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GEOTECHNICAL INVESTIGATION REPORT
NAME OF THE PROJECT: GEOTECHNICAL INVESTIGATION STUDIES WORK FOR
ANDHRAPRADESH MEDTECH ZONE (AMTZ),
VISHAKHAPATNAM, ANDHRAPRADESH.
LOCATION: CENTER FOR X‐RAY & CT‐SCAN
Borehole No.: BH‐02
Sample Ref. No: IDAX/QC/SOIL/38
Report Ref. No: IDAX/REP/ICRPL‐2017060007/EXP‐GI/2017‐18/ 425
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: 05.07.2017
Date of Submission of Report: 10.07.2017
IDAX CONSULTING & RESEARCH PVT.LTD.
Project Code: 2017060007_GI Page 1 of 20
P R E F A C E
IDAX CONSULTING & RESEARCH PVT.LTD. is pleased to submit the geotechnical
investigation report for BH-02 at Center For X-ray & Ct-Scan, Studies Work 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 – 02 for Andhrapradesh MedTech Zone (AMTZ) at Center For X-ray & Ct-Scan,
Vishakhapatnam, Andhrapradesh by IDAX CONSULTING & RESEARCH PVT.LTD.
VSS NAGAR, BHUBANESWAR-75100.
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 20
CONTENTS
Sl. No. PARTICULARS PAGES
01. INTRODUCTION 03
02. SCOPE OF WORK 03 - 04
03. DETAILS OF FIELD WORK 05
04. LABORATORY TESTS 06 - 07
05. ANALYSIS OF SUB-SOIL INVESTIGATION 07
06. DETERMINATION OF SAFE BEARING CAPACITY 07
07. DETERMINATION OF ALLOWABLE BEARING CAPACITY 08
08. FOUNDATION & RECOMMENDATION 08 - 09
09. LIMITATION 09
10. CLOSURE 09
BORE LOG & LAB TEST RESULTS OF BORE HOLE
ABP CALCULATIONS
RECORD OF BORING
IDAX CONSULTING & RESEARCH PVT.LTD.
Project Code: 2017060007_GI Page 3 of 20
1. INTRODUCTION
Intending to provide a safe, sound and economical foundation system for the Sub - Soil
Exploration work for BH-02 at Center For X-ray & Ct-Scan, 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 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.
IDAX CONSULTING & RESEARCH PVT.LTD.
Project Code: 2017060007_GI Page 4 of 20
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.
IDAX CONSULTING & RESEARCH PVT.LTD.
Project Code: 2017060007_GI Page 5 of 20
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 2.46m depth in BH-02 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.
IDAX CONSULTING & RESEARCH PVT.LTD.
Project Code: 2017060007_GI Page 6 of 20
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
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.
IDAX CONSULTING & RESEARCH PVT.LTD.
Project Code: 2017060007_GI Page 7 of 20
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
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: 1950187.605 E: 729342.469 RL: 30.0mtr.
Borehole No. - 02 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 & 5.0m consists of ‘Poorly Graded Clayey Sand’. The soil sample
in this layer was tested and results are summarized. The average weight was Gravel- 6%,
Sand- 50%, and Silt & Clay- 44%. The engineering classification of the soil is SC as per IS:
1498-1970.
IDAX CONSULTING & RESEARCH PVT.LTD.
Project Code: 2017060007_GI Page 8 of 20
LAYER- 2
The layer starts from 0.50m to 2.0m consists of’ Medium Plastic Silty Clay’. The soil sample
in this layer was tested and results are summarized. The average weight was Gravel- 0%,
Sand- 42%, and Silt & Clay- 58%. The engineering classification of the soil is CI as per IS:
1498-1970.
LAYER- 3
The layer starts from 2.0m to 4.0m consists of ‘Low Plastic Silty Clay’. The soil sample in this
layer was tested and results are summarized. The average weight was Gravel- 4%, Sand-
44%, and Silt & Clay- 52%. The engineering classification of the soil is CL as per IS: 1498-
1970.
LAYER- 4
The layer starts from 4.0m to 5.0m consists of ‘Poorly Graded Clayey Sand’. The soil sample
in this layer was tested and results are summarized. The average weight was Gravel- 13%,
Sand- 41%, and Silt & Clay- 46%. The engineering classification of the soil is SC as per IS:
1498-1970.
LAYER- 5
The layer starts from 5.0m to 6.5m consists of ‘High Plastic Silty Clay’. The soil sample in
this layer was tested and results are summarized. The average weight was Gravel- 0%,
Sand- 30%, and Silt & Clay- 70%. The engineering classification of the soil is CH as per IS:
1498-1970.
LAYER- 6
The layer starts from 6.0m 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- 97%, and Silt & Clay- 3%. 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 – 02
1.0
15.12
16.15
2.0
25.76
27.76
3.0
27.40
30.40
IDAX CONSULTING & RESEARCH PVT.LTD.
Project Code: 2017060007_GI Page 9 of 20
7. ETERMINATION 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-02
Depth in mtrs.
Allowable Bearing Pressure in T/m2
25mm 40mm 75mm
2.0 15.43 24.69 46.29
4.0 25.85 41.36 77.55
5.0 29.57 47.32 88.72
6.5 36.61 58.58 109.84
8.0 42.01 67.22 126.03
9.0 42.62 68.20 127.87
10.0 46.31 74.10 138.94
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
IDAX CONSULTING & RESEARCH PVT.LTD.
Project Code: 2017060007_GI Page 10 of 20
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.
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 20
BORE LOG AND LAB TEST RESULT OF BOREHOLE
IDAX CONSULTING & RESEARCH PVT.LTD.
Project Code: 2017060007_GI Page 12 of 20
BORE HOLE - 02
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
Poorly Graded
Clayey Sand
0.00
SC
CI
CL
SC
CH
SP
0.0
0 10 20 30 40 50 60 70 80 90 100
1.0
Medium Plastic
Silty Clay
2.0 23
08-10-13
SPT Sample
Low Plastic Silty
Clay
3.0
WL: 2.46m
4.0
47
20-21-26
SPT Sample
Poorly Graded
Clayey Sand
5.0 53 22-25-28 SPT Sample
High Plastic Silty
Clay 6.0
70 25-31-39 SPT Sample
7.0
8.0
86
38-42-44
SPT Sample
Poorly Graded
Sand
9.0 93
39-45-48 SPT Sample
10.0
100
>100
SPT Sample
TABLE ‐ 1
SUMMARY SHEET RESULT OF SOIL SAMPLE
LOCATION: CENTER FOR X‐RAY & CT‐SCAN CLIENT: ANDHRA PRADESH MEDTECH ZONE LIMITED
CO‐ORDINATES:‐ N:1950187.605 E: 729342.469 RL: 30mtr
LO
CA
TIO
N N
o.
Sam
plin
g D
ep
th (
m)
Type o
f sam
ple
SP
T V
alu
e (
N)
Grain size analysis
D.F
.S. In
%
Atterberg’s Limits
Cla
ssific
ation o
f S
oil
Density test
Natu
ral
Mo
istu
re
conte
nt(
%)
Specific
gra
vity
Shear Parameters
Void
Ratio (
eo
)
Gra
vel in
%
(20m
m -
4.7
5m
m)
Coars
e S
and in %
(4.7
5m
m -
2m
m)
Me
diu
m S
and in %
(2m
m -
.425
mm
)
Fin
e S
and in %
(.425
mm
- .
075
mm
)
Silt
y &
Cla
y in %
(.0
75
mm
Pa
ssin
g)
Liq
uid
Lim
it (
%)
Pla
stic L
imit (
%)
Pla
sticity Inde
x (
%)
Bulk
den
sity in
gm
/cc.
Dry
den
sity in
gm
/cc.
Type o
f T
est
Cohesio
n (
C )
Kg/c
m2
Angle
of
inte
rnal
fric
tion( φ
) in
Degre
e
BH No.-02
0.0 DS - 0.00 0.00 6.74 51.08 42.18 30 33 20 13 SC
14.74 2.49
1.0 UDS - 0.00 12.98 18.78 8.02 60.22 45 41 22 19 CI 2.004 1.666 20.31 2.62 DS 0.15 19
2.0 SPT 23 0.00 15.75 21.69 6.54 56.02 40 38 21 17 CI
23.08 2.61
3.0 UDS - 2.54 10.76 30.54 3.38 52.78 40 35 20 15 CL 1.992 1.624 22.65 2.60 DS 0.14 22
4.0 SPT 47 5.62 9.90 29.06 4.50 50.92 40 34 19 15 CL
25.22 2.58
5.0 SPT 53 12.98 25.82 10.51 4.15 46.54 30 35 21 14 SC
22.75 2.63
6.5 SPT 70 0.00 0.00 7.18 22.58 70.24 60 62 26 36 CH
25.13 2.46
8.0 SPT 86 0.00 4.11 40.36 51.94 3.59 0 23 NP NP SP
17.18 2.53
9.0 SPT 93 0.00 3.76 28.71 65.35 2.18 0 24 NP NP SP
14.36 2.56
10.0 SPT 100 0.00 6.18 32.99 56.81 4.02 0 21 NP Np SP
16.24 2.55
IDA
X C
ON
SU
LT
ING
& R
ES
EA
RC
H P
VT
.LT
D.
Project Code: 2017060007_GI
Page 1
3 o
f 20
IDAX CONSULTING & RESEARCH PVT.LTD.
Project Code: 2017060007_GI Page 14 of 20
ALLOWABLE BEARING PRESSURE (ABP) AND SAFE
BEARING CAPACITY (SBC) OF SOIL
IDAX CONSULTING & RESEARCH PVT.LTD.
Project Code: 2017060007_GI Page 15 of 20
CALCULATION OF ALLOWABLE BEARING PRESSURE (ABP) FOR
SETTLEMENT CRITERIA
Project Name: GEOTECHNICAL INVESTIGATION FOR AMTZ LTD.
Location: CENTER FOR X-RAY & CT SCAN Project Code: 2017060007-GI
Bore Hole No.: 2 Water Table: 2.46 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 = 2.46 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.
S P
T C
on
du
cte
d a
t D
ep
th in
m t
r.
F ie
ld S
PT
Va
lue
(N
)
W id
th o
f F
oo
tin
g i
n
M . (
A s
su
m e
d)
Correction of
C o
rre
sp
on
din
g s
ett
lem
en
t in
m m
fo
r
1kg
/cm
2 a
s p
er
IS : 8
009
(P
art
-I)
F ig
-9
(S i)
C o
rre
cti
on
F a
cto
r fo
r W
ate
r T
ab
le
as
pe
r IS
:80
09
(P
art
-I)
C w
F o
x C
orr
ectio
n fo
r D
ep
th a
s p
er
IS:8
009
(P
art
-I),
F ig
-12
C d
F in
al C
orr
ecte
d S
ett
lem
en
t in
m
m S
=S
ixC
dxC
r/C
w m
m s
ett
lem
en
t 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)
C o
rre
cte
d S
PT
va
lue
du
e
to o
ver
bu
rde
n p
ressu
re
(N')
C o
rre
cte
d S
PT
va
lue
a
s p
er
D ila
tan
cy (
N "
)
25
40
75
N Value >3
AB
P for
AB
P for
AB
P for
2.00 23 2 23.00 19.00 13.65 0.62 0.73 16.20 15.43 24.69 46.29
4.00 47 2 47.00 31.00 7.80 0.50 0.62 9.67 25.85 41.36 77.55
5.00 53 2 53.00 34.00 7.04 0.50 0.60 8.45 29.57 47.32 88.72
6.50 70 2 65.10 40.10 5.89 0.50 0.58 6.83 36.61 58.58 109.84
8.00 86 2 73.10 44.10 5.31 0.50 0.56 5.95 42.01 67.22 126.03
9.00 93 2 74.40 44.70 5.24 0.50 0.56 5.87 42.62 68.20 127.87
10.00 100 2 80.00 47.50 4.91 0.50 0.55 5.40 46.31 74.10 138.94
IDAX CONSULTING & RESEARCH PVT.LTD.
Project Code: 2017060007_GI Page 16 of 20
CALCULATION OF SAFE BEARING CAPACITY (SBC) Based on C, • Value
Project Name: GEOTECHNICAL INVESTIGATION FOR AMTZ LIMITED
Location: CENTER FOR X-RAY & CT-SCAN Project Code: 2017060007 - GI
Bore hole no.: 2 Depth of Sample: 1.00 mtrs Water Table: 2.46 mtrs
References Calculations
IS:6403, Table -1
Input Data
Cohesion C = 0.15 Kg/cm2 Depth of Foundation Df = 1.00 mtr.
Angle of internal friction Ф = 19 Degrees
tan-1 ( 0.67 tanФ ) Ф' = 13 Degrees
Bulk Density = 2.004 gm/cc Field Moisture Content = 20.31 %
Dry Density γd = 1.666 gm/cc Specific Gravity Gs = 2.62
Saturated Density γsat = 2.032 gm/cc Void Ratio e = 0.57
Submersible Density γs = 1.032 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 = 0.103 Kg/cm2 Bγ =( B x γs) / 1000 = 0.206 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) = 1.14 ic = iq = iγ = 1
dq = dγ = 1.07
In case of general shear failure Net Ultimate Bearing Capacity
qd = CNcScdcic + q(Nq -1) Sqdqiq + 0.5 BγNγSγdγiγW'
= 3.126 + 0.650 + 0.214 = 3.990 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'
= 1.471 + 0.312 + 0.092 = 1.875 Kg/cm2
After Interpolating, Net Ultimate Bearing Capacity Qnu = 3.779 Kg/cm2
Soil Bearing Capacity (SBC)= Qs = Qnu / FS + OB Factor of Safety (FS) = 2.5
Qs= 1.615 Kg/cm2 = 16.15 Tons/m2
Net Safe Bearing Capacity (NSBC)= Qns = Qnu / FS = Qs - OB
Qns= 1.512 Kg/cm2 = 15.12 Tons/m2
IS:6403, Table -2
Dense
Loose
Medium
SBC = 16.15 Tons/m2 NSBC = 15.12 Tons/m2
Ф Nc Nq Nγ
19 14.060 5.908 4.842
Ф' N'c N'q N'γ
13 9.928 3.352 2.078
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Project Code: 2017060007_GI Page 17 of 20
CALCULATION OF SAFE BEARING CAPACITY (SBC) Based on SPT "N" Value
Project Name: GEOTECHNICAL INVESTIGATION FOR AMTZ LIMITED
Location: CENTER FOR X-RAY & CT-SCAN Project Code: 2017060007 - GI
Bore Hole No.: 2 Depth of Sample: 2.00 mtrs Water Table: 2.46 mtrs
References Calculations
IS:2131, Fig-1
Input Data
Field SPT Value N = 23
Depth of Foundation Df = 2.00 mtr.
Corrected SPT value after over burden pressure N' = 29.900
Corrected SPT value after Dilatancy N" = 22.450
Angle of internal friction based on SPT "N" Value Ф = 33.3 Degrees
tan-1 ( 0.67 tanФ ) Ф' = 24 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 = Medium
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) = 1.371 ic = iq = iγ = 1
dq = dγ = 1.185
In case of general shear failure Net Ultimate Bearing Capacity C = 0
qd = CNcScdcic + q(Nq -1) Sqdqiq + 0.5 BγNγSγdγiγW'
= 0.000 + 7.491 + 1.791 = 9.282 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 + 2.505 + 0.464 = 2.969 Kg/cm2
After Interpolating, Net Ultimate Bearing Capacity Qnu = 6.441 Kg/cm2
Soil Bearing Capacity (SBC)= Qs = Qnu / FS + OB Factor of Safety (FS) = 2.5
Qs= 2.776 Kg/cm2 = 27.76 Tons/m2
Net Safe Bearing Capacity (NSBC)= Qns = Qnu / FS = Qs - OB
Qns= 2.576 Kg/cm2 = 25.76 Tons/m2
IS:6403, Fig-1
IS:6403, Fig-1
IS:6403, Table -1
IS:6403, Table -2
Dense
Loose
Medium
SBC = 27.76 Tons/m2
NSBC = 25.76 Tons/m
2
Ф Nc Nq Nγ
33 39.728 27.340 37.778
Ф' N'c N'q N'γ
24 19.542 9.808 9.782
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Project Code: 2017060007_GI Page 18 of 20
CALCULATION OF SAFE BEARING CAPACITY (SBC) Based on C, • Value
Project Name: GEOTECHNICAL INVESTIGATION FOR AMTZ LIMITED
Location: CENTER FOR X-RAY & CT-SCAN Project Code: 2017060007 - GI
Bore hole no.: 2 Depth of Sample: 3.00 mtrs Water Table: 2.46 mtrs
References Calculations
IS:6403, Table -1
Input Data
Cohesion C = 0.14 Kg/cm2 Depth of Foundation Df = 3.00 mtr.
Angle of internal friction Ф = 22 Degrees
tan-1 ( 0.67 tanФ ) Ф' = 15 Degrees
Bulk Density = 1.992 gm/cc Field Moisture Content = 22.65 %
Dry Density γd = 1.624 gm/cc Specific Gravity Gs = 2.60
Saturated Density γsat = 2.000 gm/cc Void Ratio e = 0.60
Submersible Density 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 = Medium
Overburden Pressure
q = (Df x γs) / 1000 = 0.300 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) = 1.445 ic = iq = iγ = 1
dq = dγ = 1.222
In case of general shear failure Net Ultimate Bearing Capacity
qd = CNcScdcic + q(Nq -1) Sqdqiq + 0.5 BγNγSγdγiγW'
= 4.520 + 3.125 + 0.371 = 8.016 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'
= 1.925 + 1.293 + 0.130 = 3.348 Kg/cm2
After Interpolating, Net Ultimate Bearing Capacity Qnu = 6.849 Kg/cm2
Soil Bearing Capacity (SBC)= Qs = Qnu / FS + OB Factor of Safety (FS) = 2.5
Qs= 3.040 Kg/cm2 = 30.40 Tons/m2
Net Safe Bearing Capacity (NSBC)= Qns = Qnu / FS = Qs - OB
Qns= 2.740 Kg/cm2 = 27.40 Tons/m2
IS:6403, Table -2
Dense
Loose
Medium
SBC = 30.40 Tons/m2 NSBC = 27.40 Tons/m2
Ф Nc Nq Nγ
22 17.186 8.104 7.586
Ф' N'c N'q N'γ
15 10.980 3.940 2.650
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Project Code: 2017060007_GI Page 19 of 20
CHEMICAL TEST REPORTS:
WATER SAMPLES: (BH-02)
PARAMETERS
UNIT
RESULTS
pH Moles/H+ ions 7.20
CONDUCTIVITY s/cm 1144
TDS ppm 572
CHLORIDE (CL) mg/ltr 109.94
HARDNESS (CaCo3) mg/ltr 320
TURBIDITY NTU 2.0
ALKALINITY mg/ltr 330
SOIL SAMPLES: (BH-02)
PARAMETERS UNIT RESULTS
pH
Moles/H ions
6.35
CONDUCTIVITY s/cm 412
CHLORIDE mg/l 42.3
SULPHATE mg/l 98.6
TOTAL SOLUBLE SOLID mg/l 78.6