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2017
GEOTECHNICAL INVESTIGATION REPORT
NAME OF THE PROJECT: GEOTECHNICAL INVESTIGATION STUDIES WORK FOR
ANDHRAPRADESH MEDTECH ZONE (AMTZ),
VISHAKHAPATNAM, ANDHRAPRADESH.
LOCATION: Manufacturing Unit
Borehole No.: BH‐17
Sample Ref. No: IDAX/QC/SOIL/40
Report Ref. No: IDAX/REP/ICRPL‐2017060007/EXP‐GI/2017‐18/455
TESTING AGENCY:
IDAX CONSULTING & RESEARCH PVT.LTD. Plot No. - 5016, Duplex-E, Brundaban Enclave, VSS Nagar,
Bhubaneswar-751007, Odisha (INDIA).
Tel: +91-674-3199991, 2360019, Fax: +91-674-2360019
E-mail: [email protected]
Web: www.idaxconsulting.com
Date of Test: 03.07.2017
Date of Submission of Report: 18.07.2017
IDAX CONSULTING & RESEARCH PVT.LTD.
Project Code: 2017060007_GI Page 1 of 22
P R E F A C E
IDAX CONSULTING & RESEARCH PVT.LTD. is pleased to submit the geotechnical
investigation report for BH-17 at Manufacturing Unit, for Andhrapradesh
MedTech Zone (AMTZ), Vishakhapatnam, Andhrapradesh. The objective of this
investigation is to ascertain the characteristics of Sub-soil to present necessary
information for sub-surface. It was endeavored to study in detail the sub-surface
conditions at the project site.
The general soil profiles and the geological stratification have been determined.
The field and laboratory works have been conducted as per relevant IS Codes.
This is to certify that the samples are collected from the proposed site for the Bore
Hole – 17 for Andhrapradesh MedTech Zone (AMTZ) at Manufacturing Unit,
Vishakhapatnam, Andhrapradesh by IDAX CONSULTING & RESEARCH PVT.LTD.
VSS NAGAR, BHUBANESWAR-751007. The laboratory
tests have been performed under the supervision of qualified personal, as per the
Indian standards and this report is prepared on the basis of these tests results and
experts experience.
For IDAX CONSULTING & RESEARCH PVT.LTD.
Engineer – Civil (Soil) Er. Pratiksha Ray B. Tech- Civil
(Head - Civil)
Er. Deepak Kumar Mallick
B. Tech (Hons.) – Civil (IIT Kharagpur)
IDAX CONSULTING & RESEARCH PVT.LTD.
Project Code: 2017060007_GI Page 2 of 22
CONTENTS
Sl. No. PARTICULARS PAGES
01. INTRODUCTION 03
02. SCOPE OF WORK 03 - 04
03. DETAILS OF FIELD WORK 05
04. LABORATORY TESTS 05 - 07
05. ANALYSIS OF SUB-SOIL INVESTIGATION 07 - 08
06. DETERMINATION OF SAFE BEARING CAPACITY 08
07. DETERMINATION OF ALLOWABLE BEARING CAPACITY 08
08. FOUNDATION & RECOMMENDATION 09
09. LIMITATION 09
10. CLOSURE 09 - 10
BORE LOG & LAB TEST RESULTS OF BORE HOLE
ABP CALCULATIONS
RECORD OF BORING
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1. INTRODUCTION
Intending to provide a safe, sound and economical foundation system for the Sub - Soil
Exploration work for BH-17 at Manufacturing Unit, Studies Work for
Andhrapradesh MedTech Zone (AMTZ), Vishakhapatnam, Andhrapradesh and
the work for conducting detailed soil investigation work has been awarded to Idax Consulting
& Research Private Limited, VSS Nagar, Bhubaneswar- 751007.
i. Objectives of Sub-soil Exploration
The objective of this Geo-technical investigation is to optimize the Foundation system for
proposed Project within the safe bearing capacity of the soil and allowable settlement, it
consists of the following
• Determination of type, size and depth of foundation- system by analyzing the soil
properties
• To suggest a conclusive recommendation for the type of foundation System to be adopted
which would be economically viable and structurally safe for the proposed structures of the
projects.
ii. Limitations of Investigation
The scope of Geo-technical exploration is confined within limitations of the framework of
agreement drawn between AMTZ LIMITED and IDAX CONSULTING & RESEARCH
PRIVATE LIMITED, Bhubaneswar-751007. All the field and laboratory experiments have
been carried out as per the Technical specification of the client and the relevant Indian
Standard Code of practice. However the directions issued by the authority in this respect has
been given due emphasis during the sub soil exploration work.
2. SCOPE OF WORK
The scope of work comprises of conducting detail soil investigation, laboratory testing,
conducting and estimation of safe bearing capacity for the above proposed work on drilled
borehole as shown by the Engineer-in charge.
i. Nature of Investigation Work
The all investigation consists of the following:
Visual reconnaissance of the site.
Field Work-Drilling of bore hole up to the required depth.
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Laboratory experiments, determination of soil parameters.
Analysis of field and Laboratory data
Arriving at the conclusive decision on foundation system to be adopted in the present
case using Our Engineering judgment, based on the current practice. The detailed
Geo-technical investigation work that was carried out consists of two parts.
ii. Field Investigation:
The field investigation consists of the following methods
Location of One number of bore hole with due consultation with the authority.
Boring / drilling up to 10.0m depth below N.G.L or refusal.
Conducting standard penetration test (SPT) & Collection of undisturbed sample
(UDS) at the locations prefixed by the Engineer-in-charge.
Observation of the depth of water table in the Borehole.
Study of site condition and surroundings with regards to the need of the Project.
Taking observation of surrounding structure to observe any deficiency in safety.
Transportation of all soil samples to laboratory for analysis with proper care.
iii. Laboratory Tests:
The Laboratory tests for the sample collected are given below
Determination of Grain size analysis
Determination of soil moisture content
Determination of liquid limit
Determination of plastic limit
Determination of specific gravity
Determination of Allowable Bearing Pressure of Rock.
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3. DETAILS OF FIELD WORK
i. Selection of Borehole:
One Bore-hole was selected by the Engineer in charge in order to obtain comprehensive
sub-soil data for this site with a provision of borings up to 10.0m depth as required as per
IS:1892 - 1979. For detailed laboratory investigation SPT is conducted @ 1.0 m intervals or
at change of soil Strata in different Boreholes and S.P.T soil samples were collected for
laboratory analysis. Disturbed representative, soil samples from all the Boreholes were
collected at 1.0 m. interval for different tests.
ii. Boring:
It is the main part of sub soil investigation work as the soil samples were collected for
different tests at different levels. The sub-soil exploration work at the proposed site was
carried out manually / mechanically using 150 mm diameter shell and auger manual
equipment in soft strata and power operated Mechanical boring in hard strata using diamond
cutter , as per IS : 1892 – 1979 .
iii. Standard Penetration Tests:
Standard penetration test plays a major role in sub soil investigation termination of safe
bearing capacity of soil in non cohesive type soil, particularly in non-cohesive granular sandy
soil and where the UDS could not be collected either due to high liquidity or non cohesive
nature of soil .The SPT tests were conducted as per IS: 2131-1981 respectively. The SPT
sampler was lower inside the borehole after drilling the required level and is driven by a
63.50 kg Rammer with a free fall of 750 mm. driving 450 mm in One stages 150 mm each
and the number of blows for each 150mm penetration for 2nd & 3rd 150 mm drive recorded
as “N”. Refusal was considered for N>100. The details of location of test and SPT value [N]
are presented in bore log data annexed separately.
iv. Ground Water Table:
During exploration work of the Location, 24hours observation it is found that the water table
is at 2.15m depth in BH-17 within the Boring depth from the existing ground level depending
on the location of boring. The water table may be fluctuating due to change of season.
4. LABORATORY TESTS
The laboratory-tests were conducted on selected representative disturbed / undisturbed soil
samples collected from different Borehole drilled at the proposed site. The tests include
Grain size analysis, Natural moisture content, D.F.S, Specific Gravity and Liquid limit, Plastic
limit, Plasticity index, Shear test, and Particles size distribution tests on representative soil
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sample were also carried out. All the tests conducted confirming to the requirements of I.S
specification. The results of all these tests have been annexed separately.
i. Grain Size Analysis:
The grain size analysis of different soil samples were done as per the requirement of IS:
2720 (Pt-IV) 1985 – method of test for soil, Grain size analysis. The details of the test results
are shown test result sheet separately. The results of grain size analysis are used to classify
the soil in various depths of boreholes. The results of all these tests have been annexed
separately.
ii. Natural Moisture Content:
The natural moisture content was determined from different undisturbed samples of different
Boreholes at different depths, as per IS: 2720(Pt-II)-1973: Method of test for soil,
determination of Water content.
iii. Determination of Specific Gravity:
The specific gravity of the UDS / DS samples have been determined at different levels as
per IS: 2720 (Pt-III) - 1980. It is used for determining void ratio, porosity, saturated density,
S.B.C, settlement of foundation system. The results of all these tests have been annexed
separately.
iv. Determination of Void Ratio:
The void-ratio of the UDS / DS samples has been determined at different levels and the
results are shown separately. It is used for determining specific gravity, optimum moisture
content, S.B.C, settlement of foundation system. The results of all these tests have been
annexed separately.
v. Determination of Liquid Limit / Plastic Limit:
The liquid and plastic limits of soils were other index properties of soil have also been
determined as per the relevant as per IS: 2720(Pt-v)-1985 Code of practice. The liquid and
plastic limits of soil samples have been determined in the laboratory and it is used for
determining S.B.C, settlement of foundation system etc. The results of all these tests have
been annexed separately.
i. Core Recovery:
Rock core samples are kept in the same order as recovered from bore hole run wise
(marked arrow on cores in the increasing order of depth). The length of all core samples is
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measured. Core recovery is the ratio of the sum of the lengths of all the cores recovered
from drilling per run.
Core Recovery (%) = (Total length of core pieces recovered/Length of run x 100
It is expressed in percentage (%).
ii. RQD:
Rock Quality Designation indicates the quality of the rock. RQD is defined as the ratio of the
sum of the total length of the cores of length 10cm and longer recovered from the drilling of
the total length of the borehole is 1.5m.
RQD = (Total length of cores in pieces of 10cm length or longer/length of the run) x 100
It is expressed in percentage (%).
iii. Unconfined compressive strength of rock specimens:
As soon as the rock core samples were received in the laboratory, Core Recovery
percentages and RQD percentages were determined. Then core samples which were longer
than the diameter that was 54mm were selected for preparation of specific specimens as per
IS: 9143-1979 in the ratio of length : diameter = 1:1 and correction factors applied ( since
limited intact rock core sampling was possible). Then the specimens were tested for
unconfined compressive strength.
5. ANALYSIS OF THE SUB-SOIL INVESTIGATION
LOCATION: Vishakhapatnam, Andhrapradesh
CO-ORDINATES:- N: 1950347.006, E: 729089.003 RL: 37.0mtr.
Borehole No. - 17 was have explored up to a depth of 10.0m the sub soil strata of the
Borehole is summarized as follows.
LAYER- 1
The layer starts from 0.0m to 3.0m & 5.0m to 8.0m consists of ‘Poorly Graded Clayey Sand’.
The soil sample in this layer was tested and results are summarized. The average weight
was Gravel- 1%, Sand- 56%, and Silt & Clay- 43%. The engineering classification of the soil
is SC as per IS: 1498-1970.
LAYER-2
The layer starts from 3.0m to 4.0m consists of ’Poorly Graded Gravel’. The soil sample in
this layer was tested and results are summarized. The average weight was Gravel- 53%,
Sand- 42%, and Silt & Clay- 5%. The engineering classification of the soil is GP as per IS:
1498-1970.
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Project Code: 2017060007_GI Page 8 of 22
LAYER- 3
The layer starts from 4.0m to 5.0m which is followed by ‘Moderately Strong’ Strata. The core
recovery at 5.0m is 18% & RQD is Nil, respectively. The engineering classification of the
Rock from 4.0m to 5.0m depth is Moderately Strong UCS (in MPa) 12.5 to 50.0 as per
IRC: 78-2014.
LAYER- 4
The layer starts from 8.0m to 10.0m consists of’ Poorly Graded Sand’. The soil sample in
this layer was tested and results are summarized. The average weight was Gravel- 0%,
Sand- 96%, and Silt & Clay- 4%. The engineering classification of the soil is SP as per IS:
1498-1970.
6. DETERMINATION OF SAFE BEARING CAPACITY (SBC)
Borehole
Depth in mtrs.
Net Safe Bearing Capacity in T/m2.
Gross Safe Bearing Capacity in T/m2.
BH – 17
1.0 10.29 11.29
2.0 46.24 48.24
3.0 49.11 52.31
4.0 116.94 120.94
7. DETERMINATION OF ALLOWABLE BEARING PRESSURE OF
(ABP)
The allowable bearing pressure has been calculated as per IS: 2131 & IS: 8009 (Part-I) at
different depth from the existing ground level. The details of the calculation are annexed
separately.
Borehole- 17
Depth in mtrs.
Allowable Bearing Pressure in T/m2
25mm 40mm 75mm
2.0 18.54 29.67 55.63
4.0 27.23 43.58 81.70
6.5 33.36 53.37 100.07
8.0 35.47 56.75 106.40
9.0 36.49 58.38 109.47
10.0 46.31 74.10 138.94
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8. FOUNDATION & RECOMMENDATION
Based on our field and laboratory investigation, the following recommendations are made:
i. The stratum encountered in different boreholes at different depths is presented in
respective soil profile sheets.
ii. The water table if encountered in the boreholes is also indicated in the soil profile
sheets.
iii. The depth of foundation shall be decided based on bearing capacity and uplift
resistance required.
iv. The recommended safe bearing capacity for the footing is computed based on
footing size as specified for suggested foundations are given below.
v. As per site condition which, visual observations of soil samples at site, field bore log
record, local geology of the area, type of sample received, laboratory classification of
soil samples and based on the experience of our Geotechnical Expert, it is
recommended to provide open foundation.
vi. The recommended safe bearing capacity for the footing is computed based on
footing size as specified for suggested foundations are given below. It is feasible to
provide open foundations. Open foundations can be placed at a depth of 3.0m below
the existing ground level. However for heavily loaded structures the foundation depth
can be increased as per the design load.
9. LIMITATION
The soil investigation has been carried out at the location chosen by the client.
Recommendations made in the report are hence valid only for these tests locations.
However if there is any change in subsoil conditions and properties at places beyond chosen
test locations, the soil consultants be contacted for further guidance.
10. CLOSURE
We appreciate the opportunity given to us to submit this draft report. This presented report is
based on observations and tests on samples collected from the boreholes as decided by the
client. In case any difference is noticed in the field subsoil strata and reported subsoil strata
during excavation please contact us before proceeding with further construction.
IDAX CONSULTING & RESEARCH PVT.LTD.
Project Code: 2017060007_GI Page 10 of 22
NB:
The above test reports are based on the sample received by our laboratory.
The test results relates only to the items tested.
The report shall not be reproduced except in full without the approval of the testing
laboratory.
For IDAX CONSULTING & RESEARCH PVT.LTD.
Engineer – Civil (Soil) Er. Pratiksha Ray B. Tech- Civil
(Head - Civil)
Er. Deepak Kumar Mallick
B. Tech (Hons.) – Civil (IIT Kharagpur)
IDAX CONSULTING & RESEARCH PVT.LTD.
Project Code: 2017060007_GI Page 11 of 22
BORE LOG AND LAB TEST RESULT OF BOREHOLE
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Project Code: 2017060007_GI Page 12 of 22
BORE HOLE -17
Type of Soil
Soil
Profile
Depth
in mtrs.
SPT Value "N" Depth Plot
N
Type of
Sample
Core
Recovery
(%)
R.Q.D
(%)
N1 - N2 - N3
0.00
SC
GP
SC
SP
0 10 20 30 40 50 60 70 80 90 100
0.0
Poorly graded
1.0
clayey sand
2.0 35
12-14-21
SPT Sample
WL:
2.15 m
3.0
Poorly graded
gravel 4.0
50 >50 SPT Sample
Moderately
strong
5.0 18% Nil
6.0
Poorly graded
clayey sand
7.0
63 22-28-35
SPT Sample
8.0
71
26-31-40
SPT Sample
Poorly graded
9.0
78
28-36-42
SPT Sample
sand
10.0 100
>100
SPT Sample
TABLE ‐ 1
SUMMARY SHEET RESULT OF SOIL SAMPLE
LOCATION: MANUFACTURING UNIT CLIENT: AMTZ LIMITED
CO‐ORDINATES:‐ N: 1950347.006 E: 729089.003 RL: 37.0 mtr
L O
CA
T I
O N
No
.
Sa
m p
lin
g D
epth
(m
)
T y
pe
of
s a
m p
le
SP
T V
a lu
e (
N )
Grain size analysis
D .
F .
S .
In
%
Atterberg’s Limits
C la
s s
ific
a t
ion
of
S o
il
Density test
N a
tu ra
l M
o is
tu
re c
o n
ten
t(%
)
Sp
eci
fic
gra
vity
Shear Parameters
Vo
id R
a t
io (
e o
)
Pe
rm
ea
bili
ty T
e s
t
in c
m /
se c
G r
av
el in
%
(2 0
m m
- 4
.75
m m
)
C o
ars
e S
an
d in
%
(4 .7
5m
m -
2m
m )
M e
diu
m S
an
d in
%
(2 m
m -
.4
25
m m
)
F in
e S
and
in
%
(.4
25
m m
- .
07
5m
m )
S ilty
& C
la
y in
%
(.0
75
m m
P a
ss
in g
)
Liq
uid
Lim
it
(% )
Pla
s tic
Lim
it
(% )
Pla
s ti
c it
y I
nd
ex
(%
)
Bu
lk d
en
s it
y in
g
m /
c c
.
D r
y d
en
s it
y in
g
m /
c c
.
T y
pe
of
T e
s t
C o
he
s io
n (
C )
Kg
/c m
2
An
gle
of in
te r
na
l
fric
tio
n( φ
) in
D e
gre
e
BH No.-17
0.0 DS - 0.00 1.68 19.87 36.54 41.91 20 33 20 13 SC
13.27 2.61
1.0 UDS - 0.00 0.00 15.32 41.02 43.66 20 35 22 13 SC 1.905 1.638 16.33 2.60 TA 0.24 8 0.59 0.66x10‐5
2.0 SPT 35 3.65 18.97 32.05 6.33 39.00 15 31 19 12 SC
14.36 2.67
3.0 UDS - 6.05 26.98 19.94 9.35 37.68 10 30 20 10 SC 1.983 1.711 15.87 2.65 DS 0.18 25 0.55
4.0 SPT >100 53.24 21.05 16.02 4.97 4.72 0 20 NP NP GP
13.57 2.74
6.5 SPT 63 0.00 0.00 11.78 42.36 45.86 20 33 21 12 SC
16.35 2.58
8.0 SPT 71 0.00 15.36 20.74 15.23 48.67 25 35 20 15 SC
18.21 2.64
9.0 SPT 78 0.00 0.00 20.47 74.89 4.64 0 24 NP NP SP
15.24 2.55
10.0 SPT >100 0.00 5.64 32.74 57.38 4.24 0 21 NP NP SP
15.67 2.55
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ALLOWABLE BEARING PRESSURE (ABP) AND SAFE
BEARING CAPACITY (SBC) OF SOIL
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Project Code: 2017060007_GI Page 15 of 22
CALCULATION OF ALLOWABLE BEARING PRESSURE (ABP) FOR
SETTLEMENT CRITERIA
Project Name: GEOTECHNICAL INVESTIGATION FOR AMTZ LIMITED
Location: MANUFACTURING UNIT Project Code: 2017060001-GI
Bore Hole No.: 17 Water Table: 2.15 mtrs
References Calculations
IS:8009 (Part-I) Input Data
Width / Diameter of Footing (Assumed) B = 2 mtr.
Length of Footing (Assumed) L = 2 mtr.
Shape of the Foundation = SQUARE Influence Zone below foundation level = 3.00 mtr.
Type of Soil Strata = Elastic/Immediate (For Sandy & Granular Strata)
Type of Foundation = Flexible Foundation
Fig-11 Correction Factor for Rigidity Cr = 1.0
Water Table depth below GL = 2.15 mtr.
Fig-9 Water Table Factor to be Considered ? = Worst Condition Scenario (Submerged)
Fig-12
Fox's Depth Factor to be Considered ?
Cd
=
YES
Depth to be ignored in Depth Factor
Computation for loose soils, poorly
compacted backfill, scour, etc. = 0 mtr.
SP
T C
ond
ucte
d a
t D
epth
in
m tr.
Fie
ld S
PT
Valu
e (
N)
W id
th o
f F
oo
tin
g in
M .
(Assu
m e
d)
Correction of
Co
rre
sp
on
din
g s
ett
lem
en
t in m
m fo
r
1kg/c
m2 a
s p
er
IS: 80
09 (
Part
-I)
Fig
-
9 (
Si)
Co
rre
ctio
n F
acto
r fo
r W
ate
r T
ab
le a
s
per
IS:8
009 (
Part
-I)
Cw
Fox C
orr
ectio
n for
Depth
as p
er
IS:8
009 (
Part
-I),
Fig
-12 C
d
Fin
al C
orr
ecte
d S
ett
lem
en
t in
m
m S
=S
ixC
dxC
r/C
w m m
se
ttle
m e
nt
in
T/m
2.
m m
se
ttle
m e
nt
in
T/m
2.
m m
se
ttle
m e
nt
in
T/m
2.
SPT values
(IS:2131-1981)
Corr
ecte
d S
PT
va
lue
due t
o o
ver
burd
en
pre
ssure
(N
')
Corr
ecte
d S
PT
va
lue a
s
per
Dila
tancy (
N")
25
40
75
N Value >3
AB
P f
or
AB
P f
or
AB
P f
or
2.00 35 2 35.00 25.00 9.93 0.54 0.73 13.48 18.54 29.67 55.63
4.00 50 2 50.00 32.50 7.40 0.50 0.62 9.18 27.23 43.58 81.70
6.50 63 2 58.59 36.80 6.46 0.50 0.58 7.49 33.36 53.37 100.07
8.00 71 2 60.35 37.70 6.29 0.50 0.56 7.05 35.47 56.75 106.40
9.00 78 2 62.40 38.70 6.12 0.50 0.56 6.85 36.49 58.38 109.47
10.00 100 2 80.00 47.50 4.91 0.50 0.55 5.40 46.31 74.10 138.94
( U n
s o
a k
ed /
S o
ak
ed )
(K N
)
(T o
n )
(K g
/ c m
2 )
C o
n s
i d
e r
i n g
Fa
c t o
r o
f
(T o
n /
m 2 )
(M p
a )
p e
r I R
C :
78
- 2
01
4
TEST RESULT OF ROCK SPECIMEN As per IS: 1121
Bore Hole No:- 17
S l
. N o
.
D e
p t
h of
S a
m p
l e
( m t
r )
T
e s
t C o
n d
it io
n
D
i a
o f t
h e
S a
m p
l e
(c m
)
Le n
g t h
of t
h e
S a
m p
l e
( c m
)
A
r e
a ( c
m 2 )
Unconfined compressive Strength
C
l as
s i
f i c
a t
i o n
o f
R o
c k
as
Lo
a d
Lo
a d
C r
us
h i
ng
S t
r e
n g
t h
C r
us
h i n
g S
t r e
n g
t h
a f t
e r
S a
fe
ty
U
C S
1
4.00 to 5.00
Soaked
5.4
5.4
22.90
33.5
3.35
146.45
183.06
14.64
Moderately Strong
The above test results pertains to the sample received by the Laboratory
Note : Considering Factor of Safety = 8 as per IRC: 78 - 2014.
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CALCULATION OF SAFE BEARING CAPACITY (SBC) Based on C, • Value
Project Name: GEOTECHNICAL INVESTIGATION FOR AMTZ LIMITED
Location: MANUFACTURING UNIT Project Code: 2017060007 - GI
Bore hole no.: 17 Depth of Sample: 3.00 mtrs Water Table: 2.15 mtrs
References Calculations
IS:6403, Table -1
Input Data
Cohesion C = 0.18 Kg/cm2 Depth of Foundation Df = 3.00 mtr.
Angle of internal friction Ф = 25 Degrees
tan-1 ( 0.67 tanФ ) Ф' = 17 Degrees
Bulk Density = 1.983 gm/cc Field Moisture Content = 15.87 %
Dry Density γd = 1.711 gm/cc Specific Gravity Gs = 2.65
Saturated Density γsat = 2.065 gm/cc Void Ratio e = 0.55
Submersible Density γs = 1.065 gm/cc
Width / Diameter of Footing (Assumed) B = 2 mtr.
Length of Footing (Assumed) L = 2 mtr.
Type of Footing = Square Footing
Condition of Soil = Medium
Overburden Pressure
q = (Df x γs) / 1000 = 0.320 Kg/cm2 Bγ =( B x γs) / 1000 = 0.213 Kg/cm2
Bearing Capacity Factors
Shape Factors For Square Footing Water Table Effect
Sc = 1.3 Sq = 1.2 Sγ = 0.8 W' = 0.5
Depth Factors Inclination Factors
dc = 1+0.2 x (Df/B) x tan(45+Ф/2) = 1.471 ic = iq = iγ = 1
dq = dγ = 1.235
In case of general shear failure Net Ultimate Bearing Capacity
qd = CNcScdcic + q(Nq -1) Sqdqiq + 0.5 BγNγSγdγiγW'
= 7.132 + 4.574 + 0.572 = 12.278 Kg/cm2
In case of Local shear failure Net Ultimate Bearing Capacity
q'd = 2/3 x CN'cScdcic + q(N'q -1)Sqdqiq + 0.5 BγN'γSγdγiγW'
= 2.873 + 1.858 + 0.197 = 4.928 Kg/cm2
After Interpolating, Net Ultimate Bearing Capacity Qnu = 12.278 Kg/cm2
Soil Bearing Capacity (SBC)= Qs = Qnu / FS + OB Factor of Safety (FS) = 2.5
Qs= 5.231 Kg/cm2 = 52.31 Tons/m2
Net Safe Bearing Capacity (NSBC)= Qns = Qnu / FS = Qs - OB
Qns= 4.911 Kg/cm2 = 49.11 Tons/m2
IS:6403, Table -2
Dense
Loose
Medium
SBC = 52.31 Tons/m2 NSBC = 49.11 Tons/m2
Ф Nc Nq Nγ
25 20.720 10.660 10.880
Ф' N'c N'q N'γ
17 12.520 4.924 3.746
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Project Code: 2017060007_GI Page 18 of 22
CALCULATION OF SAFE BEARING CAPACITY (SBC) Based on SPT "N" Value
Project Name: GEOTECHNICAL INVESTIGATION FOR AMTZ LIMITED
Location: MANUFACTURING UNIT Project Code: 2017060007 - GI
Bore Hole No.: 17 Depth of Sample: 2.00 mtrs Water Table: 2.15 mtrs
References Calculations
IS:2131, Fig-1
Input Data
Field SPT Value N = 35
Depth of Foundation Df = 2.00 mtr.
Corrected SPT value after over burden pressure N' = 45.500
Corrected SPT value after Dilatancy N" = 30.250
Angle of internal friction based on SPT "N" Value Ф = 35.7 Degrees
tan-1 ( 0.67 tanФ ) Ф' = 26 Degrees
Submersible density (Assumed) γs = 1.000 gm/cc
Width / Diameter of Footing (Assumed) B = 2 mtr.
Length of Footing (Assumed) L = 2 mtr.
Type of Footing = Square Footing
Condition of Soil = Dense
Overburden Pressure
q = (Df x γs) / 1000 = 0.200 Kg/cm2 Bγ =( B x γs) / 1000 = 0.200 Kg/cm2
Bearing Capacity Factors
Shape Factors For Square Footing Water Table Effect
Sc = 1.3 Sq = 1.2 Sγ = 0.8 W' = 0.5
Depth Factors Inclination Factors
dc = 1+0.2 x (Df/B) x tan(45+Ф/2) = 1.39 ic = iq = iγ = 1
dq = dγ = 1.195
In case of general shear failure Net Ultimate Bearing Capacity C = 0
qd = CNcScdcic + q(Nq -1) Sqdqiq + 0.5 BγNγSγdγiγW'
= 0.000 + 9.264 + 2.296 = 11.560 Kg/cm2
In case of Local shear failure Net Ultimate Bearing Capacity
q'd = 2/3 x CN'cScdcic + q(N'q -1)Sqdqiq + 0.5 BγN'γSγdγiγW'
= 0.000 + 0.000 + 0.000 = 0.000 Kg/cm2
Net Ultimate Bearing Capacity Qnu = 11.560 Kg/cm2
Soil Bearing Capacity (SBC)= Qs = Qnu / FS + OB Factor of Safety (FS) = 2.5
Qs= 4.824 Kg/cm2 = 48.24 Tons/m2
Net Safe Bearing Capacity (NSBC)= Qns = Qnu / FS = Qs - OB
Qns= 4.624 Kg/cm2 = 46.24 Tons/m2
IS:6403, Fig-1
IS:6403, Fig-1
IS:6403, Table -1
IS:6403, Table -2
Dense
Loose
Medium
SBC = 48.24 Tons/m2 NSBC = 46.24 Tons/m2
Ф Nc Nq Nγ
36 46.120 33.300 48.030
Ф' N'c N'q N'γ
26 22.628 12.208 13.184
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Project Code: 2017060007_GI Page 19 of 22
CALCULATION OF SAFE BEARING CAPACITY (SBC) Based on C, • Value
Project Name: GEOTECHNICAL INVESTIGATION FOR AMTZ LIMITED
Location: MANUFACTURING UNIT Project Code: 2017060007 - GI
Bore hole no.: 17 Depth of Sample: 3.00 mtrs Water Table: 2.15 mtrs
References Calculations
IS:6403, Table -1
Input Data
Cohesion C = 0.18 Kg/cm2 Depth of Foundation Df = 3.00 mtr.
Angle of internal friction Ф = 25 Degrees
tan-1 ( 0.67 tanФ ) Ф' = 17 Degrees
Bulk Density = 1.983 gm/cc Field Moisture Content = 15.87 %
Dry Density γd = 1.711 gm/cc Specific Gravity Gs = 2.65
Saturated Density γsat = 2.065 gm/cc Void Ratio e = 0.55
Submersible Density γs = 1.065 gm/cc
Width / Diameter of Footing (Assumed) B = 2 mtr.
Length of Footing (Assumed) L = 2 mtr.
Type of Footing = Square Footing
Condition of Soil = Medium
Overburden Pressure
q = (Df x γs) / 1000 = 0.320 Kg/cm2 Bγ =( B x γs) / 1000 = 0.213 Kg/cm2
Bearing Capacity Factors
Shape Factors For Square Footing Water Table Effect
Sc = 1.3 Sq = 1.2 Sγ = 0.8 W' = 0.5
Depth Factors Inclination Factors
dc = 1+0.2 x (Df/B) x tan(45+Ф/2) = 1.471 ic = iq = iγ = 1
dq = dγ = 1.235
In case of general shear failure Net Ultimate Bearing Capacity
qd = CNcScdcic + q(Nq -1) Sqdqiq + 0.5 BγNγSγdγiγW'
= 7.132 + 4.574 + 0.572 = 12.278 Kg/cm2
In case of Local shear failure Net Ultimate Bearing Capacity
q'd = 2/3 x CN'cScdcic + q(N'q -1)Sqdqiq + 0.5 BγN'γSγdγiγW'
= 2.873 + 1.858 + 0.197 = 4.928 Kg/cm2
After Interpolating, Net Ultimate Bearing Capacity Qnu = 12.278 Kg/cm2
Soil Bearing Capacity (SBC)= Qs = Qnu / FS + OB Factor of Safety (FS) = 2.5
Qs= 5.231 Kg/cm2 = 52.31 Tons/m2
Net Safe Bearing Capacity (NSBC)= Qns = Qnu / FS = Qs - OB
Qns= 4.911 Kg/cm2 = 49.11 Tons/m
2
IS:6403, Table -2
Dense
Loose
Medium
SBC = 52.31 Tons/m2
NSBC = 49.11 Tons/m
2
Ф Nc Nq Nγ
25 20.720 10.660 10.880
Ф' N'c N'q N'γ
17 12.520 4.924 3.746
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Project Code: 2017060007_GI Page 20 of 22
CALCULATION OF SAFE BEARING CAPACITY (SBC) Based on SPT "N" Value
Project Name: GEOTECHNICAL INVESTIGATION FOR AMTZ LIMITED
Location: MANUFACTURING UNIT Project Code: 2017060007 - GI
Bore Hole No.: 17 Depth of Sample: 4.00 mtrs Water Table: 2.15 mtrs
References Calculations
IS:2131, Fig-1
Input Data
Field SPT Value N = 50
Depth of Foundation Df = 4.00 mtr.
Corrected SPT value after over burden pressure N' = 54.000
Corrected SPT value after Dilatancy N" = 34.500
Angle of internal friction based on SPT "N" Value Ф = 36.9 Degrees
tan-1 ( 0.67 tanФ ) Ф' = 27 Degrees
Submersible density (Assumed) γs = 1.000 gm/cc
Width / Diameter of Footing (Assumed) B = 2 mtr.
Length of Footing (Assumed) L = 2 mtr.
Type of Footing = Square Footing
Condition of Soil = Dense
Overburden Pressure
q = (Df x γs) / 1000 = 0.400 Kg/cm2 Bγ =( B x γs) / 1000 = 0.200 Kg/cm2
Bearing Capacity Factors
Shape Factors For Square Footing Water Table Effect
Sc = 1.3 Sq = 1.2 Sγ = 0.8 W' = 0.5
Depth Factors Inclination Factors
dc = 1+0.2 x (Df/B) x tan(45+Ф/2) = 1.801 ic = iq = iγ = 1
dq = dγ = 1.4
In case of general shear failure Net Ultimate Bearing Capacity C = 0
qd = CNcScdcic + q(Nq -1) Sqdqiq + 0.5 BγNγSγdγiγW'
= 0.000 + 25.859 + 3.377 = 29.236 Kg/cm2
In case of Local shear failure Net Ultimate Bearing Capacity
q'd = 2/3 x CN'cScdcic + q(N'q -1)Sqdqiq + 0.5 BγN'γSγdγiγW'
= 0.000 + 0.000 + 0.000 = 0.000 Kg/cm2
Net Ultimate Bearing Capacity Qnu = 29.236 Kg/cm2
Soil Bearing Capacity (SBC)= Qs = Qnu / FS + OB Factor of Safety (FS) = 2.5
Qs= 12.094 Kg/cm2 = 120.94 Tons/m2
Net Safe Bearing Capacity (NSBC)= Qns = Qnu / FS = Qs - OB
Qns= 11.694 Kg/cm2 = 116.94 Tons/m2
IS:6403, Fig-1
IS:6403, Fig-1
IS:6403, Table -1
IS:6403, Table -2
Dense
Loose
Medium
SBC = 120.94 Tons/m2 NSBC = 116.94 Tons/m2
Ф Nc Nq Nγ
37 51.958 39.480 60.306
Ф' N'c N'q N'γ
27 24.506 13.756 15.488
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Project Code: 2017060007_GI Page 21 of 22
CHEMICAL TEST REPORTS:
WATER SAMPLES: (BH-17)
PARAMETERS
UNIT
RESULTS
pH Moles/H+ ions 6.85
CONDUCTIVITY s/cm 238
TDS ppm 119
CHLORIDE (CL) mg/ltr 17.99
HARDNESS (CaCo3) mg/ltr 72
TURBIDITY NTU 66.5
ALKALINITY mg/ltr 75
SOIL SAMPLES: (BH-17)
PARAMETERS UNIT RESULTS
pH
Moles/H ions
6.45
CONDUCTIVITY s/cm 278.5
CHLORIDE mg/l 136.4
SULPHATE mg/l 95.8
TOTAL SOLUBLE SOLID mg/l 76.3
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Project Code: 2017060007_GI Page 22 of 22
RECORD OF BORING FROM FIELD
(TO BE GIVEN LETER)