Geotech Report Jharsuguda Trial Pit Boundry Wall

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 subsoil 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


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

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


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


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

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


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


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

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


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


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


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



2.782 Kg/cm2


1.577 Kg/cm2


1.818 Kg/cm2

Hence,

Kg/cm2

SBC = T/m2



As Per IS 6403 - 1981

SQUARE FOOTING



Cohesion "C" '










INCLINATION FACTORS

AS PER IS 6403-1981 CLOUSE-5.1.2.3

ic = iq = i =




7.77





After Interpolating, Net ultimate bearing capacity=

16


Type of Footing

0.17 Kg/cm2

4 Degree


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


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



0.000 Kg/cm2


0.971 Kg/cm2


0.971 Kg/cm2

Hence,

Kg/cm2

SBC = T/m2



As Per IS 6403 - 1981

SQUARE FOOTING



Cohesion "C" '










INCLINATION FACTORS

AS PER IS 6403-1981 CLOUSE-5.1.2.3

ic = iq = i =




4.55





Net ultimate bearing capacity=

17


Type of Footing

0.23 Kg/cm2

9 Degree


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


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



3.825 Kg/cm2


0.000 Kg/cm2


3.825 Kg/cm2

Hence,

Kg/cm2

SBC = T/m2



As Per IS 6403 - 1981

SQUARE FOOTING



Cohesion "C" '










INCLINATION FACTORS

AS PER IS 6403-1981 CLOUSE-5.1.2.3

ic = iq = i =




16.95





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

Geotech Report Jharsuguda Trial Pit Boundry Wall

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