sub-soil investigation for the construction of … · sub-soil exploration were conducted to obtain...

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



Stress Ks


End Bearing fb, ksf



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



Stress Ks


End Bearing fb, ksf



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:


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:


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)


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


1

1

1

1


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


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


mica

RL : 4.0 m


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)


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


1

1

0

2


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


5

D-3 15

Bore Hole No. # 03 Structure

1.5 D-1

G.W.L= 13'- 0"

22


mica

35


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


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


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


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 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


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


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


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




Wt Retained(g)Wt. of dry soil (g)


Depth, ft

Wt. of dry soil (g)

Borehole ID


Depth, ft

Borehole ID

Wt. of dry soil (g)


Test Data

Test Data

Wt of can (g)

Borehole ID


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


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


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


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


Passing %

Wt Retained(g)Passing %

Borehole ID

Wt of can (g)

Test Data

Sample ID

NMCPILL

ATTERBERG LIMIT

PL

Borehole ID


Depth, ft

Sample ID

Test Data

Fine Content %

Wt Retained(g)

Depth, ft




SPECIFIC GRAVITY


Wt. of dry soil (g)

Depth, ft

Wt. of dry soil (g)

Passing %

Test Data

Wt Retained(g)Wt. of dry soil (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)

sub-soil investigation for the construction of … · sub-soil exploration were conducted to obtain...

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