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SUB-SOIL INVESTIGATION REPORT
Prepared By: - CADD Consulting Engineers Pvt. Ltd., BBSR.
Project: - Development of Jharsuguda Airport Boundary Wall, Jharsuguda for Air Bus A-320, Jharsuguda, Odisha.
CLIENT: Airports Authority of India, Jharsuguda, Odisha.
Date of Submission of Report: March-2015
P R E F A C E
CADD Consulting Engineers Pvt. Ltd. is pleased to submit the Sub-Soil investigation report for the proposed Development of Jharsuguda Airport Boundary Wall, Jharsuguda Air Bus
A-320, Jharsuguda, Odisha. The sub soil Investigation work for the Construction of 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 DEVELOPMENT OF JHARSUGUDA AIRPORT BOUNDARY WALL, JHARSUGUDA AIR
BUS A-320, JHARSUGUDA, ODISHA by CADD Consulting Engineers Pvt. Ltd, N-1/270,
IRC Village, Nayapalli, Bhubaneswar- 15 (Odisha). 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 CADD Consulting Engineers Pvt. Ltd.
Tapan Kumar Mishra Manager (QC.)
CONTENTS Sl. No. PARTICULARS PAGES
01.
02.
03.
04.
05.
06.
07
08.
09.
INTRODUCTION
SCOPE OF WORK
DETAILS OF FIELD WORK
FIELD OPERATION
LABORATORY TESTS
TEST SUMMARY TABLE
FOUNDATION & RECOMMENDATION
LIMITATION
CLOSURE
01
01 - 02
02
03
03 - 05
05
05 - 06
06
06
ENGINEERING PROPERTIES OF SOIL PITS
SBC CALCULATIONS
LOCATION PLAN
1. INTRODUCTION
Intending to provide a safe, sound and economical foundation system for the Soil Investigation work
for the Development of Jharsuguda Airport Boundary Wall, Jharsuguda Air Bus A-320,
Jharsuguda, Odisha and the work for conduction detail soil investigation work has been awarded
by the client (Airports Authority of India, Jharsuguda, Odisha) to CADD Consulting Engineers Pvt. Ltd, N-1/270, IRC Village, Nayapalli, Bhubaneswar- 15 (Odisha).
i. Objectives of Soil Investigation
The objective of this Soil investigation is to optimize the Foundation system for proposed Project within
the safe bearing capacity of the soil, 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 Soil Investigation is confined within limitations of the framework of agreement drawn
between the client (Airports Authority of India, Jharsuguda, Odisha) and CADD Consulting Engineers Pvt. Ltd, N-1/270, IRC Village, Nayapalli, Bhubaneswar- 15 (Odisha). 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 authority in this respect
has been given due emphasis during the Soil Pit Investigation 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 collecting 4 nos. of Soil Pit Sample. The Soil Pit points 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 & Sampling up to the required depth.
Laboratory experiments, determination of soil parameters.
Analysis of field and Laboratory data
1
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 Soil investigation
work that was carried out consists of two parts.
ii. Field Investigation:
The field investigation consists of the following methods
Location of 4 number of Soil Pit with due consultation with the authority.
Excavated up to 0.5 to 1.5 m. depth below N.G.L.
Collection of Undisturbed sample (UDS) Samples at the locations prefixed by the Engineer-in-charge.
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 Bulk density
Determination of Grain size analysis
Determination of soil natural moisture content
Determination of liquid limit
Determination of plastic limit
Determination of deferential free swell index
Determination of specific gravity
Determination of shear test
3. DETAILS OF FIELD WORK
i. Selection of Soil Pit:
The Soil Pits was selected by the Engineer in charge in order to obtain comprehensive sub-soil data
for this site with a provision of excavated up to 0.5 to 1.50 m depth. For detailed laboratory
investigation the sample was collected as per the instruction of Engineer in Charge for different tests.
ii. Excavation:
The sub-soil investigation work at the proposed site was carried out by manually excavation. The Soil
Pit Size is 1.0m x 1.0m and required depth by instruction of Engineers I/C.
2
4. FIELD OPERATIONS
i. General
In an attempt for optimization in the design of foundation for the proposed construction to be
constructed at this site, Geo-technical investigation was done. The entire investigation work had
been divided mainly into two parts (i) Field Work & (ii) Laboratory tests
Field work determines the types of sub- soil deposit and their characteristics.
Laboratory tests help in determining the relevant geo-technical properties of the sub-surface deposited leading to finalization of foundation depth of the structure basing on Bearing
capacities of the foundation strata as well as Influence zone.
TABLE FOR SIZE OF PIT & TERMINATION DEPTH
SL. NO
PIT NO. SIZE OF PIT
TERMINATION DEPTH In Mtr.
1 01 1.0 mtr. x 1.0 mtr. 1.50
2 02 1.0 mtr. x 1.0 mtr. 0.50
3 03 1.0 mtr. x 1.0 mtr. 0.70
4 04 1.0 mtr. x 1.0 mtr. 1.50
5. LABORATORY TESTS
The laboratory-tests were conducted on selected representative undisturbed soil samples collected
from different Soil Pits from 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 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.
3
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. 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.
iii. Determination of Bulk Density:
The Bulk densities have been determined from different undisturbed samples of different Boreholes at
different depths, in the laboratory from the UDS samples at different levels as per IS: 2720 - 1973. It is
used for determining specific gravity, optimum moisture content, S.B.C, settlement of foundation
system.
iv. Determination of Dry Density:
The dry density of the UDS / DS samples were determined at the known moisture content and bulk
density and is determined on analyzing. It is used for determining specific gravity, optimum moisture
content, S.B.C, settlement of foundation system. The test result has been annexed separately.
v. 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.
vi. 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 has been annexed separately
vii. 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 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.
viii. Determination of Tri-axial Tests:
The tri-axial tests of soil are carried out to determine the shear parameters. The shear tests are carried
out in accordance with IS: 2720 (pt. X, XI, XII and XIII) on saturated samples. For unconsolidated
4
untrained tri-axial compression test, the undisturbed soil specimen having diameter 38 mm and height
to diameter ration 2 is prepared and placed on the pedestal of the tri-axial cell. The cell is then
assembled with the loading ram and then placed in the loading machine. The cell fluid is admitted to
the cell and the pressure is raised to the desired value. An initial reading of the gauge measuring axial
compression of the specimen is recorded. The test is then commenced and sufficient number of
simultaneous readings of load and compression measuring gauge being taken. The test is continued
until the maximum value of the stress has been passed or until an axial strain of 20 per cent has been
reached. Additional tests are carried out on identical specimen at confining pressure of 1 kg/cm2, 2
kg/cm2 and 3 kg/cm2. The shear parameters are obtained from the plot of Mohr circles.
6. SUMMARY OF GEOTECHNICAL PARAMETERS & SAFE BEARING CAPACITY
NAME OF PROJECT: - DEVELOPME OF JHARSUGUDA AIRPORT, JHARSUGUDA, ODISHA. LOCATION: - JHARSUGUDA AIRPORT, JHARSUGUDA, ODISHA
SUMMARY OF GEOTECHNICAL PARAMETERS & SAFE BEARING CAPACITY PIT No.
DEPTH BGL (m)
TYPE OF SAMPLE SPECIFIC GRAVITY
SHEAR PARAMETER ARRIVED SBC T/M C KG/CM2 DEGREE
1 1.50 UDS 2.64 0.14 12 10.44
2 0.50 UDS 2.69 0.27 8 7.77
3 0.70 UDS 2.70 0.17 6 4.55
4 1.50 UDS 2.65 0.23 14 16.95 REMARKS:-ALL THE TESTS WERE CONDUCTED AS PER BIS-SPECIFICATION
7. FOUNDATION & RECOMMENDATION
Based on the field and laboratory investigation of the 4 nos. of Soil Pits, the following
recommendations are made:
i. The stratum encountered in 0.5 to 1.50 m depth is presented in respective soil
profile sheets.
ii. The depth of foundation can be taken 1.5m depth by taking SBC average 9.0
T/m2 from the original ground level.
iii. The structural designer can adopt higher depth to take advantage of higher SBC
depending upon the load. The foundation may be embedded for higher load as
per decision of designer.
5
The designer can study the ABP/SBC table for above ten boreholes and take his own
decision as per structural load and position of structure at the site.
1. All R.C.C works should be designed as per IS: 456-2000
2. Shallow foundation will be designed as per IS: 6403-1981.
3. The Pile Foundation will be designed as per IS: 2911-2010
Note: - Please refer the ABP/SBC from summary table for different Soil Pit, for
structural design purpose.
8. 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.
9. 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 CADD Consulting Engineers Pvt. Ltd.
Tapan Kumar Mishra Manager (QC)
6
ENGINEERING PROPERTIES
LOCATION: Client: Airports Aouthority of India, Jharsuguda, Odisha
PIT - 01 1.5 UDS --- 21.47 13.12 9.13 31.62 24.66 10 32 22 10 SC 1.927 1.698 13.46 2.64
Drirect
Shear
Test
0.14 12 0.55
Atterbergs Limits
Cla
ssific
atio
n o
f S
oil
Density test
Natu
ral M
ois
ture
co
nte
nt(
%)
Sp
ecific
gra
vity
Shear Paramatars
Pla
stic L
imit (
%)
Pla
sticity I
nd
ex (
%)
Bu
lk d
en
sity in
gm
/cc.
Dry
de
nsity in
gm
/cc.
An
gle
of
inte
rna
l
fric
tio
n(
) in
Deg
ree
Typ
e o
f T
est
Coh
esio
n
( C
)
Kg
f/cm
2
Liq
uid
Lim
it (
%)
TABLE - 01
ENGINEERING PROPERTIES OF SOIL SAMPLES
Bo
re h
ole
No
.
Sa
mp
ling
De
pth
(m
)
Typ
e o
f sa
mp
le
SP
T V
alu
e (
N)
Grain size analysis
D.F
.S.
In
%
Boundary Wall, Jharsuguda Airport, Jharsuguda, Odisha
Gra
ve
l in
%
(20
mm
- 4
.75
mm
)
Coa
rse
Sa
nd
in
%
(4.7
5m
m -
2m
m)
Me
diu
m S
an
d in
%
(2m
m -
.4
25
mm
)
Fin
e S
an
d in
%
(.4
25
mm
-
.07
5m
m)
Silt
y &
Cla
y in
%
(.0
75
mm
Pa
ssin
g)
Vo
id R
atio
(e
o)
7
20.00 4.75 2.00 0.425 0.075
1 1 / UDS 1.50 100 78.53 65.41 56.28 24.66
GRAIN SIZE ANALYSIS REPORT OF PIT-01
Grain Size Analysis
Sl. No. BH. No. / Type of Sample Depth of Sample (m)% of Passing in IS Sieve (mm)
0
10
20
30
40
50
60
70
80
90
100
110
0.01 0.10 1.00 10.00 100.00
% o
f P
assi
ng
IS Sieve (mm)
8
LOCATION: Client: Airports Aouthority of India, Jharsuguda, Odisha
PIT - 02 0.5 UDS --- 14.17 18.92 12.16 21.62 33.13 25 36 17 19 SC 1.909 1.570 21.62 2.69 Triaxial 0.32 8 0.71
TABLE - 02
ENGINEERING PROPERTIES OF SOIL SAMPLESBoundary Wall, Jharsuguda Airport, Jharsuguda, Odisha
Bo
re h
ole
No
.
Sa
mp
ling
De
pth
(m
)
Typ
e o
f sa
mp
le
SP
T V
alu
e (
N)
Grain size analysis
D.F
.S.
In
%
Atterbergs Limits
Vo
id R
atio
(e
o)
Dry
de
nsity in
gm
/cc.
Typ
e o
f T
est
Coh
esio
n
( C
)
Kg
f/cm
2
An
gle
of
inte
rna
l
fric
tio
n(
) in
Deg
ree
Gra
ve
l in
%
(20
mm
- 4
.75
mm
)
Coa
rse
Sa
nd
in
%
(4.7
5m
m -
2m
m)
Me
diu
m S
an
d in
%
(2m
m -
.4
25
mm
)
Fin
e S
an
d in
%
(.4
25
mm
-
.07
5m
m)
Silt
y &
Cla
y in
%
(.0
75
mm
Pa
ssin
g)
Liq
uid
Lim
it (
%)
Pla
stic L
imit (
%)
Pla
sticity I
nd
ex (
%)
Bu
lk d
en
sity in
gm
/cc.
Cla
ssific
atio
n o
f S
oil
Density test
Natu
ral M
ois
ture
co
nte
nt(
%)
Sp
ecific
gra
vity
Shear Paramatars
9
20.00 4.75 2.00 0.425 0.075
1 2 / UDS 0.50 100 85.83 66.91 54.75 33.13
GRAIN SIZE ANALYSIS REPORT OF PIT-02
Grain Size Analysis
Sl. No. PIT No. / Type of Sample Depth of Sample (m)% of Passing in IS Sieve (mm)
0
10
20
30
40
50
60
70
80
90
100
110
0.01 0.10 1.00 10.00 100.00
% o
f P
assi
ng
IS Sieve (mm)
10
LOCATION: Client: Airports Aouthority of India, Jharsuguda, Odisha
PIT - 03 0.7 UDS --- 0.00 0.00 3.86 19.46 76.68 40 43 19 24 CI 1.871 1.507 24.17 2.70 Triaxial 0.17 6 0.79
TABLE - 03
ENGINEERING PROPERTIES OF SOIL SAMPLESBoundary Wall, Jharsuguda Airport, Jharsuguda, Odisha
Bo
re h
ole
No
.
Sa
mp
ling
De
pth
(m
)
Typ
e o
f sa
mp
le
SP
T V
alu
e (
N)
Grain size analysis
D.F
.S.
In
%
Atterbergs Limits
Vo
id R
atio
(e
o)
Dry
de
nsity in
gm
/cc.
Typ
e o
f T
est
Coh
esio
n
( C
)
Kg
f/cm
2
An
gle
of
inte
rna
l
fric
tio
n(
) in
Deg
ree
Gra
ve
l in
%
(20
mm
- 4
.75
mm
)
Coa
rse
Sa
nd
in
%
(4.7
5m
m -
2m
m)
Me
diu
m S
an
d in
%
(2m
m -
.4
25
mm
)
Fin
e S
an
d in
%
(.4
25
mm
-
.07
5m
m)
Silt
y &
Cla
y in
%
(.0
75
mm
Pa
ssin
g)
Liq
uid
Lim
it (
%)
Pla
stic L
imit (
%)
Pla
sticity I
nd
ex (
%)
Bu
lk d
en
sity in
gm
/cc.
Cla
ssific
atio
n o
f S
oil
Density test
Natu
ral M
ois
ture
co
nte
nt(
%)
Sp
ecific
gra
vity
Shear Paramatars
11
20.00 4.75 2.00 0.425 0.075
1 3 / UDS 0.70 100 100.00 100.00 96.14 76.68
GRAIN SIZE ANALYSIS REPORT OF PIT-03
Grain Size Analysis
Sl. No. PIT. No. / Type of Sample Depth of Sample (m)% of Passing in IS Sieve (mm)
0
10
20
30
40
50
60
70
80
90
100
110
0.01 0.10 1.00 10.00 100.00
% o
f P
assi
ng
IS Sieve (mm)
12
LOCATION: Client: Airports Aouthority of India, Jharsuguda, Odisha
PIT - 04 1.5 UDS --- 16.17 21.23 13.62 21.67 27.31 10 27 18 9 SC 1.998 1.764 13.27 2.65
Drirect
Shear
Test
0.23 14 0.50
TABLE - 04
ENGINEERING PROPERTIES OF SOIL SAMPLESBoundary Wall, Jharsuguda Airport, Jharsuguda, Odisha
Bo
re h
ole
No
.
Sa
mp
ling
De
pth
(m
)
Typ
e o
f sa
mp
le
SP
T V
alu
e (
N)
Grain size analysis
D.F
.S.
In
%
Atterbergs Limits
Vo
id R
atio
(e
o)
Dry
de
nsity in
gm
/cc.
Typ
e o
f T
est
Coh
esio
n
( C
)
Kg
f/cm
2
An
gle
of
inte
rna
l
fric
tio
n(
) in
Deg
ree
Gra
ve
l in
%
(20
mm
- 4
.75
mm
)
Coa
rse
Sa
nd
in
%
(4.7
5m
m -
2m
m)
Me
diu
m S
an
d in
%
(2m
m -
.4
25
mm
)
Fin
e S
an
d in
%
(.4
25
mm
-
.07
5m
m)
Silt
y &
Cla
y in
%
(.0
75
mm
Pa
ssin
g)
Liq
uid
Lim
it (
%)
Pla
stic L
imit (
%)
Pla
sticity I
nd
ex (
%)
Bu
lk d
en
sity in
gm
/cc.
Cla
ssific
atio
n o
f S
oil
Density test
Natu
ral M
ois
ture
co
nte
nt(
%)
Sp
ecific
gra
vity
Shear Paramatars
13
20.00 4.75 2.00 0.425 0.075
1 4 / UDS 1.50 100 83.83 62.60 48.98 27.31
GRAIN SIZE ANALYSIS REPORT OF PIT-04
Grain Size Analysis
Sl. No. PIT. No. / Type of Sample Depth of Sample (m)% of Passing in IS Sieve (mm)
0
10
20
30
40
50
60
70
80
90
100
110
0.01 0.10 1.00 10.00 100.00
% o
f P
assi
ng
IS Sieve (mm)
14
SBC CALCULATION
Calculation for PIT No. 1 Depth 1.50 mtrs.
Type of Footing
0.14 Kg/cm2
8 Degree
12 Degree 1.698 gm/cc
1.927 gm/cc 0.55
13.46 % Medium
2.64 2.058 gm/cc
1.058 gm/cc
DEPTH
(Df) in mtr
WIDTH/DIA
(B) in mtr
LENGTH
in mtrq= Df x sub/1000 = 0.159 kg/cm
2
1.50 2.00 2.00 B= B x sub/1000= 0.212 kg/cm2
12 Nc 9.402 Nq 3.058 N 1.792
' 8 N'c 7.606 N'q 2.11 N' 0.912
Sc= 1.3 Sq = 1.2 S= 0.8 1
1.018
1.009 0.5
From IS 6403 - 1981 Table - 3 Methode of analysis based on Void Ratio
i) If Void Ratio "e" < 0.55, The method of analysis is General Shear Failure :
2.214 Kg/cm2
ii) If Void Ratio "e" > 0.75, The method of analysis is Local Shear Failure :
1.191 Kg/cm2
iii) If Void Ratio "e" in between 0.55 to 0.75, The method of analysis is Interpolatig of method i & ii :
2.214 Kg/cm2
Hence,
Kg/cm2
SBC = T/m2
LABORATORY DATA OF SOIL CALCULATION FROM LABORATORY DATA
CALCULATION OF SAFE BEARING CAPACITY OF SOIL
As Per IS 6403 - 1981
SQUARE FOOTING
ASSUMED DIAMENTION OF FOOTINGOVER BURDEN PRESSURE
Effective surcharge at the base level of the footing
Cohesion "C" '
Angle of shearing Resistance "" Dry Density "d"
Bulk Density "b" Void Ratio "e"
Field Moisture Content Layer Condition
Specific Gravity Saturated Density "sat"
Submersible Density "sub"
BEARING CAPACITY FACTORS
AS PER IS 6403-1981 TABLE-1
SHAPE FACTOR FOR FOOTING
AS PER IS 6403-1981 TABLE-2
INCLINATION FACTORS
AS PER IS 6403-1981 CLOUSE-5.1.2.3
ic = iq = i =
DEPTH FACTORS AS PER IS 6403-1981 CLOUSE-5.1.2.2 EFFECT OF WATER TABLE
AS PER IS 6403-1981 CLOUSE-5.1.2.4dc = 1 +( 0.2 x (Df/B) x Tan ((/4) +( / 2))) =
The SBC considering factor of safety @ 2.5 = 1.044
10.44
dq = d = Water Table Correction W' =
CALCULATION OF NET ULTIMATE BEARING CAPACITY
qd = C Ncscdcic + q(Nq - 1)sqdqiq + BNsdiW' =
q'd = C N'cscdcic + q(N'q - 1)sqdqiq + BN'sdiW' =
After Interpolating, Net ultimate bearing capacity=
15
Calculation for PIT No. 2 Depth 0.50 mtrs.
Type of Footing
0.27 Kg/cm2
5 Degree
8 Degree 1.57 gm/cc
1.909 gm/cc 0.71
21.62 % Medium
2.69 1.988 gm/cc
0.988 gm/cc
DEPTH
(Df) in mtr
WIDTH/DIA
(B) in mtr
LENGTH
in mtrq= Df x sub/1000 = 0.049 kg/cm
2
0.50 2.00 2.00 B= B x sub/1000= 0.198 kg/cm2
8 Nc 7.606 Nq 2.11 N 0.912
' 5 N'c 6.49 N'q 1.57 N' 0.45
Sc= 1.3 Sq = 1.2 S= 0.8 1
1.004
1 0.5
From IS 6403 - 1981 Table - 3 Methode of analysis based on Void Ratio
i) If Void Ratio "e" < 0.55, The method of analysis is General Shear Failure :
2.782 Kg/cm2
ii) If Void Ratio "e" > 0.75, The method of analysis is Local Shear Failure :
1.577 Kg/cm2
iii) If Void Ratio "e" in between 0.55 to 0.75, The method of analysis is Interpolatig of method i & ii :
1.818 Kg/cm2
Hence,
Kg/cm2
SBC = T/m2
LABORATORY DATA OF SOIL CALCULATION FROM LABORATORY DATA
CALCULATION OF SAFE BEARING CAPACITY OF SOIL
As Per IS 6403 - 1981
SQUARE FOOTING
ASSUMED DIAMENTION OF FOOTINGOVER BURDEN PRESSURE
Effective surcharge at the base level of the footing
Cohesion "C" '
Angle of shearing Resistance "" Dry Density "d"
Bulk Density "b" Void Ratio "e"
Field Moisture Content Layer Condition
Specific Gravity Saturated Density "sat"
Submersible Density "sub"
BEARING CAPACITY FACTORS
AS PER IS 6403-1981 TABLE-1
SHAPE FACTOR FOR FOOTING
AS PER IS 6403-1981 TABLE-2
INCLINATION FACTORS
AS PER IS 6403-1981 CLOUSE-5.1.2.3
ic = iq = i =
DEPTH FACTORS AS PER IS 6403-1981 CLOUSE-5.1.2.2 EFFECT OF WATER TABLE
AS PER IS 6403-1981 CLOUSE-5.1.2.4dc = 1 +( 0.2 x (Df/B) x Tan ((/4) +( / 2))) =
The SBC considering factor of safety @ 2.5 = 0.777
7.77
dq = d = Water Table Correction W' =
CALCULATION OF NET ULTIMATE BEARING CAPACITY
qd = C Ncscdcic + q(Nq - 1)sqdqiq + BNsdiW' =
q'd = C N'cscdcic + q(N'q - 1)sqdqiq + BN'sdiW' =
After Interpolating, Net ultimate bearing capacity=
16
Calculation for PIT No. 3 Depth 0.70 mtrs.
Type of Footing
0.17 Kg/cm2
4 Degree
6 Degree 1.507 gm/cc
1.871 gm/cc 0.79
24.17 % Loose
2.7 1.950 gm/cc
0.950 gm/cc
DEPTH
(Df) in mtr
WIDTH/DIA
(B) in mtr
LENGTH
in mtrq= Df x sub/1000 = 0.066 kg/cm
2
0.70 2.00 2.00 B= B x sub/1000= 0.190 kg/cm2
6 Nc 6.862 Nq 1.75 N 0.604
' 4 N'c 6.22 N'q 1.456 N' 0.36
Sc= 1.3 Sq = 1.2 S= 0.8 1
1.005
1 0.5
From IS 6403 - 1981 Table - 3 Methode of analysis based on Void Ratio
i) If Void Ratio "e" < 0.55, The method of analysis is General Shear Failure :
0.000 Kg/cm2
ii) If Void Ratio "e" > 0.75, The method of analysis is Local Shear Failure :
0.971 Kg/cm2
iii) If Void Ratio "e" in between 0.55 to 0.75, The method of analysis is Interpolatig of method i & ii :
0.971 Kg/cm2
Hence,
Kg/cm2
SBC = T/m2
LABORATORY DATA OF SOIL CALCULATION FROM LABORATORY DATA
CALCULATION OF SAFE BEARING CAPACITY OF SOIL
As Per IS 6403 - 1981
SQUARE FOOTING
ASSUMED DIAMENTION OF FOOTINGOVER BURDEN PRESSURE
Effective surcharge at the base level of the footing
Cohesion "C" '
Angle of shearing Resistance "" Dry Density "d"
Bulk Density "b" Void Ratio "e"
Field Moisture Content Layer Condition
Specific Gravity Saturated Density "sat"
Submersible Density "sub"
BEARING CAPACITY FACTORS
AS PER IS 6403-1981 TABLE-1
SHAPE FACTOR FOR FOOTING
AS PER IS 6403-1981 TABLE-2
INCLINATION FACTORS
AS PER IS 6403-1981 CLOUSE-5.1.2.3
ic = iq = i =
DEPTH FACTORS AS PER IS 6403-1981 CLOUSE-5.1.2.2 EFFECT OF WATER TABLE
AS PER IS 6403-1981 CLOUSE-5.1.2.4dc = 1 +( 0.2 x (Df/B) x Tan ((/4) +( / 2))) =
The SBC considering factor of safety @ 2.5 = 0.455
4.55
dq = d = Water Table Correction W' =
CALCULATION OF NET ULTIMATE BEARING CAPACITY
qd = C Ncscdcic + q(Nq - 1)sqdqiq + BNsdiW' =
q'd = C N'cscdcic + q(N'q - 1)sqdqiq + BN'sdiW' =
Net ultimate bearing capacity=
17
Calculation for PIT No. 4 Depth 1.50 mtrs.
Type of Footing
0.23 Kg/cm2
9 Degree
14 Degree 1.764 gm/cc
1.998 gm/cc 0.50
13.27 % Dense
2.65 2.100 gm/cc
1.100 gm/cc
DEPTH
(Df) in mtr
WIDTH/DIA
(B) in mtr
LENGTH
in mtrq= Df x sub/1000 = 0.165 kg/cm
2
1.50 2.00 2.00 B= B x sub/1000= 0.220 kg/cm2
14 Nc 10.454 Nq 3.646 N 2.364
' 9 N'c 7.978 N'q 2.29 N' 1.066
Sc= 1.3 Sq = 1.2 S= 0.8 1
1.021
1.01 0.5
From IS 6403 - 1981 Table - 3 Methode of analysis based on Void Ratio
i) If Void Ratio "e" < 0.55, The method of analysis is General Shear Failure :
3.825 Kg/cm2
ii) If Void Ratio "e" > 0.75, The method of analysis is Local Shear Failure :
0.000 Kg/cm2
iii) If Void Ratio "e" in between 0.55 to 0.75, The method of analysis is Interpolatig of method i & ii :
3.825 Kg/cm2
Hence,
Kg/cm2
SBC = T/m2
LABORATORY DATA OF SOIL CALCULATION FROM LABORATORY DATA
CALCULATION OF SAFE BEARING CAPACITY OF SOIL
As Per IS 6403 - 1981
SQUARE FOOTING
ASSUMED DIAMENTION OF FOOTINGOVER BURDEN PRESSURE
Effective surcharge at the base level of the footing
Cohesion "C" '
Angle of shearing Resistance "" Dry Density "d"
Bulk Density "b" Void Ratio "e"
Field Moisture Content Layer Condition
Specific Gravity Saturated Density "sat"
Submersible Density "sub"
BEARING CAPACITY FACTORS
AS PER IS 6403-1981 TABLE-1
SHAPE FACTOR FOR FOOTING
AS PER IS 6403-1981 TABLE-2
INCLINATION FACTORS
AS PER IS 6403-1981 CLOUSE-5.1.2.3
ic = iq = i =
DEPTH FACTORS AS PER IS 6403-1981 CLOUSE-5.1.2.2 EFFECT OF WATER TABLE
AS PER IS 6403-1981 CLOUSE-5.1.2.4dc = 1 +( 0.2 x (Df/B) x Tan ((/4) +( / 2))) =
The SBC considering factor of safety @ 2.5 = 1.695
16.95
dq = d = Water Table Correction W' =
CALCULATION OF NET ULTIMATE BEARING CAPACITY
qd = C Ncscdcic + q(Nq - 1)sqdqiq + BNsdiW' =
q'd = C N'cscdcic + q(N'q - 1)sqdqiq + BN'sdiW' =
Net ultimate bearing capacity=
18
LOCATION PLAN
Project: - Development of Jharsuguda Airport Boundary Wall, Jharsuguda for Air Bus A-320, Jharsuguda, Odisha.CLIENT: Airports Authority of India, Jharsuguda, Odisha.P R E F A C E4. FIELD OPERATIONSi. General
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