GEOTECHNICAL INVESTIGATION REPORT · 2018-06-22 · GEOTECHNICAL INVESTIGATION REPORT ... 2720...

2017

GEOTECHNICAL INVESTIGATION REPORT

NAME OF THE PROJECT: GEOTECHNICAL INVESTIGATION STUDIES WORK FOR

ANDHRAPRADESH MEDTECH ZONE (AMTZ)

VISHAKHAPATNAM, ANDHRAPRADESH LOCATION: Round About, Dist: Vishakhapatnam, Andhrapradesh

Borehole No: 08

Sample Ref. No: IDAX/QC/SOIL/038 Report Ref. No: IDAX/REP/ICRPL‐2017060007/EXP‐GI/2017‐18/414 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: 27.06.2017

Date of Submission of Report: 06.07.2017

IDAX CONSULTING & RESEARCH PVT.LTD.

P R E F A C E

IDAX CONSULTING & RESEARCH PVT.LTD. is pleased to submit the geotechnical

investigation report for BH-08 at Round About for Andhrapradesh Medtech Zone

(AMTZ) at 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 BH-08

at Round About for Andhrapradesh Medtech Zone (AMTZ) at 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) (Head - Civil)

Er. Pratiksha Ray Er. Deepak Kumar Mallick

B. Tech- Civil B. Tech (Hons.) – Civil (IIT Kharagpur)

Project Code: 2017060007_GI Page 1 of 19


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. DETERMINATION OF ALLOWABLE BEARING CAPACITY 07

06. ANALYSIS OF SUB-SOIL INVESTIGATION 07 - 08

07. FOUNDATION & RECOMMENDATION 09

08. LIMITATION 09

09. CLOSURE 09

BORE LOG & LAB TEST RESULTS OF BORE HOLE

ABP & SBC CALCULATIONS



1. INTRODUCTION

Intending to provide a safe, sound and economical foundation system for the Sub - Soil

Exploration work for for BH-08 at Round About for Andhrapradesh Medtech Zone

(AMTZ) at Vishakhapatnam, Andhrapradesh. and the work for conducting detailed soil

investigation work has been awarded to M/s 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 M/s 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.

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.



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 @ 1.50 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 1.5 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 1.55m depth in BH-08 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

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

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.

ANALYSIS OF THE SUB-SOIL INVESTIGATION

LOCATION: Round About, Andhrapradesh

CO-ORDINATES:- N:1950530.031 E: 729331.311 RL:36 mtr

Borehole No. - 08 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 1.50m & 4.50m consists of “ Poorly Graded Clayey Sand ”.

The soil sample in this layer was tested and results are summarized. The average weight

was Gravel- 24%, Sand- 40%, and Silt & Clay- 36%. The engineering classification of the

soil is SC as per IS: 1498-1970.



LAYER- 2

The layer starts from 1.50m to 3.0m consists of “ Poorly Graded Clayey Gravel ”. The soil

sample in this layer was tested and results are summarized. The average weight was

Gravel- 36%, Sand- 35%, and Silt & Clay- 29%. The engineering classification of the soil is

GC as per IS: 1498-1970 LAYER- 3

The layer starts from 4.50m to 7.50m consists of “ Poorly Graded Sand ”. The soil sample in

this layer was tested and results are summarized. The average weight was Gravel- 2%,

Sand- 95%, and Silt & Clay- 3%. The engineering classification of the soil is SP as per IS:

1498-1970 LAYER- 4

The layer starts from 7.50m to 9.0m consists of “ Poorly Graded Gravel ”. The soil sample in

this layer was tested and results are summarized. The average weight was Gravel- 60%,

Sand- 36%, and Silt & Clay- 4%. The engineering classification of the soil is GP as per IS:

1498-1970 LAYER- 5

The layer starts from 9.0m to 10.0m consists of “ Medium Plastic Silty Clay ”. The soil

sample in this layer was tested and results are summarized. The average weight was

Gravel- 12%, Sand- 36%, and Silt & Clay- 52%. The engineering classification of the soil is

CI as per IS: 1498-1970

5. DETERMINATION OF SAFE BEARING CAPACITY (SBC)

Net Safe Bearing Gross Safe Bearing

Borehole Depth in mtrs.

Capacity in T/m2.

Capacity in T/m2.

1.5 19.66 21.24

BH – 08

3.0 70.02 73.02

6. 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.



Depth in mtrs.

Allowable Bearing Pressure in T/m2

25mm 40mm 75mm

3.0 20.81 33.30 62.44

4.50 23.46 37.53 70.38

Borehole-08

6.0 33.36 53.37 100.07

7.50 33.54 53.66 100.62

9.0 34.85 55.77 104.56

10.0 41.32 66.11 123.95

7. 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.



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 IDAX CONSULTING & RESEARCH PVT.LTD.

Engineer – Civil (Soil) (Head - Civil)

Er. Pratiksha Ray Er. Deepak Kumar Mallick

B. Tech- Civil B. Tech (Hons.) – Civil (IIT Kharagpur)



BORE LOG AND LAB TEST RESULTS OF BOREHOLE



BORE HOLE - 08

Type of Soil Soil

Profile

Poorly Graded

0.00

SC

Clayey Sand

Poorly Graded

GC Clayey Gravel

Poorly Graded SC

Clayey Sand

Poorly Graded SP

Sand

Poorly Graded GP Gravel

Medium Plastic CI

Silty Clay

Depth SPT Value "N" Depth Plot

in mtrs.

0 10 20 30 40 50 6 0 70 80 90 0.0

1.0

WL: 2.0 1.55m

3.0 39

4.0

41

5.0

6.0 63

7.0

68

8.0

9.0 74

10.0 88

N Type of Core R.Q.D Sample Recovery (%)

(%)

N1 - N2 - N3

13-18-21 SPT Sample

14-20-21 SPT Sample

13-23-40 SPT Sample

15-24-44 SPT Sample

18-26-48 SPT Sample

25-38-50 SPT Sample



LIM

ITED

Sh

ear

Para

me

ters

SOIL

SA

MP

LE

CLI

ENT

: AM

TZ

RL:

36m

tr

Lim

its

D

en

sit

y t

es

t

TAB

LE ‐

1

SHEE

T R

ESU

LT O

F

Att

erb

erg

’s

SUM

MA

RY

an

aly

sis

LOC

AT

ION

: R

OU

ND

AB

OU

T, A

ND

HR

AP

RA

DES

H

03

1

31

1C

O‐O

RD

INA

TES:

‐N:1

95

05

30

.E:7

29

33

1.

Gra

in s

ize

V o id R a tio (e o )

D egree

friction(φ ) in A ng le of internal

K g/cm 2 C ohesio n ( C )

T yp e of T est

S pec ific gravity

content(% ) N atural M oistu re

gm /cc .

D ry dens ity in

gm /cc . B u lk dens ity in

C lassificatio n of S oil

P lastic ity Inde x (% )

P las tic Lim it (% )

Liqu id Lim it (% )

D F. S. . In %

(075m. m P assing) S ilty & C la y in %

075m. m )

425m.( m - F in e S an d in %

(2m m - 425m. m )

M ediu m S an d in %

(4 75m. m - 2m m ) C oars e S an d in %

(20m m - 4 75m. m )

G ravel in %

S P T V alu e (N )

T yp e of sam ple

S am plin g D ep th (m )

LO C A TIO N N o .

0.

55

17

0.2

0

TA

2.6

6

2.6

4

2.6

7

65

2.

55

2.

56

2.

69

2.

2.6

2

18.9

7

17.6

4

20.1

4

33

22

.

32

16

. 147

1

33

17

. 23.0

4

1.7

0

4

2.0

0

5

S

C

SC

GC

SC

SP

SP

GP

CI

13

15

11

12

Np

Np

Np

21

21 20

21

18

NP

NP

NP

25

34

35

32

30

22

21

23

46

20 20

10

15

0 0 0 40

38.7

0

37.3

8

28.6

9

17

31

.

543

.

522

.

933

.

52.3

6

7.0

2

4.8

9

6.2

4

36

5.

26

34.

66

4

8.

22

5.

6.3

3

9.6

7

10.2

4

8.3

5

24

1

0.

22

40.

47

3

6.

00

1

2.

9.8

7

18.9

7

30.1

1

21.0

4

98

2

2.

97

18.

35

1

2.

73

1

8.

19.0

8

25.6

4

17.3

8

35.6

8

253

0.

01

3.

00

0.

126

0.

12.3

6

-

- 39

41

63

68

74

88

DS

UD

S

SP

T

SP

T

SP

T

SP

T

SP

T

SP

T

0.0

1.5

3.0

54.

06.

57.

09.

10.0

No

.-

08

B H



ALLOWABLE BEARING PRESSURE (ABP) AND

SAFE BEARING CAPACITY (SBC) OF SOIL



CALCULATION OF ALLOWABLE BEARING

PRESSURE (ABP) FOR SETTLEMENT

CRITERIA

Project Name: GEOTECHNICAL INVESTIGATION FOR AMTZ LIMITED

Location: ROUND ABOUT Project Code: 2017060007

Bore Hole No.: 8 Water Table: 1.55 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 = 1.55 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.

=

mtr.

0

N Value >3

S P T C o n d u c t e d a t D e p t h i n m t r .

Fiel

dSP

TV

alue

(N)

W i d t h o f F o o t i n g i n M . ( A s s u m e d )

Cor

re

ct

edS

PT

val

ue

du

et

oo

ver

bu

rd

en

pr

es

sur

eN

'()C

orr

ect

ed

SP

Tv

al

ue

as

per

Dil

ata

nc

y(N

")

C o r r e s p o n d i n g s e t t l e m e n t i n m m f o r 1 k g / c m ( S ) i

C o r r e c t i o n F a c t o r f o r W a t e r T a b l e a s p e r I S : 8 0 0 9 ( P a r t - I ) C

Fo

x

Co

rre

cti

on

fo

rDe

pth

a

spe

r

IS:8

00

9(

Pa

rt

- I),F

i

g-

12

C

Fina

lCor

rect

edSe

ttlem

entin

mm

S=S

25A

BP

for

40A

BP

for

75A

BP

for

Correction of

- 9

F i g

i n

in

i n

SPT values

IS:8

009(

Par

t

-I)

w

d

m m s e t t l e m e n t T / m

m m s e t t l e m e n t T / m

mm

settl

emen

tT/m

(IS:2131-1981)

. . .

2

2

2

pe

r

/C

w

as r

xC

2

d

xC

i

3.00 39 2 39.00 27.00 9.10 0.50 0.66 12.01 20.81 33.30 62.44

4.50 41 2 41.00 28.00 8.74 0.50 0.61 10.66 23.46 37.53 70.38

6.00 63 2 58.59 36.80 6.46 0.50 0.58 7.49 33.36 53.37 100.07

7.50 68 2 57.80 36.40 6.54 0.50 0.57 7.45 33.54 53.66 100.62

9.00 74 2 59.20 37.10 6.40 0.50 0.56 7.17 34.85 55.77 104.56

10.00 88 2 70.40 42.70 5.50 0.50 0.55 6.05 41.32 66.11 123.95



CALCULATION OF SAFE BEARING CAPACITY (SBC) Based on C, • Value


Location: ROUND ABOUT Project Code: 2016050006 - TP

Bore hole no.: 8 Depth of Sample: 1.50 mtrs Water Table: 1.55 mtrs


Input Data

Kg/cm2

Cohesion C = 0.20 Depth of Foundation Df = 1.50 mtr.

Angle of internal friction Ф = 17 Degrees

tan-1 ( 0.67 tanФ ) Ф' = 12 Degrees Bulk Density = 2.005 gm/cc Field Moisture Content = 17.64 %

Dry Density γd = 1.704 gm/cc Specific Gravity Gs = 2.64 Saturated Density γsat = 2.058 gm/cc Void Ratio e = 0.55

Submersible Density γs = 1.058 gm/cc Width / Diameter of Footing (Assumed) B = 2 mtr.


Type of Footing = Square Footing

Condition of Soil = Medium

Overburden Pressure

Kg/cm2

Kg/cm2 q = (Df x γs) / 1000 = 0.159 Bγ =( B x γs) / 1000 = 0.212

IS:6403, Table -1 Bearing Capacity Factors

Ф Nc Nq Nγ Ф' N'c N'q N'γ

17 12.520 4.924 3.746 12 9.402 3.058 1.792

IS:6403, Table -2 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) = 1.203 ic = iq = iγ = 1

dq = dγ = 1.101

Dense In case of general shear failure Net Ultimate Bearing Capacity

qd = CNcScdcic + q(Nq -1) Sqdqiq + 0.5 BγNγSγdγiγW'

= 3.916 + 0.823 + 0.175 = 4.914 Kg/cm2

Loose 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'

= 1.961 + 0.432 + 0.083 = 2.476 Kg/cm2

Medium After Interpolating, Net Ultimate Bearing Capacity Qnu = 4.914 Kg/cm2

Soil Bearing Capacity (SBC)= Qs = Qnu / FS + OB Factor of Safety (FS) = 2.5

Qs= 2.124 Kg/cm2 = 21.24 Tons/m2

Net Safe Bearing Capacity (NSBC)= Qns = Qnu / FS = Qs - OB

Qns= 1.966 Kg/cm2 = 19.66 Tons/m2

SBC = 21.24 Tons/m2 NSBC = 19.66 Tons/m

2



CALCULATION OF SAFE BEARING CAPACITY (SBC) Based on SPT "N" Value


Location: ROUND ABOUT Project Code: 2016050006 - GI

Bore Hole No.: 8 Depth of Sample: 3.00 mtrs Water Table: 1.55 mtrs


Input Data Field SPT Value N = 39

Depth of Foundation Df = 3.00 mtr. IS:2131, Fig-1 Corrected SPT value after over burden pressure N' = 45.240

Corrected SPT value after Dilatancy N" = 30.120

IS:6403, Fig-1 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.


Type of Footing = Square Footing

IS:6403, Fig-1 Condition of Soil = Dense

Overburden Pressure

Kg/cm2

Kg/cm2 q = (Df x γs) / 1000 = 0.300 Bγ =( B x γs) / 1000 = 0.200

IS:6403, Table -1 Bearing Capacity Factors

Ф Nc Nq Nγ Ф' N'c N'q N'γ

36 46.120 33.300 48.030 26 22.628 12.208 13.184

IS:6403, Table -2 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) = 1.585 ic = iq = iγ = 1

dq = dγ = 1.292

In case of general shear failure Net Ultimate Bearing Capacity

Dense C = 0

qd = CNcScdcic +

q(Nq -1) Sqdqiq +

0.5 BγNγSγdγiγW'

= 0.000 + 15.023 + 2.482 = 17.505 Kg/cm2

Loose 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

Medium Net Ultimate Bearing Capacity Qnu = 17.505 Kg/cm2

Soil Bearing Capacity (SBC)= Qs = Qnu / FS + OB Factor of Safety (FS) = 2.5

Qs= 7.302 Kg/cm2 = 73.02 Tons/m2

Net Safe Bearing Capacity (NSBC)= Qns = Qnu / FS = Qs - OB

Qns= 7.002 Kg/cm2 = 70.02 Tons/m2

SBC = 73.02 Tons/m2 NSBC = 70.02 Tons/m

2



CHEMICAL TEST REPORTS:

WATER SAMPLES: (BH-08)

PARAMETERS UNIT RESULTS

pH Moles/H+ ions 7.41

CONDUCTIVITY s/cm 1008

TDS ppm 504

CHLORIDE (CL) mg/ltr 75.96

HARDNESS (CaCo3) mg/ltr 200

TURBIDITY NTU 0.1

ALKALINITY mg/ltr 360

SOIL SAMPLES: (BH-08)

PARAMETERS UNIT RESULTS

pH Moles/H ions

5.74

CONDUCTIVITY s/cm 192.3

CHLORIDE mg/l 136.0

SULPHATE mg/l 98.7

TOTAL SOLUBLE SOLID mg/l 76.3



RECORD OF BORING FROM FIELD

(TO BE GIVEN LETER)


GEOTECHNICAL INVESTIGATION REPORT · 2018-06-22 · GEOTECHNICAL INVESTIGATION REPORT ... 2720...

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Transcript of GEOTECHNICAL INVESTIGATION REPORT · 2018-06-22 · GEOTECHNICAL INVESTIGATION REPORT ... 2720...