GLOBAL PROJECTS

GEOTECHNICAL INVESTIGATION REPORT

FOR

CS AND ASSOCIATES PVT. LTD.,

Salem.

Ref No: GP/R/2018-19/05

PROJECT NAME

GEOTECHNICAL INVESTIGATION WORK FOR THE

CONSTRUCTION.

Page 1 of 9
GP/R/2018-19/05 07.08.2018

To
CS AND ASSOCIATES PVT. LTD.,
CS towers, 214/6&7, KMS Garden, Ramakrishna Road,
Alagapuram, Salem - 636016.

Name of Work: GEOTECHNICAL INVESTIGATION WORK FOR THE CONSTRUCTION.

Sub : SUBMISSION OF GEOTECHNICAL INVESTIGATION WORK REPORT

Dear Sir,

We are pleased to hereby transmit Two (02) original Hard Copies and Soft Copies sent to your
concern address, our final Geotechnical Investigation Report for the above mentioned project. If you
have any questions, please contact this office.

It has been a pleasure being of service to you on this project. Assuring you of our continued co-
operation, we remain.

For Global Projects,

(Authorized Signatory)

Page 2 of 9
 CONTENTS

Sl.No Description Page No.

COVERING LETTER 2

1 INTRODUCTION 4

1.1 PURPOSE AND SCOPE 4

1.2 THE SITE 4

1.3 THE STRUCTURE 4

2 FIELD INVESTIGATIONS 4

2.1 ROTARY BORING 4

2.2 STANDARD PENETRATION TEST 4

2.3 SAMPLING 6

3 LABORATORY TESTS 6

4 FOUNDATION ANALYSIS 7

4.1 SOIL PROFILE 7

4.2 SAFE BEARING CAPACITY 7

5 DESIGN CRITERIA 8

5.1 DESIGN OF FOUNDATIONS 8

5.2 DEPTH OF FOUNDATION 8

6 FOUNDATION RECOMMENDATIONS 8

7 PRECAUTIONS 8

8 LIMITATIONS 9

9 REFERENCE 9

10 ANNEXURE

10.1 LOG OF BORINGS 10

10.2 LABORATORY TEST RESULTS 13

11 BORE HOLE LOCATION MAP 16

Page 3 of 9
1. INTRODUCTION

1.1. PURPOSE AND SCOPE

Geo-technical site investigation work for the construction. The primary purpose of our
investigation is to obtain data to develop foundation design recommendations for the above work. At,
first instance, two boreholes was bored at site. Client’s representatives choose a no of location and
selected the locations of borings. To accomplish these purposes, the following tasks were performed:
1. Detailed soil borings were done up to stratum to explore the sub surface stratigraphy and
obtain soil samples for testing.
2. Field and laboratory tests were conducted to evaluate the index and engineering properties of
the soils
3. Engineering analysis were performed to develop foundation design information for
proposed structure

1.2. THE SITE:

The sites were located at Tuticorin District.

1.3. THE STRUCTURE

As per the client information the proposed construction

2. FIELD INVESTIGATIONS

2.1. ROTARY BORING

Rotary drilling technique was adapted using Calyx machine in this field. In this method,
boring is effected by the cutting action of a rotating bit that is kept in firm contact with the bottom of
the hole. The bit is attached to the lower end of a hollow drill rod that is rotated by a suitable chuck.
Drilling mud (usually Bentonite) is continuously forced down the hollow drill rods. The mud returning
upwards though the annular space between the drill rods and the side of the hold bring the cutting to
the surface.

2.2. STANDARD PENETRATION TEST

It is now most commonly used in site test. The test measures the penetration resistance of the
split spoon sampler, when it is driven into the soil, at the bottom of a borehole in a standard manner.
The N-value, which is the number of blow required to achieve 300mm penetration of the soil, indicates
the relative density of sand or gravel, the consistency of other soil such as silts or clays and the
strength of weak rocks.

Page 4 of 9
 The test is described in IS 2131 - 1981. The split spoon sampler is attached to stiff drill rod
and lowered to the bottom of the bore hold. A standard blow consists of dropping a mass of 63.5kg
free fall through 750 mm on to an anvil at the top of the rods and ensuing that this amount of
dynamic energy is transferred to the sampler as much as possible.

The number of blows required to achieve each 150mm penetration is recorded for a fall
penetration of 450mm. The initial 150mm penetration is referred to as seating drive and the blows
required for this penetration are not considered as this zone is in disturbed soil. The next 300mm of
penetration is referred to as the test drive and the number of blows required to achieve this fully is
termed the penetration resistance or N-value.

The total number of blows (N) required, to advance the spoon into the bore, for another two
successive 15cm (a total of 30 cm) is recorded as a measure of the soil relative density or consistency
as given in Table.

CO – RELATION FOR SATURATED SAND/NON – PLASTIC SILT

Relative Density Penetration Value (Blows/Ft)

Very loose 0 to 4 Blows
Loose 5 to 10 Blows
Medium 11 to 30 Blows
Dense 31 To 50 Blows
Very Dense > 50 Blows

CO – RELATION FOR SATURATED CLAY/PLASTIC SILT

Relative Density Penetration Value (Blows/Ft)

Very Soft 0 to 2 Blows
Soft 3 to 4 Blows
Medium Stiff 5 to 8 Blows
Stiff 9 To 16 Blows
Very Stiff 17 To 32 Blows
Hard > 32 Blows

Page 5 of 9
 Rock samples were extracted by Rotary drilling technique using double tube core barrel of
76mm diameter, filter with a diamond bit. The extracted cores for every run, not exceeding 1.0
meter were arranged in the core boxes and the T.C.R as well as R.Q.D values were measured. The
appropriate estimation of the properties of the encountered rock strata can be obtained by referring to
the borehole logs and the following description

R.Q.D % ROCK QUALITY

90 – 100 Excellent

75 – 90 Good

50 – 75 Fair

25 – 50 Poor

0 - 25 Very Poor

RECOVERY % DESCRIPTION OF ROCK

0 – 20 Rock is treated as soil

20 – 35 with SPT > 50 blows

Soft or disintegrated rock
/ 30 cm

35 – 50 Intermediate rock

50 – 85 Medium rock

> 85 Sound rock

The fieldwork was carried out under the close supervision of our engineer in accordance with
Indian Standard mentioned earlier.

2.3. SAMPLING
Soil samples were collected through Split spoon and rock core sample were collected through
single tube core barrel.
Page 6 of 9
3. LABORATARY TESTS

The operations to be performed in the laboratory depend upon the type of the nature of data
required for the problem at hand. In case of cohesionless material, like sand, the laboratory tests are
usually minimum and the design parameters are worked out from field test data such as form SPT- N
value, Core resistance and plate load test data.
In the case of cohesive soils, the programme of laboratory testing can vary from carrying out
simple tests such as unconfined tests to comprehensive study of soil behaviour using triaxial shear
tests and consolidation tests.

Following laboratory tests are conducted.

For Cohesionless soil
a) Specific gravity
b) Sieve analysis
c) Direct shear test
d) Natural moisture content
For Cohesive soil
a) Specific gravity
b) Natural moisture content
c) Atterberg’s limits
d) Sieve Analysis

4. FOUNDATION ANALYSIS
4.1 Soil Profile
The profile of the area as observed in the bore hole is given in the chart. The Borehole is
terminated at maximum depth of 10.50m.

4.2 Safe Bearing Capacity

The bearing capacity of granular soil depends upon the unit weight and angle of internal friction
of the soil. These two properties of granular soils are determined by standard penetration tests.

The allowable bearing pressure based on tolerable settlement has been established empirically by
Terzaghi and Peck, 1948 and may be expressed by the equation.
Page 7 of 9
Safe bearing capacity (SBC) = 3.5 (N-3) {(B+0.3)/2B}2 X RW X FD +P
Where,
N = Collected N value N2
B = Width of Foundation = constant 1
RW = Water Correction = constant 0.5
FD = Depth of Factor = constant 1
P = Over Burden Pressure

5. DESIGN CRITERIA
5.1 Design of Foundations

As per the clients information the proposed project is construction.

The design of foundation depends upon the founding strata, loading intensity at the foundation
level and configuration at loading points.
For the above conditions, open foundations are recommended for the proposed structure
shown in the following recommendation.

5.2 Depth of Foundation

Minimum depth of foundations is governed by the following factors:

 Top loose zone.
 Adequate depth of soil above founding level, to ensure mobilization of full safe bearing
capacity.
 Adequate depth of soil strata below founding level of requisite strength to mobilize the safe
bearing capacity and at the same time restricts the total and differential settlements within the
allowable limits.
 The type and depth of foundation shall be decided by the design engineer.

6. PRECAUTIONS

Entire report should be studied before implementing the recommendations. Loose pockets of
soil, if encountered shall be removed and backfilled with a levelling course of concrete shall be laid
and construction of foundations with IS CODE recommends can be taken up subsequently.
Page 8 of 9
7. LIMITATIONS

The soil investigations have been carried out at locations in the site chosen by the client so as
to represent the entire site. The recommendations provided in this report are hence valid only for
these test locations. However, if there is any change in sub soil conditions and properties at places
between or beyond chosen test locations, GLOBAL PROJECTS may be contacted for further advice.
With passage of time, the recommendations may vary due to manmade and natural
environmental changes.
Er. S.ANAND., ME(GEOTECH)
GEOTECHNICAL ENGINEER

8. REFERENCES

1. IS: 6403-1981

2. IS: 2911-(part1/sec-2 0-1979)

3. IS: 2131-1980

4. IS: 8009 (Part-1) 1976

5. IS: 2720 for all laboratory tests

6. Wayne CTEng(1992)Foundation design,13th reprint, Prentice - Hall of India Pvt.Ltd.,

7. Bowles J.E,(1982) Foundation Analysis and design ,3rd edition, Mc Graw Hill International Book
Co.

8. Tomlinson M.J. (1995) Foundation Design and Construction, 6th edition, Longman Group.

Page 9 of 9
ANNEXURE – I

1
Bore Log
Ref: GGF/R/2017-18/97
Name of Project: GEOTECHNICAL INVESTIGATION WORK FOR THE CONSTRUCTION OF
Date of
Soil 28.07.2018
GLOBAL PROJECTS, Commencement
Investigation Type of Drilling: Rotary – Mud Circulation
Madurai.
done by: Date of Completion 28.07.2018

Bore hole No 01 Ground Water

STANDARD PENETRATION Not met

Thickness of layer (m)

Depth at which test is

Location Mentioned on Map Level
TEST DATA

Relative density /
conducted
Depth below

Consistency
Graphical representation of
Soil Profile
G.L.(R.L)

N – Value- Depth of penetration resistance

Description of Soil penetration

For

100
20

40

60

80
15cm 30cm 45cm
30cm

1.00 4 5 6 11 Stiff

2.00 6 7 9 16 Do

3.00 8 10 12 22 V Stiff

4.50 11 21 21 42 Hard

SILTY CLAY 3.40 6.00 12 22 20 42 Do

7.50 14 16 50/2 >50 V dense

9.00 R* - - >50 Do

3.40

CLAY WITH
3.20
GRAVELL

6.60

SOFT
DISINTEGRATED
ROCK 2.40

9.00
 2
Bore Log
Ref: GGF/R/2017-18/97
Name of Project: GEOTECHNICAL INVESTIGATION WORK FOR THE CONSTRUCTION OF
Date of
Soil 28.07.2018
GLOBAL PROJECTS, Commencement
Investigation Type of Drilling: Rotary – Mud Circulation
Madurai.
done by: Date of Completion 28.07.2018

Bore hole No 02 Ground Water

STANDARD PENETRATION Not met

Thickness of layer (m)

Depth at which test is

Location Mentioned on Map Level
TEST DATA

Relative density /
conducted
Depth below

Consistency
Graphical representation of
Soil Profile
G.L.(R.L)

N – Value- Depth of penetration penetration resistance

Description of Soil

For

20

40

60

80

10
15cm 30cm 45cm

0
30cm

1.00 4 3 5 8 Stiff

2.00 5 6 7 13 Do

3.00 7 8 9 17 V Stiff

4.50 9 10 13 23 Hard

6.00 14 16 18 34 Do
SILTY CLAY
6.50 7.50 15 17 20 37 Do

9.00 17 29 50/3 >50 V Dense

10.50 30 45 50/2 >50 Do

6.50

CLAY WITH
1.30
GRAVELL

7.80

2.70
SOFT
DISINTEGRATED
ROCK

10.50
 3
Bore Log
Ref: GGF/R/2017-18/97
Name of Project: GEOTECHNICAL INVESTIGATION WORK FOR THE CONSTRUCTION OF
Date of
Soil 28.07.2018
GLOBAL PROJECTS, Commencement
Investigation Type of Drilling: Rotary – Mud Circulation
Madurai.
done by: Date of Completion 28.07.2018

Bore hole No 03 Ground Water

STANDARD PENETRATION Not met

Thickness of layer (m)

Depth at which test is

Location Mentioned on Map Level
TEST DATA

Relative density /
conducted
Depth below

Consistency
Graphical representation of
Soil Profile
G.L.(R.L)

N – Value- Depth of penetration penetration resistance

Description of Soil

For

20

40

60

80

10
15cm 30cm 45cm

0
30cm

1.00 4 5 6 11 Stiff

2.00 5 7 9 16 Do

3.00 6 7 10 17 V Stiff

4.50 8 9 14 23 Do

6.00 14 15 16 31 Do
SILTY CLAY
6.50 7.50 17 20 29 49 Hard

9.00 18 26 50/2 >50 V Dense

10.50 R* - - >50 Do

6.50

CLAY WITH
1.30
GRAVELL

7.80

2.70
SOFT
DISINTEGRATED
ROCK

10.50

ER. S.ANAND., M.E.(GEOTECH)

GEOTECHNICAL ENGINEER
 1
Ref: GGF/R/2017-18/97 SOIL TEST RESULTS
Soil Investigation done WORK STARTED ON 28.07.2018
by: BORE HOLE NO: LOCATION: GROUND WATER LEVEL:
GLOBAL PROJECTS, 01 Mentioned on Map Not met WORK COMPLETED ON 28.07.2018
Madurai.
INDEX TEST SIEVE ANALYSIS %

CORRECTED N VALUE
DEPTH OF SAMPLING

NATURAL MOISTURE

OBSERVED N VALUE

CAPACITY (t/m2)
SOIL PROFILE AND

SPECIFIC GRAVITY
DEPTH IN METRES

CLASSIFICATION

SAFE BEARING
%

DEPTH (m)
MEDIUM SAND
PLASTIC LIMIT

COARSE SAND
LIQUID LIMIT
IS SOIL

CLAY & SILT

PLASTICITY

FINE SAND
CONTENT

GRAVEL
INDEX
%

%
1.00 11 11.0 8.0

2.00 16 16.0 13.1

ML 20.6 34 18 16 0 0 4 23 73 2.42

3.00 22 22.0 19.1

3.40

4.50 42 42.0 39.2

GC 19.3 NP NP NP 21 6 11 17 45 2.54

6.00 42 42.0 39.2

6.60

7.50 >50 50.0 47.2

SDR - - - - - - - - - -
(WS)
9.00 >50 50.0 47.2
9.00
ML – SILTY CLAY, GC - CLAYEY GRAVEL, SDR – SOFT DISINTEGRATED ROCK (WASH SAMPLE), SBC is based on SPT values
*NP – Non Plastic, N/A – Not Applicable
 2
Ref: GGF/R/2017-18/97 SOIL TEST RESULTS

Soil Investigation done WORK STARTED ON 28.07.2018

by: BORE HOLE NO: LOCATION: GROUND WATER LEVEL:
GLOBAL PROJECTS, 02 Mentioned on Map Not met WORK COMPLETED ON 28.07.2018
Madurai.
INDEX TEST SIEVE ANALYSIS %

CAPACITY (t/m2)
SOIL PROFILE AND

SPECIFIC GRAVITY
DEPTH IN METRES

CLASSIFICATION

SAFE BEARING
%

CORRECTED N
OBSERVED N
DEPTH (m)
MOISTURE
SAMPLING

MEDIUM SAND
PLASTIC LIMIT
DEPTH OF

COARSE SAND
NATURAL

LIQUID LIMIT
IS SOIL

CLAY & SILT

PLASTICITY

VALUE

VALUE
FINE SAND
CONTENT

GRAVEL
INDEX
%

%
1.00 8 8.0 5.0

2.00 13 13.0 10.1

ML 21.2 37 20 17 0 0 0 30 70 2.44

3.00 17 17.0 14.1

4.50 23 23.0 20.1

6.50

GC 20.2 NP NP NP 18 11 5 18 48 2.52 6.00 34 34.0 31.2

7.50 37 37.0 34.2

7.80

9.00 >50 50.0 47.2

SDR 18.4 NP NP NP 24 32 28 6 10 2.56 10.50 >50 50.0 47.2

10.50
 3
Ref: GGF/R/2017-18/97 SOIL TEST RESULTS
Soil Investigation done WORK STARTED
28.07.2018
by: LOCATION: GROUND WATER LEVEL: ON
BORE HOLE NO: 03
GLOBAL PROJECTS, Mentioned on Map Not met WORK
28.07.2018
Madurai. COMPLETED ON
INDEX TEST SIEVE ANALYSIS %

CAPACITY (t/m2)
SOIL PROFILE AND

SPECIFIC GRAVITY
DEPTH IN METRES

CLASSIFICATION

SAFE BEARING
%

CORRECTED N
OBSERVED N
DEPTH (m)
MOISTURE
SAMPLING

MEDIUM SAND
PLASTIC LIMIT

COARSE SAND
DEPTH OF

NATURAL

LIQUID LIMIT

CLAY & SILT

IS SOIL

PLASTICITY

VALUE

VALUE
FINE SAND
CONTENT

GRAVEL
INDEX
%

%
1.00 11 11.0 8.0

2.00 16 16.0 13.1

ML 20.6 35 18 17 0 0 0 27 73 2.45

3.00 17 17.0 14.1

4.50 23 23.0 20.1

6.50

6.00 31 31.0 28.1

GC 21.0 NP NP NP 18 15 12 10 45 2.66

7.50 49 49.0. 46.2

7.80

9.00 >50 50.0 47.2

SDR - - - - - - - - - - 10.50 >50 50.0 47.2

(WS)

10.50

Er. S.ANAND., M.E. (GEOTECH)

GEOTECHNICAL ENGINEER
11. BORE HOLE LOCATION – Not to Scale

New Bridge

Tuticorn Bus Stand

BH. 1
N
BH. 2

BH.3
Water Tank

1
Bore Log