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
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...
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1.0
INTRODUCTION
...
...
...
2.0
OBJECTIVE
...
...
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3.0
SITE DESCRIPTION
...
...
...
4.0
FIELD WORKS
...
...
...
5.0
PROPERTIES OF SOIL
...
...
...
6.0
CORRECTION OF THE SPT
...
...
...
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...
...
...
...
...
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
A R E B R E V A B B B V II A A TT II O O N N
BH BH. W L c Cc cvane
Bore Hole Bore-hole water level Average cohesion for the soil stratum of interest Compression Index Cohesion obtained from laboratory vane shear apparatus
Df
Depth of foundation.
EGL
Existing ground level
GWT
Ground Water Table
K NMC
Coefficient of lateral earth pressure 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 (Phase1) 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
a. Extraction of Disturbed Soil Samples: 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. b. Extraction of Undisturbed Soil Samples: 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. c. Performing Standard Penetration Test ( SPT ): 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 Very soft Soft Medium Stiff Very Stiff Hard
N-value 0-2 2-4 4-8 8-15 15-30 >30
qu, kpa 0-25 25-50 50-100 100-200 200-400 >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
0-4 4-10 10-30 30-50 >50
Very loose Loose Medium Dense Very dense
Relative density, D% 0-15 15-35 35-65 65-85 >85
Өo 41
5. 0 PROPERTIES OF SOIL (Form laboratory test): a) Physically propertiesi) 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. Deep foundation: Whenever necessary Deep Foundation, preferably Pile may be used. To evaluate skin friction and end bearing capacity following formulae may be usedAccording to Mayerhof for sandy soil
f su = q c / 200 = 4 * N / 200 ton/ ft2 q pu = q c = 4 * N ton/ ft2 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
q pu = q c = 3 * N ton/ft 2 f su = q c =
3* N ton/ft 2 200
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 1 2
3
Criterion Angular Distortion Greatest differential settlements Clays Sands Maximum Settlement Clays Sands
Isolated Foundation 1/300
Raft 1/300
4.5 3.25
4.5 3.25
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
TABLE NO:- 3 BEARING CAPACITYS OF THE SHALLOW FOUNDATION FROM THE FIELD AND LABORATORY TEST (F.S=3.0)
Bore Hole
BH-1
BH-2
BH-3
Field SPT
Cohesion Kg/cm2
5 10 15 20
2 1 1 2
5 10 15 20
2 1 1 1
Depth ft)
5 10 15 20
(
2 2 1 1
Bearing Capacity (Tsf) For Circular or Squar Foofing
For Strip Footing
0.18 0.36 0.42 0.54
0.51 1.02 1.19 1.53
0.43 0.87 1.01 1.30
0.12 0.18 0.31 0.48
0.34 0.51 0.85 1.36
0.29 0.43 0.72 1.16
0.18 0.24 0.31 0.61
0.51 0.68 0.85 1.71
0.43 0.58 0.72 1.45
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
Calculation Detail of Unit Ultimate Skin Friction and End bearing Capacity Bore Hole -03 Depth From EGL ft
N-Value
5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 65.0 70.0 75.0 80.0 85.0 90.0 95.0 100.0
2 1 1 1 1 18 22 30 31 10 26 41 27 19 14 12 17 20 22 26
Overburden Pressure yDf, ksf
Co-efficient of Lateral Soil Stress Ks
Skin friction fs, ksf
0.96 1.20 1.44 1.68 1.92 2.16 2.40 2.64 2.88 3.12 3.85 3.85 3.85 3.85 3.85 3.85
0.53 0.53 0.53 0.53 0.52 0.47 0.48 0.46 0.50 0.50 0.39 0.39 0.39 0.39 0.39 0.39
0.27 0.34 0.41 0.47 0.55 0.63 0.70 0.78 0.83 0.90 0.97 1.04 1.11 1.19 1.26 1.33
End Bearing fb, ksf
Allowable Capacity of Single Pile 18 inch dia ,Tons
8.87 11.09 12.56 15.52 16.74 34.00 31.75 60.03 26.42 28.62 30.82 33.03 38.41 43.80 46.38 48.96
Page-6
5 8 10 13 16 24 26 38 31 36 41 46 52 59 65 72
Calculation Detail of Unit Ultimate Skin Friction and End bearing Capacity Bore Hole -01 Depth From EGL ft
N-Value
5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 65.0 70.0 75.0 80.0 85.0 90.0 95.0 100.0
2 1 1 2 4 6 7 9 23 17 15 24 30 33 35 20 23 27 27 31
Overburden Pressure yDf, ksf
Co-efficient of Lateral Soil Stress Ks
Skin friction fs, ksf
0.96 1.20 1.44 1.68 1.92 2.16 2.40 2.64 2.88 3.12 3.85 3.85 3.85 3.85 3.85 3.85
0.53 0.53 0.53 0.53 0.52 0.47 0.48 0.50 0.48 0.48 0.39 0.39 0.39 0.39 0.39 0.39
0.27 0.34 0.41 0.47 0.55 0.63 0.70 0.76 0.84 0.91 0.98 1.05 1.12 1.19 1.26 1.33
End Bearing fb, ksf
8.87 11.09 12.56 15.52 16.74 34.00 27.20 24.22 38.10 41.27 44.45 47.62 50.80 53.97 57.15 60.32
Allowable Capacity of Single Pile 18 inch dia ,Tons
5 8 10 13 16 24 25 27 35 40 45 51 56 63 69 76
Calculation Detail of Unit Ultimate Skin Friction and End bearing Capacity Bore Hole -02 Depth From EGL ft
N-Value
5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0 45.0 50.0 55.0 60.0 65.0 70.0 75.0 80.0 85.0 90.0 95.0 100.0
2 2 1 1 12 13 10 12 15 22 25 28 32 36 38 26 30 34 36 38
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 -
1.20 1.44 1.68 1.92 2.16 2.40 2.64 2.64 2.88 3.12 3.36 3.60 3.84 4.08 4.32 4.56
0.53 0.53 0.53 0.53 0.52 0.47 0.47 0.47 0.48 0.47 0.47 0.47 0.47 0.47 0.47 0.47
0.34 0.41 0.47 0.54 0.62 0.70 0.78 0.78 0.84 0.92 0.99 1.06 1.13 1.20 1.27 1.34
11.09 13.30 14.65 17.74 18.84 37.77 41.55 41.55 39.40 49.11 52.88 56.66 60.44 64.22 67.99 71.77
7 9 12 15 18 27 32 35 38 45 51 56 62 69 75 82
Page-7
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.SMirsarai, 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
RUPALI SOIL INVESTIGATOR & SURVEY EXPERT'S Client: Bangladesh Economic Zones Development Project: Bangladesh Economic Zones Development Project (Phase-1)
30 cm
15 cm
RL : 3.0 m
15 cm
15 cm
Boring Dia
Description of Soil Strata
Symbols
Thickness (FT)
Depth Below EGL (FT)
Sample Type
Sample ID
Depth Below EGL (m)
Bore Hole No. # 01 Sluice gate G.W.L= 10'- 0" Depth of Boring : 100 ft Soil Classification: ASTM D-2487 & D-2488
Graphical Representation of SPT N-Value -5
1.5
D-1
5
3.0
D-2
10 23
Light grey, very soft, low plastic, lean CLAY, CL
1
1
1
2
1
0
1
1
4.5
D-3
15
1
0
1
1
6.0
D-4
20
1
1
1
2
7.5
D-5
25
3
2
2
4
9.0
D-6
30
2
3
3
6
10.5
D-7
35
2
3
4
7
12.0
D-8
40
3
4
5
9
13.5
D-9
45
9
11
12
23
15.0 D-10
50
3
7
10
17
16.5 D-11
55
4
7
9
15
5
11
13
24
Grey, medium dense to dense (dense from 65 ft) , Silty SAND, SM , trace mica
4" Percussion method
20
light grey to gery, nonplastic, SILT, ML, trace mica,
18.0 D-12
60
19.5 D-13
65
6
12
18
30
21.0 D-14
70
9
13
20
33
22.5 D-15
75
9
14
21
35
24.0 D-16
80
5
8
12
20
25.5 D-17
85
6
9
14
23
27.0 D-18
90
7
10
17
27
28.5 D-19
95
7
11
18
29
30.0 D-20
100
10
13
18
31
35
22
Grey, medium dense to dense (dense at 100 ft), Silty SAND, SM, trace mica
5
15
Legend: Split Spoon Sample
Cohesive Soil
Shelby Tube Sample
Non-cohesive Soil
25
35
45
55
RUPALI SOIL INVESTIGATOR & SURVEY EXPERT'S Client: Bangladesh Economic Zones Development Project: Bangladesh Economic Zones Development Project (Phase-1)
30 cm
15 cm
RL : 4.0 m
15 cm
15 cm
Boring Dia
Description of Soil Strata
Symbols
Thickness (FT)
Depth Below EGL (FT)
Sample Type
Sample ID
Depth Below EGL (m)
Bore Hole No. # 02 Retaining Wall G.W.L= 12'- 0" Depth of Boring : 100 ft Soil Classification: ASTM D-2487 & D-2488
Graphical Representation of SPT N-Value -5
1.5
D-1
5
3.0
D-2
10 23
Light grey, very soft, low plastic, lean CLAY, CL
1
1
1
2
1
1
1
2
4.5
D-3
15
1
0
1
1
6.0
D-4
20
1
0
1
1
7.5
D-5
25
3
5
7
12
9.0
D-6
30
5
7
9
16
10.5
D-7
35
3
4
6
10
12.0
D-8
40
3
5
7
12
13.5
D-9
45
3
6
9
15
15.0 D-10
50
5
9
13
22
16.5 D-11
55
6
9
15
25
7
12
16
28
Grey, medium dense to dense (dense from 65 ft) , Silty SAND, SM , trace mica
4" Percussion method
20
light grey to gery, nonplastic, SILT, ML, trace mica,
18.0 D-12
60
19.5 D-13
65
9
13
19
32
21.0 D-14
70
10
15
21
36
22.5 D-15
75
10
16
22
38
24.0 D-16
80
6
10
16
26
25.5 D-17
85
7
12
18
30
27.0 D-18
90
9
14
20
34
28.5 D-19
95
9
15
21
36
30.0 D-20
100
10
16
22
38
35
22
Grey, medium dense to dense (dense at 90 ft), Silty SAND, SM, trace mica
5
15
Legend: Split Spoon Sample
Cohesive Soil
Shelby Tube Sample
Non-cohesive Soil
25
35
45
55
RUPALI SOIL INVESTIGATOR & SURVEY EXPERT'S Client: Bangladesh Economic Zones Development Project: Bangladesh Economic Zones Development Project (Phase-1)
30 cm
15 cm
RL : 3.0 m
15 cm
15 cm
Boring Dia
Description of Soil Strata
Symbols
Thickness (FT)
Depth Below EGL (FT)
Sample Type
Sample ID
Depth Below EGL (m)
Bore Hole No. # 03 Structure G.W.L= 13'- 0" Depth of Boring : 100 ft Soil Classification: ASTM D-2487 & D-2488
Graphical Representation of SPT N-Value -5
1.5
D-1
5
3.0
D-2
10 27
Light grey, very soft, low plastic, lean CLAY, CL
1
1
1
2
1
0
1
1
1
0
1
1
4.5
D-3
15
6.0
D-4
20
1
0
1
1
7.5
D-5
25
1
1
1
2
9.0
D-6
30
5
7
11
18
10.5
D-7
35
6
9
13
22
12.0
D-8
40
7
12
18
30
13.5
D-9
45
8
13
18
31
15.0 D-10
50
3
4
6
10
16.5 D-11
55
6
4
16
26
10
18
23
41
light grey to gery, nonplastic, SILT, ML, trace mica,
Grey, medium dense to dense (dense from 65 ft) , Silty SAND, SM , trace mica
4" Percussion method
15
18.0 D-12
60
19.5 D-13
65
7
10
17
27
21.0 D-14
70
5
8
11
19
22.5 D-15
75
4
6
8
14
24.0 D-16
80
3
5
7
12
25.5 D-17
85
4
7
10
17
27.0 D-18
90
5
8
12
20
28.5 D-19
95
5
9
13
22
30.0 D-20
100
6
10
16
26
35
22
Grey, medium dense to dense (dense at 100 ft), Silty SAND, SM, trace mica
5
15
Legend: Split Spoon Sample
Cohesive Soil
Shelby Tube Sample
Non-cohesive Soil
25
35
45
55
RUPALI SOIL INVESTIGATOR & SURVEY EXPERT'S Client: Bangladesh Economic Zones Development Project: Bangladesh Economic Zones Development Project (Phase-1) PARTICLE SIZE ANALYSIS OF SOIL ASTM D 422
BH-1
100
Test Data Wt of can (g) Wt of wt soil + can (g)
Sieve Size (mm) 2 0.6 0.3 0.15 0.075
BH-1 D-3 15 1 17.5 68.75
Wt. of dry soil (g) 51.25 Wt Retained(g) Passing % Soil+can Soil (g) (g) 17.5 100.00 18.1 0.60 98.83 20.1 2.60 93.76 21.2 3.70 86.54 20.3 2.80 81.07
90
% PASSING
Borehole ID Sample ID Depth, ft
80
70
60
Test Data Wt of can (g) Wt of wt soil + can (g)
Sieve Size (mm) 2 0.6 0.3 0.15 0.075
0.1
0.01
0.001
10
1
0.1
0.01
0.001
10
1
0.01
0.001
100
BH-1 D-9 45.0 2 17.5 76.85
Wt. of dry soil (g) 59.35 Wt Retained(g) Passing % Soil+can Soil (g) (g) 17.5 100.00 18.5 1.00 98.32 23.5 6.00 88.21 29 11.50 68.83 30 12.50 47.77
1
80 % PASSING
Borehole ID Sample ID Depth, ft
10
60
40
Test Data Wt of can (g) Wt of wt soil + can (g)
Sieve Size (mm) 2 0.6 0.3 0.15 0.075
Borehole ID BH-1 BH-1 BH-1
Wt. of dry soil (g) 63.75 Wt Retained(g) Passing % Soil+can Soil (g) (g) 17.5 100.00 19.5 2.00 96.86 23.25 5.75 87.84 32 14.50 65.10 29 11.50 47.06
Depth, ft
15 45 90
Sample ID
D-3 D-9 D-18
100
BH-1 D-18 90 3 17.5 81.25
80
% PASSING
Borehole ID Sample ID Depth, ft
60
40
20
-
Fine Content %
81 48 47
0.1 PARTICLE SIZE (mm)
ATTERBERG LIMIT NMC
LL 47
PL 25
PI
SPECIFIC GRAVITY
22 2.650
RUPALI SOIL INVESTIGATOR & SURVEY EXPERT'S Client: Bangladesh Economic Zones Development Project: Bangladesh Economic Zones Development Project (Phase-1) PARTICLE SIZE ANALYSIS OF SOIL ASTM D 422
BH-2
100
Test Data Wt of can (g) Wt of wt soil + can (g)
Sieve Size (mm) 2 0.6 0.3 0.15 0.075
BH-2 D-3 15 1 17.5 68.75
51.25 Wt. of dry soil (g) Wt Retained(g) Passing % Soil+can Soil (g) (g) 17.5 100.00 17.9 0.40 99.22 19.5 2.00 95.32 19.5 2.00 91.41 18.5 1.00 89.46
96
92
% PASSING
Borehole ID Sample ID Depth, ft
88
84
80
Test Data Wt of can (g) Wt of wt soil + can (g)
Sieve Size (mm) 2 0.6 0.3 0.15 0.075
59.35 Wt. of dry soil (g) Wt Retained(g) Passing % Soil+can Soil (g) (g) 17.5 100.00 18.1 0.60 98.99 21.3 3.80 92.59 22.25 4.75 84.58 19.5 2.00 81.21
1
0.1
0.01
0.001
10
1
0.1
0.01
0.001
10
1
0.01
0.001
100
BH-2 D-7 35.0 2 17.5 76.85
90
% PASSING
Borehole ID Sample ID Depth, ft
10
80
70
60
Test Data Wt of can (g) Wt of wt soil + can (g)
Sieve Size (mm) 2 0.6 0.3 0.15 0.075
Borehole ID BH-2 BH-2 BH-2
63.75 Wt. of dry soil (g) Wt Retained(g) Passing % Soil+can Soil (g) (g) 17.5 100.00 19.5 2.00 96.86 25.5 8.00 84.31 30 12.50 64.71 28 10.50 48.24
Depth, ft
15 35 85
Sample ID
D-3 D-7 D-17
100
BH-2 D-17 85 3 17.5 81.25
80
% PASSING
Borehole ID Sample ID Depth, ft
60
40
20
-
Fine Content %
89 81 48
0.1 PARTICLE SIZE (mm)
ATTERBERG LIMIT NMC
LL 46
PL 24
PI
SPECIFIC GRAVITY
22 2.565
RUPALI SOIL INVESTIGATOR & SURVEY EXPERT'S Client: Bangladesh Economic Zones Development Project: Bangladesh Economic Zones Development Project (Phase-1) PARTICLE SIZE ANALYSIS OF SOIL ASTM D 422
BH-3
100
Test Data Wt of can (g) Wt of wt soil + can (g)
Sieve Size (mm) 2 0.6 0.3 0.15 0.075
BH-3 D-3 10 1 17.5 68.75
51.25 Wt. of dry soil (g) Wt Retained(g) Passing % Soil+can Soil (g) (g) 17.5 100.00 18 0.50 99.02 20.1 2.60 93.95 19.2 1.70 90.63 18.1 0.60 89.46
96
92
% PASSING
Borehole ID Sample ID Depth, ft
88
84
80
BH-3 D-8 80.0 2 17.5 76.85
100
59.35 Wt. of dry soil (g) Wt Retained(g) Passing % Soil+can Soil (g) (g) 17.5 100.00 18.2 0.70 98.82 19.5 2.00 95.45 20.75 3.25 89.97 20 2.50 85.76
60
Test Data Wt of can (g) Wt of wt soil + can (g)
Sieve Size (mm) 2 0.6 0.3 0.15 0.075
1
0.1
0.01
0.001
10
1
0.1
0.01
0.001
10
1
0.01
0.001
80
% PASSING
Borehole ID Sample ID Depth, ft
10
40
20
-
Test Data Wt of can (g) Wt of wt soil + can (g)
Sieve Size (mm) 2 0.6 0.3 0.15 0.075
Borehole ID BH-3 BH-3 BH-3
63.75 Wt. of dry soil (g) Wt Retained(g) Passing % Soil+can Soil (g) (g) 17.5 100.00 18.6 1.10 98.27 27.5 10.00 82.59 30.2 12.70 62.67 27.6 10.10 46.82
Depth, ft
10 80 100
Sample ID
D-3 D-8 D-20
100
BH-3 D-20 100 3 17.5 81.25
80
% PASSING
Borehole ID Sample ID Depth, ft
60
40
20
-
Fine Content %
89 86 47
0.1 PARTICLE SIZE (mm)
ATTERBERG LIMIT NMC
LL 46
PL 24
PI
SPECIFIC GRAVITY
22 2.660
RUPALI SOIL INVESTIGATOR & SURVEY EXPERT'S Client: Bangladesh Economic Zones Development Project: Bangladesh Economic Zones Development Project (Phase-1) DIRECT SHEARE TEST BH-2, Depth: 50 ft, Sample: D10 Angle of Internal Friction: 31.75o Cohesion: 0 300
250
250 Shear Stress, Psi
300
200 150 100 50 0 0
50
100 150 200 Normal Stress, Psi
250
200 150 100 50 0 0
300
50
100
150
200
Normal Stress, Psi
BH-3, Depth: 40 ft , Sample:D8 Angle of Internal Friction: 33.15o Cohesion: 0 300 250 Shear Stress, Psi
Shear Stress, Psi
BH-1, Depth: 45 ft, Sample: D9 Angle of Internal Friction: 32.25o Cohesion: 0
200 150 100 50 0 0
50
100 150 200 Normal Stress, Psi
250
300
250
300
RUPALI SOIL INVESTIGATOR & SURVEY EXPERT'S Client: Bangladesh Economic Zones Development Project: Bangladesh Economic Zones Development Project (Phase-1) LABORATORY TEST SUMMARY SHEET Bore Hole Sample no
D3
BH-1 D9 D9 D18
D3
BH-2 D7
D10
D17
D3
BH-3 D8
D8
D20
Depth (ft)
15
45
15
35
50
85
15
40
40
100
45
90
Natural moisture content Specific gravity
2.65
2.656
2.660
Gravel Grain size
Unconfined Compression Test
Sand
19
52
53
1
19
53
11
14
53
Fines