mariamman kullam - · pdf filethe test is described in is 2131 - 1981. the split spoon...

Mariamman kullam

Mariamman Kullam

2m wide pathway

TOILETBLOCK

D1D1D1D1 D1 D1 D1 D1

D1

D1

DD

Paver Block 80mm Thick

3.00

12

5

125

30

0

75

ALL DIMENSIONS ARE IN MM

4.00

7.00

Sand Cushion

PCC 1:2:4 using 20mm metal


Sand Cushion



Sand Cushion

0,3

0,3

0,3

Cross Section of 3M Wide Paver Block



Kerb Detail

ALL DIMENSIONS ARE IN METERS

SCALE - 1:25





of 15

SOIL EXPLORATION REPORT

For

M/s. DARASHAW

Ref: GEO/CH/ 018/ 2017

PROJECT NAME:

SOIL INVESTIGATION FOR THE PROPOSED

CONSTRUCTION OF PREPARATION OF DPR FOR

DEVELOPMENT OF VELANKANNI IN NAGAPATTINAM

DISTRICT UNDER PRASAD SCHEME.

GEODESIGN INDIA PRIVATE LIMITED ( An ISO 9001 : 2008 Certified Company )

Soil Investigations, SPT Test, DTH, Diamond core drilling, & Grouting works No – 15 , Periyar Pathai, Chennai – 94.

Ph. 044 43872006 Mobile : 90433 - 44088

E - mail: [email protected] , Web : www.geodesign.co.in

mailto:[email protected]

http://www.geodesign.co.in/

of 15

S.NO. CONTENTS PAGE NO.

1. INTRODUCTION 3

1.1 Purpose and Scope 3

1.2 The Site 3

2. FIELD INVESTIGATIONS 3

2.1 Rotary Boring 3

2.2 Standard Penetration Test 4

2.3 Sampling 4

3. LABORATORY TEST 4

4. FOUNDATION ANALYSIS 5

4.1 Soil Profile 5

4.2 Safe Bearing Capacity 5

5. RECOMMENDATION 6

6. REFERENCES 7

7. ANNEXURE

7.1 LOG OF BORINGS 08 - 10

7.2 LABORATORY TEST RESULTS 11 - 13

8. PHOTOS 14 - 15

of 15

1. INTRODUCTION

1.1. PURPOSE AND SCOPE

Geo-technical site investigation work for “SOIL INVESTIGATION FOR THE

PROPOSED CONSTRUCTION OF PREPARATION OF DPR FOR DEVELOPMENT OF

VELANKANNI IN NAGAPATTINAM DISTRICT UNDER PRASAD SCHEME.” The

primary purpose of our investigation is to obtain data to develop foundation design

recommendations for the above work. At, first instance, Three boreholes was bored at site.

Client’s representatives 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. Field and laboratory tests were conducted to

evaluate the index and engineering properties of the soils

2. Engineering analysis were performed to develop foundation design information for

proposed structure

1.2. THE SITE :

“SOIL INVESTIGATION FOR THE PROPOSED CONSTRUCTION FOR PREPARATION

OF DPR FOR DEVELOPMENT OF VELANKANNI IN NAGAPATTINAM DISTRICT

UNDER PRASAD SCHEME.”

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.

of 15

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. 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 donut hammer 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.

2.3. SAMPLING

Soil samples were collected through Split spoon and rock core sample were

collected through single tube core barrel.

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 cohesion less 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 Cohesion & cohesionless soil

a) Specific gravity

b) Sieve analysis

c) Atterberg’s limits

d) Natural moisture content

of 15

4. FOUNDATION ANALYSIS

4.1 Soil Profile

The profile of the area as observed in the bore hole is given in the chart. The water

level is observed far below. The soil layer up to 27.00m depth SILTY CLAY was obtained.

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.

Safe bearing capacity (SBC) = 3.5 (N-3) {(B+0.3)/2B}2 × RW × FD +P

Where

N = Corrected N value N1

B = Width of Foundation = constant 1

RW = Water Correction = constant 0.5

FD = Depth of Factor = constant 1

P = Over Burden Pressure

of 15

5 . RECOMMENDATION

The site of “SOIL INVESTIGATION FOR THE PROPOSED CONSTRUCTION OF

PREPARATION OF DPR FOR DEVELOPMENT OF VELANKANNI IN

NAGAPATTINAM DISTRICT UNDER PRASAD SCHEME.” The bore hole

investigation was conducted and SBC was determined.

The site up to 27.00m SILTY CLAY is obtained.

PILE FOUNDATION is recommended for this site.

Note:

The detailed SBC at every 1.50m is mentioned in page no’s. – 11 to 13.

Er.K.P.VETRISELVAN.M.E(GEOTECH),MIGS,MISTE.,

GEOTECHNICAL ENGINEER

of 15

6. REFERENCES

1. IS: 1892-1979 – Indian Standard Code of Practice for Determination of Bearing

Capacity Of Shallow Foundation

2. IS: 1892-1979 - Indian Standard Code of Practice for Subsurface Investigation for

Foundations

3. IS: 2131-1981 - Indian Standard Method for Standard Penetration Test for Soils

4. IS: 8009 (Part 1) - 1976 - Indian Standard Code of Practice for Calculation of

Settlements of Foundations

5. IS: 2720 (Part-2) - 1973 - Indian Standard Methods of Test for Soils, Determination of

Water Content

6. IS: 2720 (Part-4) - 1985 - Indian Standard Methods of Test for Soils, Grain Size

Analysis

7. IS: 2720 (Part-5) – 1985 - Indian Standard Method of Test for Soils, Determination of

Liquid and Plastic Limit

8. IS: 2720 (Part-3/Sec-1)1980 - Indian Standard Methods of Test for Soils,

Determination of Specific Gravity.

of 15

1

Bore Log

Ref: GEO/CH/ 018/ 2017

Name of Project: “SOIL INVESTIGATION FOR THE PROPOSED CONSTRUCTION OF PREPARATION

OF DPR FOR DEVELOPMENT OF VELANKANNI IN NAGAPATTINAM DISTRICT UNDER PRASAD

SCHEME.” Soil

Investigation

done by:

GEODESIGN INDIA

PRIVATE LIMITED

Soil Exploration Consultant,

Chennai-94.

Type of Drilling: Rotary – Mud Circulation

LAT. - 10041’1.28’’N

LONG. - 79050’3.13’’E

G.W.T - 3.80m

Bore hole No: 1 Date of commencement : 20.02.2017

Location/R.L: 1 Date of completion : 22.02.2017

Dep

th b

elo

w

G.L

.(R

.L)

So

il P

rofi

le

Description of Soil

Th

ickn

ess

of

lay

er

(m)

Standard penetration test data

Graphical representation of

penetration resistance D

epth

at

whic

h

test

is

cond

uct

ed

N – Value- Depth of penetration

Rel

ativ

e d

ensi

ty /

Con

sist

ency

15cm 30cm 45cm For

30cm 0 20 40 60 80 100

Filling Soil 3.60

1.50 4 7 7 14 Medium

3.00 5 6 8 14 Medium

3.60

4.50 2 2 2 4 Medium

6.00 1 2 2 4 Medium

7.50 4 5 6 11 Stiff

9.00 6 8 10 18 V.Stiff

10.50 6 9 11 20 V.Stiff

12.00 7 9 14 23 V.Stiff

Silty Clay 23.40 13.50 10 13 14 27 V.Stiff

15.00 10 15 15 30 V.Stiff

16.50 8 14 18 32 Hard

18.00 11 12 21 33 Hard

20.00 24 28 >50 >50 Hard

22.00

16 20 26 46 Hard

27.00

End of Bore hole

25.00

27.00

12

14

16

18

22

24

38

42

Hard

Hard

Contd…2

of 15

2

Bore Log

Ref: GEO/CH/ 018/ 2017

Name of Project: “SOIL INVESTIGATION FOR THE PROPOSED CONSTRUCTION OF PREPARATION

OF DPR FOR DEVELOPMENT OF VELANKANNI IN NAGAPATTINAM DISTRICT UNDER PRASAD

SCHEME.” Soil

Investigation

done by:

GEODESIGN INDIA

PRIVATE LIMITED


Chennai-94.


LAT. - 10041’2.8’’N

LONG. - 79050’4.73’’E

G.W.T- 2.60m



Dep

th b

elo

w

G.L

.(R

.L)

So

il P

rofi

le

Description of Soil

Th

ickn

ess

of

lay

er

(m)




epth

at

whic

h

test

is

cond

uct

ed


Rel

ativ

e d

ensi

ty /

Con

sist

ency

15cm 30cm 45cm For

30cm 0 20 40 60 80 100

Filling Soil 2.10 1.50 3 2 2 4 V.Loose

2.10

Silty Sand 1.70 3.00 1 1 2 3 V.Loose

3.80

4.50 3 4 4 8 Medium

6.00 4 4 5 9 Stiff

7.50 6 8 10 18 V.Stiff

9.00 12 14 12 26 V.Stiff

Silty Clay 16.20 10.50 11 13 14 27 V.Stiff

12.00

12

13

15

28

V.Stiff

13.50 12 14 15 29 V.Stiff

15.00 13 14 18 32 Hard

16.50 10 11 12 23 V.Stiff

18.00 11 12 13 25 V.Stiff

20.00

End of Bore hole

20.00 13 15 16 31 Hard

Contd…3

of 15

3

Bore Log

Ref: GEO/CH/ 018/ 2017

Name of Project: “SOIL INVESTIGATION FOR THE PROPOSED CONSTRUCTION OF PREPARATION OF

DPR FOR DEVELOPMENT OF VELANKANNI IN NAGAPATTINAM DISTRICT UNDER PRASAD

SCHEME.” Soil

Investigation

done by:

GEODESIGN INDIA

PRIVATE LIMITED


Chennai-94.


LAT. - 10041’2.65’’N

LONG. - 79050’2.55’’E

G.W.T- 5.10m



Dep

th b

elo

w

G.L

.(R

.L)

So

il P

rofi

le

Description of Soil

Th

ickn

ess

of

lay

er

(m)




epth

at

whic

h

test

is

cond

uct

ed


Rel

ativ

e d

ensi

ty /

Con

sist

ency

15cm 30cm 45cm For

30cm 0 20 40 60 80 100

Filling Soil 4.20

1.50 10 15 18 33 Dense

4.20

4.50 3 2 4 6 Loose

Silty Sand 4.00

6.00 3 3 5 8 Loose

7.50 5 6 6 12 Medium

8.20

9.00

4

3

4

7

Stiff

10.50 6 7 8 15 Stiff

Silty Clay 6.80

12.00

7

9

10

19

V.Stiff

13.50 9 10 12 22 V.Stiff

15.00

End of Bore hole

15.00 10 13 15 28 V.Stiff

Geotechnical Engineer

of 15

1

Ref: GEO/CH/ 018/ 2017 SOIL TEST RESULTS

Name of Project: “SOIL INVESTIGATION FOR THE PROPOSED CONSTRUCTION OF PREPARATION OF DPR FOR DEVELOPMENT OF

VELANKANNI IN NAGAPATTINAM DISTRICT UNDER PRASAD SCHEME.” GeoDesign India Limited


Chennai-94.

BORE NUMBER

- 1

LOCATION : 1 GROUND WATER

LEVEL: 3.80m

COMMENCEMENT OF LAB

TESTING

25.02.2017

COMPLETION OF LAB

TESTING

28.02.2017

SO

IL P

RO

FIL

E A

ND

DE

PT

H I

N M

ET

RE

S

DE

PT

H O

F S

AM

PL

ING

IS S

OIL

CL

AS

SIF

ICA

TIO

N

NA

TU

RA

L W

ET

DE

NS

ITY

kN

/m3

NA

TU

RA

L M

OIS

TU

RE

CO

NT

EN

T

%

INDEX TEST

SIEVE ANALYSIS %

PASSING IS SIEVE

ANALYSIS

SP

EC

IFIC

GR

AV

ITY

SHEAR TEST STANDARD PENETRATION TEST CONSOLIDATION TEST L

IQU

ID L

IMIT

%

PL

AS

TIC

LIM

IT %

PL

AS

TIC

ITY

IND

EX

% o

f

GR

AV

EL

% o

f S

AN

D

% o

f S

ILT

% o

f C

LA

Y

CO

HE

SIO

N

C T

on /

m

2

AN

GL

E O

F

INT

ER

NA

L

FR

ICT

ION

0

DE

PT

H O

F

TE

ST

ING

M

OB

SE

RV

ED

N

VA

LU

E

CO

RR

EC

TE

D N

VA

LU

E

SA

FE

BE

AR

ING

CA

PA

CIT

Y T

/m2

CO

MP

RE

SS

ION

IND

EX

CC

PR

E -

CO

NS

OL

IDA

TIO

N

PR

ES

SU

RE

kg

/cm

2

INIT

IAL

VO

IDS

RA

TIO

CO

-EF

FE

CT

OF

CO

NS

OL

IDA

TIO

N

CV I

N c

m2/s

ec

3.60

27.00

FS

CM

-

16.09

-

21.69

-

34

-

21

-

13

-

5

-

19

-

47

-

29

-

2.68

-

2.4

-

-

1.50

3.00

4.50

6.00

7.50

9.00

10.50

12.00

13.50

15.00

16.50

18.00

20.00

22.00

25.00

27.00

14

14

4

4

11

18

20

25

29

30

32

33

>50

46

38

42

20

18

10

10

14

18

18

21

22

22

23

23

50

45

38

24

13.61

13.19

8.32

9.37

13.38

17.39

18.44

21.70

23.49

24.54

26.33

27.38

48.75

46.45

43.37

34.42

-

-

-

-

-

-

-

-

FS- FILLING SOIL, CM- SILTY CLAY.

Contd……2

of 15

2





Chennai-94.

BORE NUMBER

- 2


LEVEL: 2.60m

COMMENCEMENT OF LAB

TESTING

25.02.2017

COMPLETION OF LAB

TESTING

28.02.2017

SO

IL P

RO

FIL

E A

ND

DE

PT

H I

N M

ET

RE

S

DE

PT

H O

F S

AM

PL

ING

IS S

OIL

CL

AS

SIF

ICA

TIO

N

NA

TU

RA

L W

ET

DE

NS

ITY

kN

/m3

NA

TU

RA

L M

OIS

TU

RE

CO

NT

EN

T

%

INDEX TEST

SIEVE ANALYSIS %

PASSING IS SIEVE

ANALYSIS

SP

EC

IFIC

GR

AV

ITY


IQU

ID L

IMIT

%

PL

AS

TIC

LIM

IT %

PL

AS

TIC

ITY

IND

EX

% o

f

GR

AV

EL

% o

f S

AN

D

% o

f S

ILT

% o

f C

LA

Y

CO

HE

SIO

N

C T

on /

m

2

AN

GL

E O

F

INT

ER

NA

L

FR

ICT

ION

0

DE

PT

H O

F

TE

ST

ING

M

OB

SE

RV

ED

N

VA

LU

E

CO

RR

EC

TE

D N

VA

LU

E

SA

FE

BE

AR

ING

CA

PA

CIT

Y T

/m2

CO

MP

RE

SS

ION

IND

EX

CC

PR

E -

CO

NS

OL

IDA

TIO

N

PR

ES

SU

RE

kg

/cm

2

INIT

IAL

VO

IDS

RA

TIO

CO

-EF

FE

CT

OF

CO

NS

OL

IDA

TIO

N

CV I

N c

m2/s

ec

2.10

3.80

27.00

FS

SM

CM

-

14.53

16.09

-

20.84

21.07

-

-

37

-

-

23

-

-

14

-

4

6

-

29

12

-

47

56

-

20

26

-

2.66

2.69

-

-

2.6

-

25

-

1.50

3.00

4.50

6.00

7.50

9.00

10.50

12.00

13.50

15.00

16.50

18.00

20.00

4

3

8

9

18

26

27

28

29

32

23

25

31

11

10

13

13

18

22

22

22

22

23

18

19

33

6.96

7.27

10.54

11.59

16.34

20.34

21.39

22.44

23.49

25.28

22.64

24.43

36.18

-

-

-

-

-

-

-

-

-

-

-

-

FS- FILLING SOIL, SM- SILTY SAND, CM- SILTY CLAY.

Contd……3

of 15

3





Chennai-94.

BORE NUMBER

- 3


LEVEL: 5.10m

COMMENCEMENT OF LAB

TESTING

25.02.2017

COMPLETION OF LAB

TESTING

27.02.2017

SO

IL P

RO

FIL

E A

ND

DE

PT

H I

N M

ET

RE

S

DE

PT

H O

F S

AM

PL

ING

IS S

OIL

CL

AS

SIF

ICA

TIO

N

NA

TU

RA

L W

ET

DE

NS

ITY

kN

/m3

NA

TU

RA

L M

OIS

TU

RE

CO

NT

EN

T

%

INDEX TEST

SIEVE ANALYSIS %

PASSING IS SIEVE

ANALYSIS

SP

EC

IFIC

GR

AV

ITY


IQU

ID L

IMIT

%

PL

AS

TIC

LIM

IT %

PL

AS

TIC

ITY

IND

EX

% o

f

GR

AV

EL

% o

f S

AN

D

% o

f S

ILT

% o

f C

LA

Y

CO

HE

SIO

N

C T

on /

m

2

AN

GL

E O

F

INT

ER

NA

L

FR

ICT

ION

0

DE

PT

H O

F

TE

ST

ING

M

OB

SE

RV

ED

N

VA

LU

E

CO

RR

EC

TE

D N

VA

LU

E

SA

FE

BE

AR

ING

CA

PA

CIT

Y T

/m2

CO

MP

RE

SS

ION

IND

EX

CC

PR

E -

CO

NS

OL

IDA

TIO

N

PR

ES

SU

RE

kg

/cm

2

INIT

IAL

VO

IDS

RA

TIO

CO

-EF

FE

CT

OF

CO

NS

OL

IDA

TIO

N

CV I

N c

m2/s

ec

4.20

8.20

15.00

FS

SM

CM

-

15.23

16.48

-

21.34

21.46

-

-

32

-

-

22

-

-

10

-

7

8

-

29

11

-

46

51

-

18

30

-

2.67

2.70

-

-

2.7

-

28

-

1.50

4.50

6.00

7.50

9.00

10.50

12.00

13.50

15.00

33

6

8

12

7

15

19

22

28

36

12

13

15

11

16

17

19

21

25.44

9.80

11.59

14.12

12.21

16.96

18.75

21.28

23.80

-

-

-

-

-

-

-

-

-

-

-

-

FS- FILLING SOIL, SM- SILTY SAND, CM- SILTY CLAY.

Geotechnical Engineer

of 15

8. PHOTOS

BOREHOLE LOCATION: 1


of 15


Er.K.P.VETRISELVAN,ME(GEOTECH),MIGS,MISTE.,

GEOTECHNICAL ENGINEER

mariamman kullam - · pdf filethe test is described in is 2131 - 1981. the split spoon...

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