Soil Investigation Report Haldia-A for TLF Construction

8/10/2019 Soil Investigation Report Haldia-A for TLF Construction

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FOR ADDITION OF TLF SHED IN HALDIA INSTALLATION OF THE

INDIAN OIL CORPORATION AT HALDIA WEST BENGAL.

GLORY ENGINEERS SYNDICATE568, D. H. ROAD, KOLKATA- 34

Ph. No.- 033 2496-6970

e-mail- [email protected]


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Job No.- GES/S/32/2013

Date : 15thJune, 2013

ToMr. 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 HaldiaInstallation 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 investigationwas to explore and evaluate the subsurface conditions at various locations on the

site in order to develop geotechnical engineering recommendation for projectdesign 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 foundationconstruction 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, pleasecontact us.

Sincerely,

Glory Engineers Syndicate

S. Halder


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Site:

TLF Shed in Haldia Installation of the Indian

Oil Corporation at Haldia, West Bengal.

JobNo.

GES/S/32/2013Createdby S Halder

GLORY ENGINEERS SYNDICATE

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


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Site TLF Shed in Haldia Installation of the Indian Oil

Corporation at Haldia, West Bengal.

JobNo.

GES/S/32/2013

Page No.- 1


INTRODUCTION

GENERALIn 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 sub-

surface 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 theADDITIONAL 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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JobNo.

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Page No.- 2


Undisturbed and disturbed soil samples were tested in the Soil Mechanics

Laboratoryfor 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 designof 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 designand 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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Page No.- 3


FIELD INVESTIGATION

GENERALThe sub-surface conditions at the were explored from 21

stMay, 2013 to 22

2ndMay,

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.

BORINGBoring 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 mbelow Ground Level to prevent cave-

in 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.


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Page No.- 4


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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Page No.- 5


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 sub-

soils 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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JobNo.

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Page No.- 6


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.

TERMINATION

DEPTH

IN M

LOCATION OF G.W.T.

BELOW E.G.L.

IN M

1. B.H.-1 15.00 0.60 m.

2. B.H.-2 15.00 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 depthetc.


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Page No.- 7


SEQUENCE OF SUB-SOIL STRATIFICATION

Strata Description

Depth in meter

Thickness

In meter

N-

ValuesFrom To

Filled up with bricks bats

concrete & loose soil etc.

0.0 0.50 0.50 -

I Soft to medium grey clayey

silt.

0.50 3.50 3.00 4 to 5

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


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Page No.- 8


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

& vegetationand extend upto a depth of 3.50m to 9.50m below E. G. L.


STRATUM- III :

This stratum consists of Medium to stiff grey clayey silt with low% sand mixedand extend upto a depth of 9.50m to 12.50m below E. G. L.


STRATUM- IV :

This stratum consists of Soft grey clayey silt with decomposed wood &

vegetationand extend upto a depth of 12.50m to 15.00m below E. G. L.



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Page No.- 9


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 conventionalResidential / 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)

qnu = qu - D

qns = (qnu / Fs)

for > 360, general shear failure

< 280, local shear failure


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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

=Poissons Ratio

E = 500 Cu = Deformation Modulus

Ip = Influence Factor

Consolidation Settlement:

Sc :mvH P

Where

mv : Coefficient of volume compressibility

H : Thickness of the stratum considered

P : Increase of effective pressure at the centre of the stratum considered


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Page No.- 11


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.


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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 constructionand 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 greyclayey 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 adepth 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) Settlement (mm)

Isolated

1.50m x 1.50m

2.00m x 2.00m

2.50m x 2.50m

3.00m x 3.00m

Allowable

B. C.

Net allowable

B. C.

Calculated Permissible

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

Strip1.50m 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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Page No.- 13


In designing shallow foundationfollowing 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 its 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.

M A S C E I S

(GEOTECHNICAL CONSULTANT)


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JobNo. GES/S/31/2013


BORING WORK ON PROGRESS


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Job No.-

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CALCULATION OFBEARING 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 :

( 1 -2) i = Immediate settlement

i = qB I = Poissons ratio = 0.5,E 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

9.50 x 1500 x ( 1 0. 52)

i = X 1.12 B = Width of fdn. = 1500 mm

1400

= 8.55 mm


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Job No.-

GES/S/32/2013

Consolidation Settlement :

Sc = mvH P

Where

mv : Coefficient of volume compressibility

H : Thickness of the stratum considered

P : Increase of effective pressure at the centre of the stratum considered

Sc =mvH 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.


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B.H.-2

B.H.-1


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ncon

fine

d

Tes

t

i r e c

t S h e a r

Location: TLF Shed in Haldia Installation of the Indian Oil Corporation at

Haldia, West Bengal.Triaxial Test

(UU)

D

Depth

( inDescription

uidLimit

stic

Limit

ass

ing

75%

ron

Iss

ieve

lkDens

ity

(gm

/cc

)

yDens

ity

(gm

/cc

)

er

Con

tent

(%)

ificGrav

ity

ohes

ion

Kg

/cm

2)

ohes

ion

Kg

/cm

2)

eo

ffriction

egrees

)

e o

f f r i c t i o n

meter) Liq

Pla P

mic

Bu

l (Dr (

Wa

t

Spec C( C(

Ang

l (

A n g

l

B. H. No.-1 (One)

1.50

(UDS)Soft grey clayey silt. 48 33

98

(hyd)1.72 1.33 28.9 2.64 0.28 0.3 0

5.00

(UDS)

Very soft grey clayey silt with

decomposed wood & vegetation.70 35

98

(hyd)1.68 1.25 34.3 . 0.25 0.28 0

9.00

(SPT)

Soft grey clayey silt with


97

(hyd)1.69 1.28 32.4 2.66 . . .

12.00 Medium grey clayey silt with 95

(SPT)

low% sand mixed. (hyd). . . . . . .

15.00

(SPT)



97

(hyd)1.73 1.30 32.8 2.64 . . .

B. H. No.-2 (Two)

3.00 97

(UDS)o grey c ayey s .

(hyd). . . . . .

6.00

(SPT)



97

(hyd)1.70 1.28 33.3 . . . .

7.00

(UDS)

Very soft grey clayey silt with


98

(hyd)1.67 1.24 34.5 2.64 0.27 0.29 0

9.00

(SPT)



98

(hyd)1.72 1.31 31.5 . . . .

12.00

(SPT)

Medium grey clayey silt with

low% sand mixed.42 27

95

(hyd)1.77 1.41 25.8 2.65 . . .

15.00 Soft grey clayey silt with 96


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Location : TLF Shed in Haldia Installation o f the Indian Oil Corporation

B.H:- 1, Depth :- 1.50m

GRAPH : NUMBER OF BLOWS VRS. MOISTURE CONTENT

at Haldia, West Bengal.

10

20

30

40

50

60

MoistureContent%

Number of blows vrs. moisture content

LIQUID LIMIT = 48%

0 10 20 30 40 50 60

Number of blows 'N'


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B.H:- 1, Depth :- 9.00mat Haldia, West Bengal.

10

20

30

40

50

60

70

80

MoistureContent%


LIQUID LIMIT = 66%

0

0 10 20 30 40 50 60

Number of blows 'N'


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B.H:- 2, Depth :- 3.00m

GRAPH : NUMBER OF BLOWS VRS. MOISTURE CONTENTLocation : TLF Shed in Haldia Installation of the Indian Oil Corporation


10

20

30

40

50

60

MoistureContent%


LIQUID LIMIT = 45%

0 10 20 30 40 50 60

Number of blows 'N'


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B.H:- 2, Depth :- 6.00m



10

20

30

40

50

60

70

80

MoistureContent%


LIQUID LIMIT = 65%

0 10 20 30 40 50 60

Number of blows 'N'


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SOIL SAMPLE AT BORE HOLE NO. - 1

GRAPH : PARTICLE SIZE DISTRIBUTION CURVE

Location : TLF Shed in Haldia Installation of the Indian Oil Corporation


50

60

70

80

90

100

GEFINER

PARTICLE SIZE DISTRIBUTION CURVE

AT1.50M

AT 5.00 M

010

20

30

40

0.001 0.01 0.1 1 10

PERCENT

PARTICLE SIZE IN "MM"


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50

60

70

80

90

100

GEFINER


AT9.00 M

AT 12.00 M

010

20

30

40

0.001 0.01 0.1 1 10

PERCENT



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50

60

70

80

90

100

GEFINER


AT 3.00 M

AT 6.00M

010

20

30

40

0.001 0.01 0.1 1 10

PERCENT



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50

60

70

80

90

100

GEFINER


AT 7.00 M

AT 9.00M

010

20

30

40

0.001 0.01 0.1 1 10

PERCENT



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Soil Investigation Report Haldia-A for TLF Construction

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