soil investigation report haldia-a for tlf construction
TRANSCRIPT
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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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Page No.- 1
GLORY ENGINEERS SYNDICATE
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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GLORY ENGINEERS SYNDICATE
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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Site TLF Shed in Haldia Installation of the Indian Oil
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Page No.- 3
GLORY ENGINEERS SYNDICATE
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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GLORY ENGINEERS SYNDICATE
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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GLORY ENGINEERS SYNDICATE
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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GLORY ENGINEERS SYNDICATE
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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GLORY ENGINEERS SYNDICATE
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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GLORY ENGINEERS SYNDICATE
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.
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 mixedand 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 &
vegetationand 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.
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GLORY ENGINEERS SYNDICATE
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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GLORY ENGINEERS SYNDICATE
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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GLORY ENGINEERS SYNDICATE
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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GLORY ENGINEERS SYNDICATE
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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GLORY ENGINEERS SYNDICATE
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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GLORY ENGINEERS SYNDICATE
BORING WORK ON PROGRESS
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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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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
decomposed wood & vegetation.66 32
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)
Soft grey clayey silt with
decomposed wood & vegetation.65 31
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)
Soft grey clayey silt with
decomposed wood & vegetation.65 33
97
(hyd)1.70 1.28 33.3 . . . .
7.00
(UDS)
Very soft grey clayey silt with
decomposed wood & vegetation.68 35
98
(hyd)1.67 1.24 34.5 2.64 0.27 0.29 0
9.00
(SPT)
Soft grey clayey silt with
decomposed wood & vegetation.66 31
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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Location : TLF Shed in Haldia Installation o f the Indian Oil Corporation
GRAPH : NUMBER OF BLOWS VRS. MOISTURE CONTENT
B.H:- 1, Depth :- 9.00mat Haldia, West Bengal.
10
20
30
40
50
60
70
80
MoistureContent%
Number of blows vrs. moisture content
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
at Haldia, West Bengal.
10
20
30
40
50
60
MoistureContent%
Number of blows vrs. moisture content
LIQUID LIMIT = 45%
0 10 20 30 40 50 60
Number of blows 'N'
-
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Location : TLF Shed in Haldia Installation o f the Indian Oil Corporation
B.H:- 2, Depth :- 6.00m
GRAPH : NUMBER OF BLOWS VRS. MOISTURE CONTENT
at Haldia, West Bengal.
10
20
30
40
50
60
70
80
MoistureContent%
Number of blows vrs. moisture content
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
at Haldia, West Bengal.
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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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
AT9.00 M
AT 12.00 M
010
20
30
40
0.001 0.01 0.1 1 10
PERCENT
PARTICLE SIZE IN "MM"
-
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SOIL SAMPLE AT BORE HOLE NO. - 2
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
AT 3.00 M
AT 6.00M
010
20
30
40
0.001 0.01 0.1 1 10
PERCENT
PARTICLE SIZE IN "MM"
-
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SOIL SAMPLE AT BORE HOLE NO. - 2
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
AT 7.00 M
AT 9.00M
010
20
30
40
0.001 0.01 0.1 1 10
PERCENT
PARTICLE SIZE IN "MM"
-
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