" measured form EGL particularity at and around the test point for BH-1 to BH-3 only. (TABLE NO: 3) R.C.C. Cast –In-Situ Pile: (BH-01, Sluice Gate) The bearing capacity of single pile is given in the Table-3A at the deferent depth of 18" diameter However we may accept the embedment length up to 65'-0" form EGL of BH-1 boring are as follows:
35.0 Ton For 18 inch dia pile 40.0 Ton For 20 inch dia pile 52.0 Ton For 24 inch dia pile
R.C.C. Cast –In-Situ Pile: (BH-02, Retaining Wall) The bearing capacity of single pile is given in the Table-3A at the deferent depth of 18" diameter However we may accept the embedment length up to 65'-0" form EGL of BH-2 boring are as follows:
38.0 Ton For 18 inch dia pile 44.0 Ton For 20 inch dia pile 56.0 Ton For 24 inch dia pile
R.C.C. Cast –In-Situ Pile: (BH-03, Structure) The bearing capacity of single pile is given in the Table-3A at the deferent depth of 18" diameter however we may accept the embedment length up to 60'-0" form EGL of BH-3 boring are as follows:
38.0 Ton For 18 inch dia pile 45.0 Ton For 20 inch dia pile 60.0 Ton For 24 inch dia pile
Note: a) 1 Tsf = 1 kg/cm2, 1 Ton= 2000 Ibs, EGL= Existing Ground Level b) The theories on the ultimate bearing capacity presented in this report are based on
idealized conditions of soil profiles. This is in most field conditions not true. Soil profile are not always homogenous and isotropic. Hence 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 on this.
Page-8
Sam
ple
ID
Sam
ple
Type
Dep
th B
elow
EG
L (F
T)
Thic
knes
s (F
T)
Description of Soil Strata
Sym
bols
Bor
ing
Dia
15 c
m
15 c
m
15 c
m
30 c
m
Split Spoon Sample
Shelby Tube Sample
9
94
2
13
10
7
0
D-5
D-2
4.5
10
1
1
23
6
2
3
7
12.0 40
3
4
D-6
25
RUPALI SOIL INVESTIGATOR & SURVEY EXPERT'S
1
1
0
1.5
3.0
G.W.L= 10'- 0"100 ft
1
1 2
Graphical Representation of SPT N-Value
Dep
th B
elow
EG
L (m
)
Depth of Boring : RL : 3.0 m
Light grey, very soft, low plastic, lean CLAY, CL
1
D-4
Soil Classification:
D-18
D-19
D-20
D-1
D-7
7.5
30.0
21.0
22.5
24.0
25.5
9.0
27.0
28.5
1
2
8
9
21
24
23
33
30
15
6.0
10.5
19.5
16.5
17
13.5
18.0
18
D-9
20
15.0
12
10
D-16
3
80
30
45
D-11
D-14
light grey to gery, non-plastic, SILT, ML, trace
mica,
7
5
90
65
75
70
9
55
Grey, medium dense to dense (dense at 100 ft), Silty SAND, SM, trace
mica
35
22
13 18100
14
14
12
6
Legend:
11
D-17 6
7
85
4" P
ercu
ssio
n m
etho
d
10
7
13
Non-cohesive Soil
Cohesive Soil
18
27
35
31
29
23
20
17
20
11
43
3
9
5
129
11
4
Client: Bangladesh Economic Zones DevelopmentProject: Bangladesh Economic Zones Development Project (Phase-1)
5
D-3
1
15
Bore Hole No. # 01 Sluice gate
ASTM D-2487 & D-2488
1
1
5
Grey, medium dense to dense (dense from 65 ft) , Silty SAND, SM , trace
mica
32
2
1
95
50
D-13
20
60
D-10
D-12
35
D-8
D-15
-5 5 15 25 35 45 55
Sam
ple
ID
Sam
ple
Type
Dep
th B
elow
EG
L (F
T)
Thic
knes
s (F
T)
Description of Soil Strata
Sym
bols
Bor
ing
Dia
15 c
m
15 c
m
15 c
m
30 c
m
Split Spoon Sample
Shelby Tube Sample
11 0
12
15
0
16
6
D-13
4
3
25
D-4
65
23Light grey, very soft, low plastic, lean CLAY, CL
5
16.5
D-6
D-7
6
1
13.5
15.0
7.5
2
2
12
16
7
7
10
1 1
25.5
D-1
10
35
RUPALI SOIL INVESTIGATOR & SURVEY EXPERT'S
1
1
1
1
Graphical Representation of SPT N-Value
Dep
th B
elow
EG
L (m
)
Depth of Boring :Soil Classification:
D-1827.0
D-12
13
9
6.0
3.0 D-2
12.0
4.5
9.0
10.5
28.5
19.5
D-15
30.0
21.0
22.5
24.0
D-17
22
28
15
85
4" P
ercu
ssio
n m
etho
d
D-10
D-19
D-20
D-14
22
75
70
7
5
5 9light grey to gery, non-plastic, SILT, ML, trace
mica,
35
Grey, medium dense to dense (dense from 65 ft) , Silty SAND, SM , trace
mica
18.0
19
D-9
55
1
50
3
25
12
9
D-16
3
80
30
45
D-11
D-8 40
D-5
20
21
10
20
6
10
60
18
3
7
16
Non-cohesive Soil
Cohesive Soil
90
95
1610100
9
Legend:
15
38
36
22
9
6
9
20
10
12
13
G.W.L= 12'- 0"
30
26
15
1
1
ASTM D-2487 & D-2488
7
5
1.5
100 ft
3414
38
32
36
9
16
21
22
Grey, medium dense to dense (dense at 90 ft), Silty SAND, SM, trace
mica
RL : 4.0 m
Client: Bangladesh Economic Zones DevelopmentProject: Bangladesh Economic Zones Development Project (Phase-1)
5
D-3 15
Bore Hole No. # 02 Retaining Wall
-5 5 15 25 35 45 55
Sam
ple
ID
Sam
ple
Type
Dep
th B
elow
EG
L (F
T)
Thic
knes
s (F
T)
Description of Soil Strata
Sym
bols
Bor
ing
Dia
15 c
m
15 c
m
15 c
m
30 c
m
Split Spoon Sample
Shelby Tube Sample
100 ft
5 11
11 0
15
RL : 3.0 m
30
18
166
1
23
10
12
6
4
10 18
3.0
D-4
0
D-5
D-2
21
4.5
10
27
1
7
22
1
13
D-6
D-7 9
RUPALI SOIL INVESTIGATOR & SURVEY EXPERT'S
1
1
0
2
Graphical Representation of SPT N-Value
Dep
th B
elow
EG
L (m
)
Depth of Boring :Soil Classification:
D-18
D-19
D-20
D-14
6.0
7.5
30.0
21.0
22.5
24.0
25.5
12.0
15.0
D-13
27.0
28.5
1
1
5
7
8
41
8
9.0
10.5
19.5
16.5
1
30
D-8
D-12
D-10
55
10
13.5
18.0
17
D-9
D-16 80
45
D-11
D-15
8
25
65
75
70
4
60
3
35
40
D-17 4
5
85
4" P
ercu
ssio
n m
etho
d1
5
20
3
50
Non-cohesive Soil
Cohesive Soil
90
95
106100
Legend:
9 13
26
26
22
16
5
13
4
12
10
7
31
1
1
ASTM D-2487 & D-2488
18
18
7
6
1
208
14
27
19
7
6
11
17
12
Client: Bangladesh Economic Zones DevelopmentProject: Bangladesh Economic Zones Development Project (Phase-1)
5
D-3 15
Bore Hole No. # 03 Structure
1.5 D-1
G.W.L= 13'- 0"
22
Grey, medium dense to dense (dense at 100 ft), Silty SAND, SM, trace
mica
35
Grey, medium dense to dense (dense from 65 ft) , Silty SAND, SM , trace
mica
light grey to gery, non-plastic, SILT, ML, trace
mica,
Light grey, very soft, low plastic, lean CLAY, CL
-5 5 15 25 35 45 55
BH-1D-315
117.5
68.7551.25
Sieve Size Soil+can Soil(mm) (g) (g)
2 17.5 - 100.00 0.6 18.1 0.60 98.83 0.3 20.1 2.60 93.76 0.15 21.2 3.70 86.54 0.075 20.3 2.80 81.07
BH-1D-9
45.0 2
17.576.8559.35
Sieve Size Soil+can Soil(mm) (g) (g)
2 17.5 - 100.00 0.6 18.5 1.00 98.32 0.3 23.5 6.00 88.21 0.15 29 11.50 68.83 0.075 30 12.50 47.77
BH-1D-18
903
17.581.25 63.75
Sieve Size Soil+can Soil(mm) (g) (g)
2 17.5 - 100.00 0.6 19.5 2.00 96.86 0.3 23.25 5.75 87.84 0.15 32 14.50 65.10 0.075 29 11.50 47.06
BH-1 15 D-3 81 47 25 22 BH-1 45 D-9 48 BH-1 90 D-18 47
Borehole ID
RUPALI SOIL INVESTIGATOR & SURVEY EXPERT'S
Project: Bangladesh Economic Zones Development Project (Phase-1)Client: Bangladesh Economic Zones Development
BH-1PARTICLE SIZE ANALYSIS OF SOIL ASTM D 422
Depth, ft
Wt. of dry soil (g)
Borehole IDSample ID
Depth, ft
Borehole ID
Test Data
Wt of can (g)
Sample IDDepth, ft
Test Data
Test Data
Wt of can (g)
Borehole ID
Wt of wt soil + can (g)
Wt Retained(g)
Sample ID
Passing %
Wt. of dry soil (g)
Passing %
Wt of wt soil + can (g)
Wt Retained(g)
Wt. of dry soil (g)
Wt of can (g)Wt of wt soil + can (g)
Fine Content %Sample IDDepth, ft
Passing %
PI
Wt Retained(g)
SPECIFIC GRAVITYNMCATTERBERG LIMIT
LL PL
2.650
60
70
80
90
100
0.0010.010.1110
% P
AS
SIN
G
40
60
80
100
0.0010.010.1110
% P
AS
SIN
G
-
20
40
60
80
100
0.0010.010.1110
% P
AS
SIN
G
PARTICLE SIZE (mm)
BH-2D-315
117.5
68.7551.25
Sieve Size Soil+can Soil(mm) (g) (g)
2 17.5 - 100.00 0.6 17.9 0.40 99.22 0.3 19.5 2.00 95.32 0.15 19.5 2.00 91.41 0.075 18.5 1.00 89.46
BH-2D-7
35.0 2
17.576.8559.35
Sieve Size Soil+can Soil(mm) (g) (g)
2 17.5 - 100.00 0.6 18.1 0.60 98.99 0.3 21.3 3.80 92.59 0.15 22.25 4.75 84.58 0.075 19.5 2.00 81.21
BH-2D-17
853
17.581.25 63.75
Sieve Size Soil+can Soil(mm) (g) (g)
2 17.5 - 100.00 0.6 19.5 2.00 96.86 0.3 25.5 8.00 84.31 0.15 30 12.50 64.71 0.075 28 10.50 48.24
BH-2 15 D-3 89 46 24 22 BH-2 35 D-7 81 2.565 BH-2 85 D-17 48
PLNMC
ATTERBERG LIMITSPECIFIC GRAVITY
LL
Sample ID
PI
Test Data
Passing %
Depth, ft
RUPALI SOIL INVESTIGATOR & SURVEY EXPERT'S
Project: Bangladesh Economic Zones Development Project (Phase-1)Client: Bangladesh Economic Zones Development
BH-2PARTICLE SIZE ANALYSIS OF SOIL ASTM D 422
Wt Retained(g)Wt. of dry soil (g)
Borehole IDSample ID
Depth, ft
Wt. of dry soil (g)
Borehole ID
Wt of wt soil + can (g)
Depth, ft
Borehole ID
Wt. of dry soil (g)
Wt of wt soil + can (g)
Test Data
Test Data
Wt of can (g)
Borehole ID
Wt of wt soil + can (g)
Wt of can (g)
Sample ID
Wt of can (g)
Wt Retained(g)
Fine Content %Sample IDDepth, ft
Passing %
Wt Retained(g)Passing %
80
84
88
92
96
100
0.0010.010.1110
% P
AS
SIN
G
60
70
80
90
100
0.0010.010.1110
% P
AS
SIN
G
-
20
40
60
80
100
0.0010.010.1110
% P
AS
SIN
G
PARTICLE SIZE (mm)
BH-3D-310
117.5
68.7551.25
Sieve Size Soil+can Soil(mm) (g) (g)
2 17.5 - 100.00 0.6 18 0.50 99.02 0.3 20.1 2.60 93.95 0.15 19.2 1.70 90.63 0.075 18.1 0.60 89.46
BH-3D-8
80.0 2
17.576.8559.35
Sieve Size Soil+can Soil(mm) (g) (g)
2 17.5 - 100.00 0.6 18.2 0.70 98.82 0.3 19.5 2.00 95.45 0.15 20.75 3.25 89.97 0.075 20 2.50 85.76
BH-3D-20100
317.5
81.25 63.75
Sieve Size Soil+can Soil(mm) (g) (g)
2 17.5 - 100.00 0.6 18.6 1.10 98.27 0.3 27.5 10.00 82.59 0.15 30.2 12.70 62.67 0.075 27.6 10.10 46.82
BH-3 10 D-3 89 46 24 22 BH-3 80 D-8 86 2.660 BH-3 100 D-20 47
Borehole ID
Wt of can (g)
Depth, ft
Wt of can (g)
Sample ID
Wt of wt soil + can (g)
Passing %
Wt Retained(g)Passing %
Borehole ID
Wt of can (g)
Test Data
Sample ID
NMCPILL
ATTERBERG LIMIT
PL
Borehole ID
Wt of wt soil + can (g)
Depth, ft
Sample ID
Test Data
Fine Content %
Wt Retained(g)
Depth, ft
RUPALI SOIL INVESTIGATOR & SURVEY EXPERT'S
Project: Bangladesh Economic Zones Development Project (Phase-1)Client: Bangladesh Economic Zones Development
BH-3PARTICLE SIZE ANALYSIS OF SOIL ASTM D 422
SPECIFIC GRAVITY
Borehole IDSample ID
Wt. of dry soil (g)
Depth, ft
Wt. of dry soil (g)
Passing %
Test Data
Wt Retained(g)Wt. of dry soil (g)
Wt of wt soil + can (g)
80
84
88
92
96
100
0.0010.010.1110
% P
AS
SIN
G
-
20
40
60
80
100
0.0010.010.1110
% P
AS
SIN
G
-
20
40
60
80
100
0.0010.010.1110
% P
AS
SIN
G
PARTICLE SIZE (mm)
0 50 100 150 200 250 3000
50
100
150
200
250
300
0 50 100 150 200 250 3000
50
100
150
200
250
300
0 50 100 150 200 250 3000
50
100
150
200
250
300
BH-1, Depth: 45 ft, Sample: D9Angle of Internal Friction: 32.25o
Cohesion: 0
She
ar S
tres
s, P
si
Normal Stress, Psi
DIRECT SHEARE TEST
RUPALI SOIL INVESTIGATOR & SURVEY EXPERT'SClient: Bangladesh Economic Zones Development
Project: Bangladesh Economic Zones Development Project (Phase-1)
BH-3, Depth: 40 ft , Sample:D8 Angle of Internal Friction: 33.15o
Cohesion: 0
BH-2, Depth: 50 ft, Sample: D10Angle of Internal Friction: 31.75o
Cohesion: 0
She
ar S
tres
s, P
si
Normal Stress, Psi
She
ar S
tres
s, P
si
Normal Stress, Psi
D3 D9 D9 D18 D3 D7 D10 D17 D3 D8 D8 D2015 45 45 90 15 35 50 85 15 40 40 100
2.65 2.656 2.660
19 52 53 1 19 53 11 14 5381 48 47 89 81 47 89 86 47
47 46 4625 24 2422 22 22
32.25 31.75 33.150 0 0
RUPALI SOIL INVESTIGATOR & SURVEY EXPERT'SClient: Bangladesh Economic Zones Development
Project: Bangladesh Economic Zones Development Project (Phase-1)
LABORATORY TEST SUMMARY SHEET
Sample no
Grain size
BH-2BH-1
Specific gravity
Bore Hole
Plastic limitPlasticity index
Depth (ft)Natural moisture content
Unconfined Compression
Test
Strain (%)
Dry Density, pcfWrt Density, pcf
BH-3
c (tsf)
Atterbarg limit
GravelSand
Fines <0.075 mmqu , UD, (Psi)
Liquid limit
Direct Shear Test
ø (Degree)