Soil Investigation Report Haldia-A for TLF Construction

FOR ADDITION OF TLF SHED IN HALDIA INSTALLATION OF THE INDIAN OIL CORPORATION AT HALDIA, WEST BENGAL.

GLORY ENGINEERS SYNDICATE 568, D. H. ROAD, KOLKATA- 34 Ph. No.- 033 2496-6970 e-mail- [email protected]

Job No.- GES/S/32/2013 Date : 15th June, 2013

To Mr. Ashish Srivastava Managing Director, Structech Consulting Engineers India Pvt. Ltd, 3No. Sulochana, Swami, Samrth Marg, Sector –16A, Vashi Novi Mumbai – 400705.

Subject : Soil investigation work for addition of TLF Shed in Haldia Installation of the Indian Oil Corporation at Haldia,West Bengal.

Dear Sir, Glory Engineers Syndicate is pleased to present the attached geotechnical investigation report for addition of TLF Shed in Haldia Installation of the Indian Oil Corporation at Haldia, West Bengal purpose of our investigation was to explore and evaluate the subsurface conditions at various locations on the site in order to develop geotechnical engineering recommendation for project design and construction. Based on the results of our field investigation, laboratory testing, and engineering analysis, it is our professional opinion that the site may be developed for the proposed structure using conventional grading and foundation construction techniques. Recommendation regarding the geotechnical aspects of project design and construction are presented in the herein. We appreciate the opportunity of providing our services for this project. If you have any queries regarding this report or if we may be of further assistance, please contact us. Sincerely, Glory Engineers Syndicate

S. Halder

Site: TLF Shed in Haldia Installation of the Indian Oil Corporation at Haldia, West Bengal.

Job No. – GES/S/32/2013

Createdby S.Halder

Table of contents Chapter :

Sheet

1. Introduction……………………………………….

01

2. Field Investigation………………………………...

03

3. Laboratory Testing………………………………..

05

4. Ground Water Table .. ……………………………

06

5. Sequence of Sub-Soil Stratification………………

07

6. Soil Properties ……………………………………

08

7. Conclusions and Recommendations …………….

11

Enclosures : 1. Site Photo 2. Calculation 3. Bore Log Data Sheet and Soil Profile. 4. Depth Vs. N-Value Curves 5. Layout Plan & Bore Hole Locations. 6. Laboratory Test Result Sheet. 7. Graph for Number of Blows Vrs. Moisture Content 8. Graph for Particle Size Distribution Curve 9. Graph for Triaxial Compression Test

GLORY ENGINEERS SYNDICATE


Job No. – GES/S/32/2013

Page No.- 1

INTRODUCTION GENERAL In this report we present the result of our Geotechnical investigation work for addition of TLF Shed in Haldia Installation of the Indian Oil Corporation at Haldia, West Bengal. A detail geotechnical investigation has been carried out by us, as desired by client – To Indian Oil Corporation Ltd (MD) Haldia, West Bengal. The purpose of our investigation was to explore and evaluate the subsurface conditions at various locations on the site in order to develop geotechnical engineering recommendation for project design and construction. The site location relative to topographic features is shown in site plan. This reports includes our recommendations related to the geotechnical aspects of project design and construction. Conclusion and recommendation presented in this report are based on the subsurface conditions encountered at the locations of our explorations and the provisions and requirements outlined in the ADDITIONAL SERVICE and LIMITATIONS sections of this report. Recommendation presented herein should not be extrapolated to other areas or used for other projects without prior review. This report gives an idea about the subsurface strata and their Engineering properties such as strength, deformation and hydraulic characteristics, of the proposed site of construction and has been formulated to serve as a Guideline for a Structural Engineer. The bore holes were sunk at 2(Two) locations as shown in the site plan map the termination depth of the bore holes were 15.0m, & 15.0m below the Existing Ground Level. The fieldwork was carried from 21.05.2013 to 22.05.2013.



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Undisturbed and disturbed soil samples were tested in the Soil Mechanics Laboratory for identification to determine there strength and other characteristics. Based on the findings of the subsoil conditions, their strength and compressibility characteristic, soil parameters were obtained and are used as suggesting guidelines for design of foundation.

PROPOSED CONSTRUCTION The propose project will involve for addition of TLF Shed in Haldia Installation of the Indian Oil Corporation at Haldia,West Bengal.

PURPOSE AND SCOPE OF SERVICES i) Exploration of the subsurface conditions at various locations within the area of the proposed construction utilizing two borings. ii) Limited laboratory testing of representative samples obtained during the field investigation to evaluate relevant engineering parameters of the subsurface soils. iii) Engineering analysis on which to base our recommendations for the design and construction of the geotechnical aspect of the project. iv) Preparation of this report which includes : • A description of the proposed project. • A description of the surface and subsurface site conditions encountered during outfield investigation. • Recommendations related to the geotechnical aspect of : Site preparation and engineered fill. Foundation design and construction. An appendix which includes a summary of our field investigation and laboratory testing programs.



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FIELD INVESTIGATION GENERAL

The sub-surface conditions at the were explored from 21st May, 2013 to 222nd May, 2013. The boring was located in the field by visual sighting and / or pacing from existing site features. The locations of the bore holes is shown in the site plan. Our site in-charge maintained a log of the borings, visually classified soils encountered according to the Standard Soil Classification system and obtained relatively undisturbed and bulk samples for the sub-surface materials.

BORING Boring through the soil was carried out by Shell and Augar method to sink 150 mm diameter bore holes by using manually operated equipment with which. Suitable casings were used upto about 3.0 m below Ground Level to prevent cavein of soil inside the boreholes. Bentonite slurry was used for stabilizing boreholes. During the progress of boring, undisturbed soil samples were collected at suitable intervals or at the change of strata whichever is encountered earlier by open drive sampling method since it was intended to a certain the sub-soil characteristics.

SAMPLING PROCEDURES Undisturbed sample are obtained by forcing a thin wall sample of internal diameter 100 mm and 400 mm length open drive sampling assembly having area ratio within 20% ( as per I.S.2132-1972 ). The sampling assembly were driven to the required depth manually with the help of jarring link. The undisturbed samples retained in the lowest tube is brought to the surface and both the ends of the tube were sealed by a thin layer of molten wax. Further the end of the tube were closed by screwed caps or tight fittings lids. The top of the sample should be marked on the tube and other particulars are given on the label. When the sample is taken out of the tube, its direction of movement relative to the tube should be kept the same as it was during sampling. Disturbed samples are collected from Augar, cutting shoe of the undisturbed sampling assembly and split spoon of standard penetrometer at close intervals to maintain a continuous record of were and tagged in airtight polythene bags/packets and transported to the laboratory for testing and classification.



Job No. – GES/S/32/2013

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All samples (both disturbed and undisturbed ) should be clearly labeled with details about project name, date of sampling, borehole number, depth and method of sampling.

STANDARD PENETRATION TEST (SPT): These test were conducted in the bore holes at regular intervals or the change of strata whichever is encountered earlier at certain depth using standard sampler (a split-spoon sampler) driven by a 65 kg. drive weight (monkey) which is allowed to fall on the top of the drill rod from a height of 750 mm several times until the sample penetrates about 150 mm into the soil as a seating drive. The numbers of blows required to drive the spoon from 150 mm to 450 mm i.e., beyond the seating drive, were recorded and this number of blows is called N value or Standard Penetration test value of the sub-soil at that particular depth where the test has been carried out. On completion of a test, the split spoon sampler was opened and the soil sample was preserved in air tight polythene bag/packets for classification purpose. This procedure was conducted as per guidelines laid by I.S: 2131-1981.

GROUND WATER TABLE : During the field investigation, ground water observation was made during boring. Moreover the standing water level was measured in the boreholes after 24 hours of removal of casings. It was noticed that the ground water table was located for two numbers of boring during the period of field work. These levels of ground water are likely to change with the seasonal variation. For design purpose, it is suggested to consider ground water level at E.G.L.



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LABORATORY TESTING Relevant laboratory test were conducted on selected disturbed and undisturbed soil samples collected during the field investigation for proper identification, classification and for determining the various engineering properties of these subsoils deposits and to evaluate its bearing capacity, settlement, etc. The following tests were conducted on the soil samples collected from exploratory bore holes : 1. Liquid Limit 2. Plastic Limit 3. Grain size Analysis (Sieve as well as Hydrometer Analysis ). 4. Bulk Density 5. Dry Density 6. Natural Moisture Content 7. Specific Gravity 8. Unconfined Compressive Strength Test 9. Triaxial Compression Tests 10. Direct shear 11. Consolidation Tests All the above mentioned laboratory tests were conducted as per the relevant Indian Standard Codes of Practice and the results of these tests are furnished in the tabular form in the Annexure of this Investigation Report.



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STRATIFICATION OF THE SUB-SOIL DEPOSIT : Based on the physical characteristics, index and mechanical properties as revealed from both field as well as laboratory test results, the sub-soil deposit at this exploratory site are classified into different stratum and are shown in the individual bore log data sheet. The sequence of average sub-soil profile across the respective bore hole location is also shown for conveniences and appended below in summarized from for ready reference.

GROUND WATER TABLE : Whenever ground water was stuck, boring was stopped for half an hour to allow the water level to stabilize. The depth of water table was then measured. Half an hour after the completion of the boreholes a further reading of the water level was taken. The boreholes were then back-filled. No piezometers or standpipes were installed. Location of G.W.T. at this exploratory site were recorded both during and after boring operation as per normal practices and the same is considered to be located for the two numbers of boring. However, the depth of termination and location of G.W.T. of the respective bore hole are reflected here with in tabular form :-

SL. NO.

B.H.NO.

1. 2.

B.H.-1 B.H.-2

TERMINATION DEPTH IN M 15.00 15.00

LOCATION OF G.W.T. BELOW E.G.L. IN M 0.60 m. 1.75 m.

The aforesaid stratification, their description and depth etc. may however, be restricted to the limited numbers of bore holes, their location and termination depth etc.



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SEQUENCE OF SUB-SOIL STRATIFICATION Depth in meter Strata

Description

Thickness In meter

NValues

From

To

Filled up with bricks bats concrete & loose soil etc.

0.0

0.50

I

Soft to medium grey clayey silt.

0.50

3.50

II

Very soft to soft grey clayey silt with decomposed wood & vegetation.

3.50

9.50

6.00

2 to 4

III

Medium to stiff grey clayey silt with low% sand mixed.

9.50

12.5

3.00

5 to 12

IV

Soft grey clayey silt with decomposed wood & vegetation.

12.50

15.0

2.50

3 to 4


0.50 3.00

4 to 5


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SOIL PROPERTIES The summary of all laboratory tests results are given in the following:From the study of the test results the engineering properties of different strata may be summarized as follows:STRATUM- I : This stratum consists of Soft to medium grey clayey silt and extend upto a depth of 0.50m to 3.50m below E. G. L. ‘N’ of this stratum is found to be 4 to 5. STRATUM- II : This stratum consists of Very soft to soft grey clayey silt with decomposed wood & vegetation and extend upto a depth of 3.50m to 9.50m below E. G. L. ‘N’ of this stratum is found to be 2 to 4. STRATUM- III : This stratum consists of Medium to stiff grey clayey silt with low% sand mixed and extend upto a depth of 9.50m to 12.50m below E. G. L. ‘N’ of this stratum is found to be 5 to 15. STRATUM- IV : This stratum consists of Soft grey clayey silt with decomposed wood & vegetation and extend upto a depth of 12.50m to 15.00m below E. G. L. ‘N’ of this stratum is found to be 3 to 4.



Job No. – GES/S/32/2013

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Foundation Design Criteria : Foundation for a given structure, in a given sub-soil condition, should satisfy the following design criteria : a) There must be adequate factor of satisfy against bearing capacity failure. b) The settlement of the foundation must be within permissible limits. The factor of safety and the permissible settlement to be adopted for design depends upon the type of structure and the sub-soil condition. For conventional Residential / office buildings design should be based on the factor of safety of 2.5 and permissible settlement of 75mm for isolated / strip footings and 125mm for raft foundation. Foundation Analysis : Bearing Capacity : Shallow Foundation: The bearing capacity of the sub soil has been arrived at considering strength parameters obtained from laboratory soil testing. The bearing capacity obtained thus is factored by applying factor of safety (2.5 to 3.0 generally) taken to determine the allowable bearing capacity as per IS 64031981 have recommended the following general expression for arriving net ultimate capacity of shallow foundation. For general shear failure qu = cNcscdcic + DNqsqiqdq 0.5 BN s d i w’ For local shear failure qu = 2/3(cNcscdcic + DNqsqiqdq 0.5 BN s d i w’) = qu - D qnu qns = ( qnu / Fs) for > 360 , general shear failure < 280 , local shear failure



Job No. – GES/S/32/2013

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Settlements have been calculated using the following expression:-

Immediate Settlement: qB ( 1 - 2 ) Si = Ip E q = Intensity of pressure B = Width of foundation =Poisson’s Ratio E = 500 Cu = Deformation Modulus Ip = Influence Factor Consolidation Settlement: Sc

: ∑ mv H Δ P

Where mv : Coefficient of volume compressibility H : Thickness of the stratum considered Δ P : Increase of effective pressure at the centre of the stratum considered



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CONCLUSIONS & RECOMMENDATIONS : GENERAL :Based on the results of our field investigation, laboratory testing and engineering analysis, it is our professional opinion the site may be developed for the proposed structure using conventional grading and foundation construction techniques. Recommendations regarding the geotechnical aspects of project design and construction are presented in the herein. GUIDELINES FOR DESIGN OF FOUNDATION :Structural foundations may be grouped under two broad categories – (i) Shallow Foundation, (ii) Deep Foundation. This classification indicates the depth of foundation installation. A deep foundation is thought only when the sub-soil at shallow depth cannot provide effective bearing to the structure and/or the total settlement of the layer within the pressure bulb is more than the allowable settlement. The safe design of foundation for a given loading system must satisfy certain design requirements. The three basic requirements are:(i) Foundation placement, which involves the location and depth of foundation. This requires a careful investigation of the past usage of the site and detailed information of the subsurface stratum. The foundation placement should be such that any future influence should not affect its performance adversely. (ii) Safety against bearing capacity failure, which involves suitable proportioning of footing to avoid a catastrophic collapse of the soil beneath the foundation. This occurs if the shear strength of the soil is inadequate to support the applied load. Therefore, there must be adequate factor of safety of foundation against possible bearing capacity failure. (iii) Tolerable foundation settlement, which involves keeping a check on the exclusive settlement of a structure. Excessive settlement are caused due to the distortion of the soil mass as a result of the applied shear stresses, and due to the consolidation of the supporting soil. Therefore, the settlement of the foundation must be within permissible limit.



Job No. – GES/S/32/2013

Page No.- 12

DISCUSSION ON FOUNDATIONS :The prime objective of this investigation has been to study that the sub-soil characteristics at this site for Proposed construction and to assess the safe bearing capacity of soil along with the settlements of characteristics for design and construction of appropriate foundation systems. On the basic of field exploration and laboratory testing on samples it has been observed that the sub-soil profile is more or less same throughout the site.

SHALLOW FOUNDATION : From the sub-soil investigation it is seen that stratum -I have Soft to medium grey clayey silt, stratum -II have Very soft to soft grey clayey silt with decomposed wood & vegetation, stratum-III have Medium to stiff grey clayey silt with low% sand mixed, stratum-IV have Soft grey clayey silt with decomposed wood & vegetation, till a depth of 15.0m below the E.G.L. So, for estimation of bearing capacity of shallow footings adequate considerations is given to the compressibility characteristics of these four strata. These are determined using the expressions given in earlier section and are presented below:Depth of foundation = 1.50m below E.G.L. Size of footing

Capacity (t/m2) Allowable Net allowable B. C. B. C.

Settlement (mm) Calculated Permissible

Isolated 1.50m x 1.50m 2.00m x 2.00m 2.50m x 2.50m 3.00m x 3.00m

9.50 9.12 8.90 8.75

9.50 9.01 7.13 5.92

57.35 75.93 93.64 110.88

75.0 75.0 75.0 75.0

Strip 1.50m wide 2.00m wide 2.50m wide 3.00m wide

7.34 7.05 6.88 6.76

7.34 7.05 6.57 5.46

48.24 63.73 78.53 92.90

75.0 75.0 75.0 75.0



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In designing shallow foundation following precaution must be taken 1. To counteract differential settlement, adequate tie-beams at plinth/ground level are to be provided. 2. Refilling should be done through compaction of sand with proper watering from the excavated depth of 1.8m to 1.50m below E.G.L. sand filling should be compacted to achieve at least 90% if it’s maximum density, which should be checked in the field by standard penetration tests at one or two points (Expected ‘N’= 8 to 10). 3. Due consideration should be given to open excavation of any sort. Adequate precautionary measures should be taken so that no damage is caused to the adjoining structure, if any, 4. For strip footing interconnected beams should be provided. 5. Construction in stages is advised. 6. For higher loads, the shallow foundation is not suitable. In that case pile foundation is recommended.

………………………………… SANJOY HALDER B.E. (CIVIL), M.C.E.(J.U.) M. I. G. S. CHARTERED ENGG., M.I.C.I. MASCE–IS (GEOTECHNICAL CONSULTANT)


Site: TLF Shed in Haldia Installation of the Indian Oil Corporation at Haldia, West Bengal. BORING WORK ON PROGRESS


Job No. – GES/S/31/2013

Site: TLF Shed in Haldia Installation of the Indian Oil Job No.GES/S/32/2013 Corporation at Haldia, West Bengal.

CALCULATION OF BEARING CAPACITY Isolated Footing (size -1.5 x 1.5m ): (Depth of foundation 1.50m below EGL.)

qu= CNcScdcic + qNqSqdqiq C = 2.8, Nc= 5.14, Sc =1.3, dc= 1+ 0.2 Df /B = 1.2, q = 0.72 x 1.50 = 1.08, Nq= 1, Sq=1.2, dq = 1, ic = i = 1, F. O. S. = 2.5 qu = 2.8 x 5.14 x 1.3 x 1.2 x 1 + 1.08 x 1 x 1.2 x 1 x 1 = 22.45 + 1.30 = 23.75 t/m2 Allowable bearing capacity = qu / F.O.S = 23.75 / 2.5 = 9.50 t/m2

SETTLEMENT Immediate settlement : (1ρi = qB

2

ρi = Immediate settlement

) I

E

9.50 x 1500 x ( 1 – 0. 52 ) X 1.12 ρi = 1400 = 8.55 mm

μ = Poisson’s ratio = 0.5, E = Modulus of Elasticity = 500 Cu for clay ) ; Cu = Cohesion = 2.8 ton /m2 I = Influence factor = 1.12, q = Bearing capacity = 9.50 ton /m2 B = Width of fdn. = 1500 mm

Site: TLF Shed in Haldia Installation of the Indian Oil Job No.GES/S/32/2013 Corporation at Haldia, West Bengal.

Consolidation Settlement : Sc = ∑ mv H Δ P Where mv : Coefficient of volume compressibility H : Thickness of the stratum considered Δ P : Increase of effective pressure at the centre of the stratum considered Sc = ∑ mv H Δ P = (0.0052 x 2000 x 6.916) + (0.0062 x 1000 x 3.680) = 94.74 mm

Corrected Settlement : Rigidity factor = 0.8 & P.W. P factor = 0.8 Depth factor = 0.85 Corrected settlement = 0.8 x 0.85 x (8.55+ 94.74 x 0.8) = 57.35 mm < 75mm ∴ Hence, settlement within permissible limit.

N-Values 0

5

10

15

20

0

Depth in 'm'

5

10

B.H.-1 B.H.-2

15

20

B.H.-2 B.H.-1

65

33

68

35

66

31

42

27

62

32

Consolida C -tion

Unconfined U Test

Clay(%) C

32

S (%) Silt

45

Sand (%) S

31

Grravel (%)

65

mv v(cm2/Kg)

26

Angle e of friction (d degrees)

40

Co Cohesion (K Kg/cm2)

32

Co Cohesion (K Kg/cm2)

66

Spec cific Gravity

35

Wate ter Content (%)

70

Grading

Dry ry Density ((gm/cc)

33

Triaxial Test (UU)

Bullk Density ((gm/cc)

48

assing 75 % Pa mic cron Is sieve

Description

Pla astic Limit

Depth ( in meter)

Liq quid Limit

Location: TLF Shed in Haldia Installation of the Indian Oil Corporation at Haldia, West Bengal.

Angle e of friction D Direct Shear (d degrees) Test

LABORATORY TEST RESULT SHEET

1.72

1.33

28.9

2.64

0.28

0.3

0

.

0.052

0

2

65

33

1.68

1.25

34.3

.

0.25

0.28

0

.

0.062

0

2

66

32

1.69

1.28

32.4

2.66

.

.

.

.

.

0

3

64

33

1 76 1.76

1 39 1.39

26 6 26.6

.

0 38 0.38

.

.

.

.

0

5

67

28

1.73

1.30

32.8

2.64

.

.

.

.

.

0

3

66

31

1 74 1.74

1 33 1.33

31 2 31.2

2 65 2.65

0 30 0.30

0 32 0.32

0

.

0 050 0.050

0

3

65

32

1.70

1.28

33.3

.

.

.

.

.

.

0

2

65

33

1.67

1.24

34.5

2.64

0.27

0.29

0

.

0.058

0

2

63

35

1.72

1.31

31.5

.

.

.

.

.

.

0

2

67

31

1.77

1.41

25.8

2.65

.

.

.

.

.

0

5

69

26

1 74

1 33

30 8

0

4

66

30

B. H. No.-1 (One) 1.50 (UDS) ( ) 5.00 (UDS) 9.00 (SPT) 12.00 (SPT) 15.00 (SPT) 3.00 (UDS) 6.00 (SPT) 7.00 ((UDS)) 9.00 (SPT) 12.00 (SPT) 15.00

Soft grey clayey silt. Very soft grey clayey silt with decomposed wood & vegetation. Soft grey clayey silt with decomposed wood & vegetation. Medium grey clayey silt with low% sand mixed. Soft grey clayey silt with decomposed wood & vegetation. B. H. No.-2 (Two) Soft grey clayey silt silt. Soft grey clayey silt with decomposed wood & vegetation. Very soft grey clayey silt with decomposed wood & vegetation. p g Soft grey clayey silt with decomposed wood & vegetation. Medium grey clayey silt with low% sand mixed. Soft grey clayey silt with

98 ((hyd) y ) 98 (hyd) 97 (hyd) 95 (hyd) 97 (hyd) 97 (hyd) 97 (hyd) 98 ((hyd) y ) 98 (hyd) 95 (hyd) 96

GRAPH : NUMBER OF BLOWS VRS. MOISTURE CONTENT Location : TLF Shed in Haldia Installation of the Indian Oil Corporation at Haldia, West Bengal. B.H:- 1, Depth :- 1.50m

Number of blows vrs. moisture content

Moisture Content %

60 50 40 30 20 10 0 0

10

20

30

40

Number of blows 'N'

LIQUID LIMIT = 48%

50

60


Number of blows vrs. moisture content 80

Moisture Content %

70 60 50 40 30 20 10 0 0

10

20

30

40

Number of blows 'N'

LIQUID LIMIT = 66%

50

60


Number of blows vrs. moisture content

Moisture Content %

60 50 40 30 20 10 0 0

10

20

30

40

Number of blows 'N'

LIQUID LIMIT = 45%

50

60


Number of blows vrs. moisture content 80

Moisture Content %

70 60 50 40 30 20 10 0 0

10

20

30

40

Number of blows 'N'

LIQUID LIMIT = 65%

50

60

GRAPH : PARTICLE SIZE DISTRIBUTION CURVE Location : TLF Shed in Haldia Installation of the Indian Oil Corporation at Haldia, West Bengal. SOIL SAMPLE AT BORE HOLE NO. - 1

PARTICLE SIZE DISTRIBUTION CURVE 100 90 PERCENTA AGE FINER

80 70 60

AT1.50M

50

AT 5.00 M

40 30 20 10 0 0.001

0.01

0.1

1

PARTICLE SIZE IN "MM"

10

GRAPH : PARTICLE SIZE DISTRIBUTION CURVE Location : TLF Shed in Haldia Installation of the Indian Oil Corporation SOIL SAMPLE AT BORE HOLE NO. - 1


80 70 60

AT9.00 M

50

AT 12.00 M

40 30 20 10 0 0.001

0.01

0.1

1


10



80 70 60

AT 3.00 M

50

AT 6.00M

40 30 20 10 0 0.001

0.01

0.1

1


10



80 70 60

AT 7.00 M

50

AT 9.00M

40 30 20 10 0 0.001

0.01

0.1

1


10

Soil Investigation Report Haldia-A for TLF Construction

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