final report -...

LOMA IT PARK DEVELOPERS PVT. LTD.

GEOTECHNICAL INVESTIGATION REPORT FOR

PROPOSED INFORMATION TECHNOLOGY (IT) PARK AT

GHANSOLI, NAVI MUMBAI

FINAL REPORT

BY

DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD.

SANTACRUZ (E), MUMBAI- 400 055 DBM

®

FINAL GEOTECHNICAL INVESTIGATION REPORT PROPOSED IT PARK

AT GHANSOLI, NAVI MUMBAI FOR LOMA IT PARK DEVELOPERS PVT. LTD.

Table of Contents

Item Page 1.0 INTRODUCTION 1 2.0 EXPLORATION PROGRAM 1 2.1 Exploration Scope 2 2.2 Subsurface Conditions 3 2.3 Ground Water Table 4 3.0 FOUNDATION RECOMMENDATIONS 5 3.1 Basement Construction 5 3.2 Lateral Earth Pressures 7 3.3 Foundation Protection 7 4.0 FIELD EXPLORATION PROCEDURES 8 References/Calculations 9

ANNEXURES 12

Location Plan of Boreholes Borehole Logs Subsurface Profile Laboratory Test Results

FINAL GEOTECHNICAL INVESTIGATION REPORT PROPOSED IT PARK

AT GHANSOLI, NAVI MUMBAI FOR LOMA IT PARK DEVELOPERS PVT. LTD.

1.0 INTRODUCTION

Loma IT Park Developers Pvt. Ltd. plans construction of an IT Park at Ghansoli, Navi

Mumbai. The proposed building will consist of a Ground and 16 upper floors. The work of

geotechnical investigation was awarded to M/s. DBM Geotechnics and Construction Pvt. Ltd.

The field work and laboratory tests for the geotechnical investigation were completed by

DBM Geotechnics. This report completed by M/s. Geotek Consortium presents results of the

geotechnical investigation along with foundation recommendations for the proposed building.

2

2.0 EXPLORATION PROGRAM

2.1 Exploration Scope

Nineteen boreholes (BH-1 to BH-4 and BH-6 to BH-20) were completed for the project. The

locations of the boreholes are illustrated on the location plan (figure 1) in the annexure.

Borehole surface elevations and termination depths

TABLE A BOREHOLE SURFACE ELEVATIONS AND TERMINATION DEPTHS

BORE HOLE NO.

GROUND SURFACE

ELEVATION (m)

GROUND WATER TABLE

(m)

BORE HOLE TERMINATION

DEPTH (m)

BH- 1 6.477 0.50 7.00 BH- 2 6.387 0.20 7.00 BH- 3 6.772 0.00 6.20 BH- 4 8.017 0.00 6.30 BH- 6 11.637 1.00 10.00 BH- 7 6.532 0.20 10.00 BH- 8 6.532 3.00 13.00 BH- 9 6.737 0.50 5.50

BH- 10 8.037 0.00 4.60 BH- 11 9.847 2.40 8.50 BH- 12 11.422 0.50 8.00 BH- 13 6.672 0.60 8.50 BH- 14 6.317 0.50 8.50 BH- 15 7.397 0.60 7.00 BH- 16 9.252 0.70 8.00 BH- 17 9.902 0.50 10.00 BH- 18 10.907 2.50 5.50 BH- 19 7.662 3.00 6.00 BH- 20 8.732 2.60 6.70

3

2.2 Subsurface Conditions

Subsurface profile generally consists of fill overlying Residual Soils underlain by Bedrock.

The encountered soil/rock layers are described in detail below:

LAYER I: FILL

Fill, consisting mostly of brown silty sand with boulders, were encountered from the ground

surface. The thickness of this layer ranged between 1.0m and 3.0m.

LAYER II: RESIDUAL SOILS

Residual soils, consisting mostly of yellowish brown or gray clay, were encountered below

the fill layer in several boreholes. This layer is formed by the complete in-place disintegration

of parent bedrock material to texture of soil. Based on Standard Penetration Tests (SPT),

consistencies of the cohesive soils within this layer ranged between stiff and hard. The lower

boundary of this layer was encountered at depths between 2.0m and 3.5m below ground

surface.

4

LAYER III: BASALT BEDROCK

Gray Basalt bedrock was encountered at depths between 0.5m and 3.0m below ground

surface. The bedrock was completely weathered to sound, generally improving with depth.

Core Recoveries in the bedrock varied between 0 and 100 percent, while Rock Quality

Designations (RQDs) ranged between 0 and 97 percent. Compressive strength of rock core

samples ranged between 116 t/m2 and 14600 t/m2. Modulus of Elasticity of rock core

samples ranged between 1x105 kg/cm2 and 4.7x105 kg/cm2. Boreholes were terminated in

this bedrock layer at depths between 4.5m and 13.0m below ground surface.

2.3 Groundwater Levels

Groundwater accumulation was monitored in boreholes during and after completion of

drilling activities. Groundwater was observed at depths between 0.00 m to 3.00 m below

ground surface in the boreholes. Seasonal and annual fluctuations in ground water levels

can be expected to occur.

5

3.0 FOUNDATION RECOMMENDATIONS

Bedrock was encountered at depths between 0.5m and 3.0m below ground surface.

Spread/raft foundations for proposed building with double basement, installed at a minimum

depth of 7.5m below ground surface can be designed for a maximum net allowable bearing

capacity of 230 t/m2.

Minimum footing width should be 1.0m. Maximum total settlement of spread/raft foundations

will be less than 12mm. Modulus of subgrade reaction of 19,000 t/m3 can be utilized for

design of foundations.

3.1 Basement Construction

Excavation slopes should be sloped at a maximum slope of 1:2 (horizontal:vertical) or

flatter within the top 3.5m. Excavation sides below this zone should be sloped at a

maximum slope of 1:5 (horizontal:vertical).

Minor dewatering will be required in excavations. Basement floors and walls should be

adequately water-proofed. Adequate uplift resistance in the form of dead weight or rock

anchors should be provided. Hydrostatic uplift forces can be halved due to presence of hard

6

bedrock at this site. An allowable grout/rock bond stress of 35 t/m2 can be utilized for design

of rock anchors.

Hard bedrock was encountered at depths between 0.5m and 7.5m below ground surface.

Exact depths to hard bedrock are given in Table B below. Excavation for double basement

within this hard bedrock will require rock breaking with rock breakers.

TABLE A DEPTHS TO HARD BEDROCK

BOREHOLE NUMBER DEPTHS TO HARD BEDROCK

BH-1 1.0m BH-2 4.0m BH-3 3.0m BH-4 3.3m BH-6 2.0m BH-7 2.1m BH-8 7.5m BH-9 1.0m

BH-10 0.5m BH-11 2.0m BH-12 0.5m BH-13 4.5m BH-14 5.5m BH-15 3.0m BH-16 1.5m BH-17 6.5m BH-18 0.5m BH-19 2.0m BH-20 3.7m

7

3.2 Lateral Earth Pressures

Basement walls and shoring walls, if any, will be subjected to lateral earth pressures. A soil

submerged unit weight (rsub) and coefficient of active lateral earth pressure (ka) of 0.8 t/m3

and 0.33, respectively, should be utilized for design of basement walls. For design of

shoring walls, if any, a soil total unit weight (rt) and coefficient of active lateral earth pressure

(ka) of 0.8 t/m3 and 0.33, respectively, should be utilized within the top 3.5m. No lateral earth

pressures will be exerted on the pile walls below this zone. Hydrostatic pressures and

surcharge pressures, if any, should also be considered.

3.3 Foundation Protection

A moderate exposure condition was assigned to this site. Hence, following precautions shall

be taken to protect concrete and reinforcement in foundations;

i) Type of Cement = OPC or PPC

ii) Minimum Grade of Concrete = M25

iii) Minimum Cement content for open foundations = 300 kg/cu. Meter

iv) Maximum Water Cement Ratio = 0.5

v) Minimum cover for foundations = 50mm

8

4.0 FIELD EXPLORATION PROCEDURES

The sub-surface investigation was completed generally as per IS: 1892-1979. Field

investigation was carried out using rotary machines. Casing was used to support sides of

borehole until sufficiently stiff strata was encountered. Standard Penetration Tests (i.e. SPT)

were carried out in soil in accordance with IS 2131-1981. Using this procedure, a split-barrel

sampler is driven into the soil by 63.5 kg. weight falling through 75 cm height. After an initial

set of 15cm, the number of blows required to drive the sampler an additional 30 cm, is

known as “penetration resistance” or “N value”.

When SPT refusal was obtained in hard strata, rock coring was done using diamond bit and

double tube core barrel to obtain good quality rock samples. Percent Rock Core Recovery

and percent Rock Quality Designation (%RQD) were determined. % RQD is defined as =

100 x Sum of length of rock pieces in cms, each having lengths greater than 10cms/Total

length of core run in cms.

Sincerely,

GEOTEK CONSORTIUM __________________________________ Jaydeep Wagh B.E., M.S., P.E. (Geotechnical)

9

REFERENCES

1) Foundation Analysis and Design, J.E. Bowles, McGraw Hill Publication, 5th Edition, 1996. 2) Soil Mechanics and Foundation Engineering, K.R. Arora, Standard Publishers

Distributors, Fourth Edition, 1997. 3) Canadian Foundation Engineering Manual. 4) IS:6403-1981, Code of Practice for Determination of Bearing Capacity of Shallow

Foundation. 5) Foundation Design Manual, N.V. Nayak, 1996. 6) Geotechnical Engineering and Evaluation, R.F. Hunt, 1992 7) Pile Design and Construction Practice, M. J. Tomlinson

10

SAMPLE CALCULATION OF ALLOWABLE BEARING CAPACITY OF SPREAD / RAFT FOUNDATIONS SUPPORTED ON BEDROCK

FROM REFERENCE NO. 3: Allowable Capacity = qend = KQu Where, K = Empirical coefficient = 0.1 to 0.4 (adopted as 0.2 for slightly weathered to sound bedrock at founding level) Qu = Representative Compressive strength of rock = 1160 t/m2 Allowable capacity = 0.2 x 1160 = 232 t/m2

11

B) CALCULATION OF SETTLEMENTS OF SPREAD FOUNDATIONS (5M X 5M) EXERTING PRESSURE OF 230 T/M2:

Settlement = S q BE

mI Is

s f=−

0

21' µ

Where, q0 = Footing Pressure = 230 t/m2 B’ = B/2 (Where B is the width of pressure distribution µ = Poisson’s ratio = 0.25 E = Modulus of Elasticity Is = Influence Factor (Obtained from Table 5-2, Reference No. 1) If = Depth Factor (Obtained from Figure 5-7, Reference No. 1)

m = 4 for center of footing

E value reported in literature for Basalt bedrock = 17,00,000 t/m2 (Reference No. 1) E value obtained from laboratory tests = 10,00,000 t/m2

Using 1/10th of this value for weathered bedrock, E = 1,00,000 t/m2 L’ = 5/2 =2.5, B’ = 5/2 = 2.5, H=25m, and D=7.50m Therefore, M=L/B=1; and N=H/B’=10 and D/B=1.5

Corresponding, Is = 0.53, Conservative If = 1.0 (From Table 5-2, Reference 1)

Settlement of Layer = S1 = 0.153.04000,00,12.015.1230

2

xxxxx − = 0.012m = 12mm

THEREFORE, TOTAL SETTLEMENT = 12mm

----- DATE:

Wet

Den

sity

Dry

Den

sity

Gra

vel %

Sand

%

Silt

%

Cla

y %

Liqu

id %

Plas

tic %

Plas

ticity

Inde

x,

I p %

Type

Coh

esio

n C

u

kg/c

m2

Deg

ree φ

Com

p. In

dex

Ccv

(Lab

)

Initi

al V

oid

Rat

io

BH - 3 1.50 - 2.10 SPT 1 ----- ----- ----- SM 22 57 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2.66

BH - 3 3.00 - 3.18 SPT 2 ----- ----- ----- SM 31 43 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- -----

CHEM : Tuu : Triaxial Test ( Unconsolidated Undrained ) SP : Swelling Pressure or Swelling Potential Test φ : Angle of Internal Friction

COMP : Tcu : Triaxial Test ( Consolidated Undrained ) SPT : Standard Penetration Test Sample Cc : Undrained Cohesion

DS : Tcd : Triaxial Test ( Consolidated Drained ) UDS : Undisturbed Soil Sample φ' : Effective Angle of Internal Friction

K : NP : Non Plastic VL : Laboratory Vane Shear Test Cc' : Effective Cohesion

FSI : SL : Shrikage Limit Test UC : Unconfined Compression Test -----> : Combined Silt + Clay

21

Triaxial Test

Soil

Cla

ssif

icat

ion

(I.S

)

Dep

th in

m.

Sam

ple

Type

UD

/ D

Nat

ural

Moi

stur

e C

onte

nt, w

%

Free

Sw

ell I

ndex

%

Consistancy Limits

Spec

ific

Gra

vity

Project : FLB 04Geotechnical Investigation for Proposed International information Technology Park at Ghansoli, Navi Mumbai.

Unc

onfi

ned

Com

pres

sion

Tes

t K

g/cm

2

Location :

Bore

Hol

e N

o.

06.08.2008

2227Job. No. :

Free Swell Test

Rem

arks

Verical Consolidation

DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD.

Compaction Test

Direct Shear

Density gm/ cm3 Mechanical Analysis

Permeability Test

Chemical Analysis

SOIL TEST DATA SHEET

26

Particle

% % % % mm mm mmBH - 3 1.50 - 2.10 SM 22 57 ----- ----- ----- ----- ----- ----- ----- ----- SPT 1

BH - 3 3.00 - 3.18 SM 31 43 ----- ----- ----- ----- ----- ----- ----- ----- SPT 2

21

26

-----

Rem

arks

Project :

GR

AIN

SIZE DISTR

IBUTIO

N C

UR

VE

Location Geotechnical Investigation for Proposed International inform

ation Technology Park at Ghansoli, N

avi M

umbai.

DBM

GEO

TECH

NIC

S & C

ON

STRU

CTIO

NS PV

T. LTD.

Size(mm)

Depth in m.

2227

Bore Hole No.

Symbol

Job No. :

Coeff. Of Curvature

Cc D30

2/(D60*D10)

Classifi- -cation ( IS )

Gravel Sand

Plas

ticity

In

dex,

I pClay Silt

φ60

%

Plas

tic

Lim

it, W

p

Liqu

id

Lim

it, W

l

φ10

%

φ30

% Coeff. of Uniformity, Cu

= D60 / D10

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110100PARTICLE SIZE ( mm )

PER

CE

NT

AG

E F

INE

R T

HA

NGRAVEL

FCSAND

C M FSILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10-3 2x10-3

----- DATE:

Wet

Den

sity

Dry

Den

sity

Gra

vel %

Sand

%

Silt

%

Cla

y %

Liqu

id %

Plas

tic %

Plas

ticity

Inde

x,

I p %

Type

Coh

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n C

u

kg/c

m2

Deg

ree φ

Com

p. In

dex

Ccv

(Lab

)

Initi

al V

oid

Rat

io

BH - 4 3.00 - 3.29 SPT 2 ----- ----- ----- SW-SM 42 48 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2.67






10

Permeability Test

Chemical Analysis


2227Job. No. :

Free Swell Test

Rem

arks



Compaction Test

Direct Shear


Free

Sw

ell I

ndex

%

Consistancy Limits

Spec

ific

Gra

vity


Unc

onfi

ned

Com

pres

sion

Tes

t K

g/cm

2

Location :

Bore

Hol

e N

o.

06.08.2008

Triaxial Test

Soil

Cla

ssif

icat

ion

(I.S

)

Dep

th in

m.

Sam

ple

Type

UD

/ D

Nat

ural

Moi

stur

e C

onte

nt, w

%

Particle

% % % % mm mm mmBH - 4 3.00 - 3.29 SW-SM 42 48 0.075 1.40 5.50 73.33 4.75 ----- ----- ----- SPT 210

Plas

ticity

In

dex,

I pClay Silt

φ60

%

Plas

tic

Lim

it, W

p

Liqu

id

Lim

it, W

l

φ10

%

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= D60 / D10

Coeff. Of Curvature

Cc D30

2/(D60*D10)


Gravel Sand

DBM

GEO

TECH

NIC

S & C

ON

STRU

CTIO

NS PV

T. LTD.

Size(mm)

Depth in m.

2227

Bore Hole No.

Symbol

Job No. :

Geotechnical Investigation for Proposed International inform


avi M

umbai.

-----

Rem

arks

Project :

GR

AIN

SIZE DISTR

IBUTIO

N C

UR

VE

Location

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110100PARTICLE SIZE ( mm )

PER

CE

NT

AG

E F

INE

R T

HA

NGRAVEL

FCSAND

C M FSILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10-3 2x10-3

----- DATE:

Wet

Den

sity

Dry

Den

sity

Gra

vel %

Sand

%

Silt

%

Cla

y %

Liqu

id %

Plas

tic %

Plas

ticity

Inde

x,

I p %

Type

Coh

esio

n C

u

kg/c

m2

Deg

ree φ

Com

p. In

dex

Ccv

(Lab

)

Initi

al V

oid

Rat

io

BH - 06 1.50 - 1.95 SPT 1 ----- ----- ----- CH 5 19 37 39 52 27 25 ----- ----- ----- ----- ----- ----- ----- 2.65






Triaxial Test

Soil

Cla

ssif

icat

ion

(I.S

)

Dep

th in

m.

Sam

ple

Type

UD

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Nat

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Moi

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%

Free

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%

Consistancy Limits

Spec

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vity


Unc

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Com

pres

sion

Tes

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g/cm

2

Location :

Bore

Hol

e N

o.

25.08.2008

2227Job. No. :

Free Swell Test

Rem

arks



Compaction Test

Direct Shear


Permeability Test

Chemical Analysis


Particle

% % % % mm mm mmBH - 06 1.50 - 1.95 CH 5 19 37 39 ----- ----- ----- ----- ----- 52 27 25 SPT 1

-----

Rem

arks

Project :

GR

AIN

SIZE DISTR

IBUTIO

N C

UR

VE



avi M

umbai.

2227

Bore Hole No.

Symbol

Job No. :


Gravel Sand

DBM

GEO

TECH

NIC

S & C

ON

STRU

CTIO

NS PV

T. LTD.

Size(mm)

Depth in m.

Plas

ticity

In

dex,

I pClay Silt

φ60

%

Plas

tic

Lim

it, W

p

Liqu

id

Lim

it, W

l

φ10

%

φ30


= D60 / D10

Coeff. Of Curvature

Cc D30

2/(D60*D10)

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110100PARTICLE SIZE ( mm )

PER

CE

NT

AG

E F

INE

R T

HA

NGRAVEL

FCSAND

C M FSILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10-3 2x10-3

----- DATE:

Wet

Den

sity

Dry

Den

sity

Gra

vel %

Sand

%

Silt

%

Cla

y %

Liqu

id %

Plas

tic %

Plas

ticity

Inde

x,

I p %

Type

Coh

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n C

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kg/c

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Deg

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Com

p. In

dex

Ccv

(Lab

)

Initi

al V

oid

Rat

io

BH - 7 1.50 - 2.10 SPT 1 ----- ----- ----- CH 9 23 30 38 56 27 29 ----- ----- ----- ----- ----- ----- ----- 2.65






Permeability Test

Chemical Analysis


2227Job. No. :

Free Swell Test

Rem

arks



Compaction Test

Direct Shear


Free

Sw

ell I

ndex

%

Consistancy Limits

Spec

ific

Gra

vity


Unc

onfi

ned

Com

pres

sion

Tes

t K

g/cm

2

Location :

Bore

Hol

e N

o.

06.08.2008

Triaxial Test

Soil

Cla

ssif

icat

ion

(I.S

)

Dep

th in

m.

Sam

ple

Type

UD

/ D

Nat

ural

Moi

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nt, w

%

Particle

% % % % mm mm mmBH - 7 1.50 - 2.10 CH 9 23 30 38 ----- ----- ----- ----- ----- 56 27 29 SPT 1

Plas

ticity

In

dex,

I pClay Silt

φ60

%

Plas

tic

Lim

it, W

p

Liqu

id

Lim

it, W

l

φ10

%

φ30


= D60 / D10

Coeff. Of Curvature

Cc D30

2/(D60*D10)


Gravel Sand

DBM

GEO

TECH

NIC

S & C

ON

STRU

CTIO

NS PV

T. LTD.

Size(mm)

Depth in m.

2227

Bore Hole No.

Symbol

Job No. :



avi M

umbai.

-----

Rem

arks

Project :

GR

AIN

SIZE DISTR

IBUTIO

N C

UR

VE

Location

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110100PARTICLE SIZE ( mm )

PER

CE

NT

AG

E F

INE

R T

HA

NGRAVEL

FCSAND

C M FSILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10-3 2x10-3

----- DATE:

Wet

Den

sity

Dry

Den

sity

Gra

vel %

Sand

%

Silt

%

Cla

y %

Liqu

id %

Plas

tic %

Plas

ticity

Inde

x,

I p %

Type

Coh

esio

n C

u

kg/c

m2

Deg

ree φ

Com

p. In

dex

Ccv

(Lab

)

Initi

al V

oid

Rat

io

BH - 8 1.50 - 2.10 SPT 1 ----- ----- ----- CH 1 20 38 41 62 29 33 ----- ----- ----- ----- ----- ----- ----- 2.65

BH - 8 3.00 - 3.45 SPT 2 ----- ----- ----- SM 0 68 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- -----

BH - 8 7.50 - 7.65 SPT 4 ----- ----- ----- SM 12 61 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- -----






32

27

Permeability Test

Chemical Analysis


2227Job. No. :

Free Swell Test

Rem

arks



Compaction Test

Direct Shear


Free

Sw

ell I

ndex

%

Consistancy Limits

Spec

ific

Gra

vity


Unc

onfi

ned

Com

pres

sion

Tes

t K

g/cm

2

Location :

Bore

Hol

e N

o.

06.08.2008

Triaxial Test

Soil

Cla

ssif

icat

ion

(I.S

)

Dep

th in

m.

Sam

ple

Type

UD

/ D

Nat

ural

Moi

stur

e C

onte

nt, w

%

Particle

% % % % mm mm mmBH - 8 1.50 - 2.10 CH 1 20 38 41 ----- ----- ----- ----- ----- 62 29 33 SPT 1

BH - 8 3.00 - 3.45 SM 0 68 ----- ----- ----- ----- ----- ----- ----- ----- SPT 2

BH - 8 7.50 - 7.65 SM 12 61 ----- ----- ----- ----- ----- ----- ----- ----- SPT 427

Plas

ticity

In

dex,

I pClay Silt

φ60

%

Plas

tic

Lim

it, W

p

Liqu

id

Lim

it, W

l

φ10

%

φ30


= D60 / D10

32

Coeff. Of Curvature

Cc D30

2/(D60*D10)


Gravel Sand

DBM

GEO

TECH

NIC

S & C

ON

STRU

CTIO

NS PV

T. LTD.

Size(mm)

Depth in m.

2227

Bore Hole No.

Symbol

Job No. :



avi M

umbai.

-----

Rem

arks

Project :

GR

AIN

SIZE DISTR

IBUTIO

N C

UR

VE

Location

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110100PARTICLE SIZE ( mm )

PER

CE

NT

AG

E F

INE

R T

HA

NGRAVEL

FCSAND

C M FSILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10-3 2x10-3

----- DATE:

Wet

Den

sity

Dry

Den

sity

Gra

vel %

Sand

%

Silt

%

Cla

y %

Liqu

id %

Plas

tic %

Plas

ticity

Inde

x,

I p %

Type

Coh

esio

n C

u

kg/c

m2

Deg

ree φ

Com

p. In

dex

Ccv

(Lab

)

Initi

al V

oid

Rat

io

BH - 11 1.50 - 1.80 SPT 1 ----- ----- ----- SC 25 30 26 19 36 23 13 ----- ----- ----- ----- ----- ----- ----- 2.66






Triaxial Test

Soil

Cla

ssif

icat

ion

(I.S

)

Dep

th in

m.

Sam

ple

Type

UD

/ D

Nat

ural

Moi

stur

e C

onte

nt, w

%

Free

Sw

ell I

ndex

%

Consistancy Limits

Spec

ific

Gra

vity


Unc

onfi

ned

Com

pres

sion

Tes

t K

g/cm

2

Location :

Bore

Hol

e N

o.

25.08.2008

2227Job. No. :

Free Swell Test

Rem

arks



Compaction Test

Direct Shear


Permeability Test

Chemical Analysis


Particle

% % % % mm mm mmBH - 11 1.50 - 1.80 SC 25 30 26 19 ----- ----- ----- ----- ----- 36 23 13 SPT 1

-----

Rem

arks

Project :

GR

AIN

SIZE DISTR

IBUTIO

N C

UR

VE



avi M

umbai.

2227

Bore Hole No.

Symbol

Job No. :


Gravel Sand

DBM

GEO

TECH

NIC

S & C

ON

STRU

CTIO

NS PV

T. LTD.

Size(mm)

Depth in m.

Plas

ticity

In

dex,

I pClay Silt

φ60

%

Plas

tic

Lim

it, W

p

Liqu

id

Lim

it, W

l

φ10

%

φ30


= D60 / D10

Coeff. Of Curvature

Cc D30

2/(D60*D10)

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110100PARTICLE SIZE ( mm )

PER

CE

NT

AG

E F

INE

R T

HA

NGRAVEL

FCSAND

C M FSILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10-3 2x10-3

----- DATE:

Wet

Den

sity

Dry

Den

sity

Gra

vel %

Sand

%

Silt

%

Cla

y %

Liqu

id %

Plas

tic %

Plas

ticity

Inde

x,

I p %

Type

Coh

esio

n C

u

kg/c

m2

Deg

ree φ

Com

p. In

dex

Ccv

(Lab

)

Initi

al V

oid

Rat

io

BH - 13 1.50 - 1.80 SPT 1 ----- ----- ----- CH 9 6 41 44 62 30 32 ----- ----- ----- ----- ----- ----- ----- 2.65

BH - 13 3.00 - 3.10 SPT 2 ----- ----- ----- SM 18 52 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2.66






Triaxial Test

Soil

Cla

ssif

icat

ion

(I.S

)

Dep

th in

m.

Sam

ple

Type

UD

/ D

Nat

ural

Moi

stur

e C

onte

nt, w

%

Free

Sw

ell I

ndex

%

Consistancy Limits

Spec

ific

Gra

vity


Unc

onfi

ned

Com

pres

sion

Tes

t K

g/cm

2

Location :

Bore

Hol

e N

o.

25.08.2008

2227Job. No. :

Free Swell Test

Rem

arks



Compaction Test

Direct Shear


Permeability Test

Chemical Analysis


30

Particle

% % % % mm mm mmBH - 13 1.50 - 1.80 CH 9 6 41 44 ----- ----- ----- ----- ----- 62 30 32 SPT 1

BH - 13 3.00 - 3.10 SM 18 52 ----- ----- ----- ----- ----- ----- ----- ----- SPT 230

-----

Rem

arks

Project :

GR

AIN

SIZE DISTR

IBUTIO

N C

UR

VE



avi M

umbai.

DBM

GEO

TECH

NIC

S & C

ON

STRU

CTIO

NS PV

T. LTD.

Size(mm)

Depth in m.

2227

Bore Hole No.

Symbol

Job No. :

Coeff. Of Curvature

Cc D30

2/(D60*D10)


Gravel Sand

Plas

ticity

In

dex,

I pClay Silt

φ60

%

Plas

tic

Lim

it, W

p

Liqu

id

Lim

it, W

l

φ10

%

φ30


= D60 / D10

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110100PARTICLE SIZE ( mm )

PER

CE

NT

AG

E F

INE

R T

HA

NGRAVEL

FCSAND

C M FSILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10-3 2x10-3

----- DATE:

Wet

Den

sity

Dry

Den

sity

Gra

vel %

Sand

%

Silt

%

Cla

y %

Liqu

id %

Plas

tic %

Plas

ticity

Inde

x,

I p %

Type

Coh

esio

n C

u

kg/c

m2

Deg

ree φ

Com

p. In

dex

Ccv

(Lab

)

Initi

al V

oid

Rat

io

BH - 14 1.50 - 1.95 SPT 1 ----- ----- ----- GM 44 40 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2.67






16

Triaxial Test

Soil

Cla

ssif

icat

ion

(I.S

)

Dep

th in

m.

Sam

ple

Type

UD

/ D

Nat

ural

Moi

stur

e C

onte

nt, w

%

Free

Sw

ell I

ndex

%

Consistancy Limits

Spec

ific

Gra

vity


Unc

onfi

ned

Com

pres

sion

Tes

t K

g/cm

2

Location :

Bore

Hol

e N

o.

25.08.2008

2227Job. No. :

Free Swell Test

Rem

arks



Compaction Test

Direct Shear


Permeability Test

Chemical Analysis


Particle

% % % % mm mm mmBH - 14 1.50 - 1.95 GM 44 40 ----- ----- ----- ----- ----- ----- ----- ----- SPT 116

-----

Rem

arks

Project :

GR

AIN

SIZE DISTR

IBUTIO

N C

UR

VE



avi M

umbai.

2227

Bore Hole No.

Symbol

Job No. :


Gravel Sand

DBM

GEO

TECH

NIC

S & C

ON

STRU

CTIO

NS PV

T. LTD.

Size(mm)

Depth in m.

Plas

ticity

In

dex,

I pClay Silt

φ60

%

Plas

tic

Lim

it, W

p

Liqu

id

Lim

it, W

l

φ10

%

φ30


= D60 / D10

Coeff. Of Curvature

Cc D30

2/(D60*D10)

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110100PARTICLE SIZE ( mm )

PER

CE

NT

AG

E F

INE

R T

HA

NGRAVEL

FCSAND

C M FSILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10-3 2x10-3

----- DATE:

Wet

Den

sity

Dry

Den

sity

Gra

vel %

Sand

%

Silt

%

Cla

y %

Liqu

id %

Plas

tic %

Plas

ticity

Inde

x,

I p %

Type

Coh

esio

n C

u

kg/c

m2

Deg

ree φ

Com

p. In

dex

Ccv

(Lab

)

Initi

al V

oid

Rat

io

BH - 15 1.50 - 1.80 SPT 1 ----- ----- ----- SM 29 60 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2.66

BH - 15 3.00 - 3.10 SPT 2 ----- ----- ----- SP-SM 44 48 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2.67






11

Triaxial Test

Soil

Cla

ssif

icat

ion

(I.S

)

Dep

th in

m.

Sam

ple

Type

UD

/ D

Nat

ural

Moi

stur

e C

onte

nt, w

%

Free

Sw

ell I

ndex

%

Consistancy Limits

Spec

ific

Gra

vity


Unc

onfi

ned

Com

pres

sion

Tes

t K

g/cm

2

Location :

Bore

Hol

e N

o.

25.08.2008

2227Job. No. :

Free Swell Test

Rem

arks



Compaction Test

Direct Shear


Permeability Test

Chemical Analysis


8

Particle

% % % % mm mm mmBH - 15 1.50 - 1.80 SM 29 60 ----- ----- ----- ----- ----- ----- ----- ----- SPT 1

BH - 15 3.00 - 3.10 SP-SM 44 48 0.15 2.20 5.20 34.67 6.21 ----- ----- ----- SPT 2

11

8

-----

Rem

arks

Project :

GR

AIN

SIZE DISTR

IBUTIO

N C

UR

VE



avi M

umbai.

DBM

GEO

TECH

NIC

S & C

ON

STRU

CTIO

NS PV

T. LTD.

Size(mm)

Depth in m.

2227

Bore Hole No.

Symbol

Job No. :

Coeff. Of Curvature

Cc D30

2/(D60*D10)


Gravel Sand

Plas

ticity

In

dex,

I pClay Silt

φ60

%

Plas

tic

Lim

it, W

p

Liqu

id

Lim

it, W

l

φ10

%

φ30


= D60 / D10

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110100PARTICLE SIZE ( mm )

PER

CE

NT

AG

E F

INE

R T

HA

NGRAVEL

FCSAND

C M FSILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10-3 2x10-3

----- DATE:

Wet

Den

sity

Dry

Den

sity

Gra

vel %

Sand

%

Silt

%

Cla

y %

Liqu

id %

Plas

tic %

Plas

ticity

Inde

x,

I p %

Type

Coh

esio

n C

u

kg/c

m2

Deg

ree φ

Com

p. In

dex

Ccv

(Lab

)

Initi

al V

oid

Rat

io

BH - 17 4.50 - 4.56 SPT 3 ----- ----- ----- GM 52 32 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2.66






Permeability Test

Chemical Analysis


2227Job. No. :

Free Swell Test

Rem

arks



Compaction Test

Direct Shear


Free

Sw

ell I

ndex

%

Consistancy Limits

Spec

ific

Gra

vity


Unc

onfi

ned

Com

pres

sion

Tes

t K

g/cm

2

Location :

Bore

Hol

e N

o.

25.08.2008

16

Triaxial Test

Soil

Cla

ssif

icat

ion

(I.S

)

Dep

th in

m.

Sam

ple

Type

UD

/ D

Nat

ural

Moi

stur

e C

onte

nt, w

%

Particle

% % % % mm mm mmBH - 17 4.50 - 4.56 GM 52 32 ----- ----- ----- ----- ----- ----- ----- ----- SPT 3

Plas

ticity

In

dex,

I pClay Silt

φ60

%

Plas

tic

Lim

it, W

p

Liqu

id

Lim

it, W

l

φ10

%

φ30


= D60 / D10

Coeff. Of Curvature

Cc D30

2/(D60*D10)


Gravel Sand

DBM

GEO

TECH

NIC

S & C

ON

STRU

CTIO

NS PV

T. LTD.

Size(mm)

Depth in m.

2227

Bore Hole No.

Symbol

Job No. :



avi M

umbai.

-----

Rem

arks

Project :

GR

AIN

SIZE DISTR

IBUTIO

N C

UR

VE

Location

16

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110100PARTICLE SIZE ( mm )

PER

CE

NT

AG

E F

INE

R T

HA

NGRAVEL

FCSAND

C M FSILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10-3 2x10-3

----- DATE:

Wet

Den

sity

Dry

Den

sity

Gra

vel %

Sand

%

Silt

%

Cla

y %

Liqu

id %

Plas

tic %

Plas

ticity

Inde

x,

I p %

Type

Coh

esio

n C

u

kg/c

m2

Deg

ree φ

Com

p. In

dex

Ccv

(Lab

)

Initi

al V

oid

Rat

io

BH - 19 1.50 - 2.00 SPT 1 ----- ----- ----- GM 44 37 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2.67






19

Triaxial Test

Soil

Cla

ssif

icat

ion

(I.S

)

Dep

th in

m.

Sam

ple

Type

UD

/ D

Nat

ural

Moi

stur

e C

onte

nt, w

%

Free

Sw

ell I

ndex

%

Consistancy Limits

Spec

ific

Gra

vity


Unc

onfi

ned

Com

pres

sion

Tes

t K

g/cm

2

Location :

Bore

Hol

e N

o.

25.08.2008

2227Job. No. :

Free Swell Test

Rem

arks



Compaction Test

Direct Shear


Permeability Test

Chemical Analysis


Particle

% % % % mm mm mmBH - 19 1.50 - 2.00 GM 44 37 ----- ----- ----- ----- ----- ----- ----- ----- SPT 119

-----

Rem

arks

Project :

GR

AIN

SIZE DISTR

IBUTIO

N C

UR

VE



avi M

umbai.

2227

Bore Hole No.

Symbol

Job No. :


Gravel Sand

DBM

GEO

TECH

NIC

S & C

ON

STRU

CTIO

NS PV

T. LTD.

Size(mm)

Depth in m.

Plas

ticity

In

dex,

I pClay Silt

φ60

%

Plas

tic

Lim

it, W

p

Liqu

id

Lim

it, W

l

φ10

%

φ30


= D60 / D10

Coeff. Of Curvature

Cc D30

2/(D60*D10)

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110100PARTICLE SIZE ( mm )

PER

CE

NT

AG

E F

INE

R T

HA

NGRAVEL

FCSAND

C M FSILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10-3 2x10-3

----- DATE:

Wet

Den

sity

Dry

Den

sity

Gra

vel %

Sand

%

Silt

%

Cla

y %

Liqu

id %

Plas

tic %

Plas

ticity

Inde

x,

I p %

Type

Coh

esio

n C

u

kg/c

m2

Deg

ree φ

Com

p. In

dex

Ccv

(Lab

)

Initi

al V

oid

Rat

io

BH - 20 1.50 - 1.65 SPT 1 ----- ----- ----- GM 52 31 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- 2.67






17

Triaxial Test

Soil

Cla

ssif

icat

ion

(I.S

)

Dep

th in

m.

Sam

ple

Type

UD

/ D

Nat

ural

Moi

stur

e C

onte

nt, w

%

Free

Sw

ell I

ndex

%

Consistancy Limits

Spec

ific

Gra

vity


Unc

onfi

ned

Com

pres

sion

Tes

t K

g/cm

2

Location :

Bore

Hol

e N

o.

25.08.2008

2227Job. No. :

Free Swell Test

Rem

arks



Compaction Test

Direct Shear


Permeability Test

Chemical Analysis


Particle

% % % % mm mm mmBH - 20 1.50 - 1.65 GM 52 31 ----- ----- ----- ----- ----- ----- ----- ----- SPT 117

-----

Rem

arks

Project :

GR

AIN

SIZE DISTR

IBUTIO

N C

UR

VE



avi M

umbai.

2227

Bore Hole No.

Symbol

Job No. :


Gravel Sand

DBM

GEO

TECH

NIC

S & C

ON

STRU

CTIO

NS PV

T. LTD.

Size(mm)

Depth in m.

Plas

ticity

In

dex,

I pClay Silt

φ60

%

Plas

tic

Lim

it, W

p

Liqu

id

Lim

it, W

l

φ10

%

φ30


= D60 / D10

Coeff. Of Curvature

Cc D30

2/(D60*D10)

0

10

20

30

40

50

60

70

80

90

100

0.00010.0010.010.1110100PARTICLE SIZE ( mm )

PER

CE

NT

AG

E F

INE

R T

HA

NGRAVEL

FCSAND

C M FSILT CLAY

80.0 20.0 4.75 2.00 0.425 75x10-3 2x10-3

--------------------------- FLB 09 Date :

Dia

met

er,

cm

Hei

ght,

cm

Failu

re L

oad

Uni

axia

l C

ompr

essi

ve

Stre

ngth

Mod

ulus

of

Elas

ticity

Poin

t Loa

d In

dex

Poro

sity

Wat

er A

bsor

ptio

n

Dry

Den

sity

cm cm kN kg/cm2 kg/cm2 kg/cm2 % % gm/cm3

1 BH - 1 17 5.40 11.00 2.04 1.004 Soaked 71.60 320 ----- ----- 6.51 2.52 2.59 -----

2 BH - 1 23 5.40 11.00 2.04 1.004 Soaked 90.30 404 1.33 X 105 ----- 4.72 1.75 2.70 -----

Job. No. :

2.20 - 3.30

4.50 - 5.80

2227DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD.

TEST RESULTS OF ROCK CORESSite :

18.07.2008Location:

Geotechnical Investigation for Proposed International Information Technology Park at Ghansoli, Navi Mumbai

Sr. No.

Con

diti

on o

f Tes

t

Spec

ific

Gra

vity

Rem

arksCore

No. H :

D

(1:H

/D)

Cor

rect

ion

Fact

or

Bore Hole No.

Depth, m

IS : 9221

5.40 cm Date: 19.08.2008

11.00 cm Bore Hole No: BH - 1

1.004 Depth(m): 4.50-4.80

Core Piece No.: 23

1.33E+05

Job No : 2227

Diameter of Specimen :

MODULUS OF ELASTICITY OF ROCK

Geotechnical Investigation for Proposed International Information Technology Park at Ghansoli, Navi Mumbai.Project :

Height of Specimen :

Correction Factor :


Modulus of Elasticity (E),(Kg/cm2) :

0

100

200

300

400

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 0.0035

Linear Strain

Stre

ss (

Kg/

cm2 )

0

50

100

150

200

250

300

350

400

450

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 0.0035 0.0040

Linear Strain

Stre

ss (

Kg/

cm2 )

--------------------------- FLB 09 Date :

Dia

met

er,

cm

Hei

ght,

cm

Failu

re L

oad

Uni

axia

l C

ompr

essi

ve

Stre

ngth

Mod

ulus

of

Elas

ticity

Poin

t Loa

d In

dex

Poro

sity

Wat

er A

bsor

ptio

n

Dry

Den

sity


1 BH - 2 18 5.40 10.90 2.02 1.002 Soaked 120.60 538 1.50 X 105 ----- 5.77 2.36 2.44 -----

2 BH - 2 34 4.90 11.00 2.24 1.025 Soaked 132.80 736 ----- ----- 3.90 1.44 2.71 -----

Job. No. :

4.00 - 5.20

6.00 - 7.00



18.07.2008Location:


Sr. No.

Con

diti

on o

f Tes

t

Spec

ific

Gra

vity

Rem

arksCore

No. H :

D

(1:H

/D)

Cor

rect

ion

Fact

or

Bore Hole No.

Depth, m

IS : 9221

5.40 cm Date: 19.08.2008


1.002 Depth(m): 4.00-5.20

Core Piece No.: 18

1.50E+05

Job No : 2227DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD.






Correction Factor :

0

100

200

300

400

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 0.0035

Linear Strain

Stre

ss (

Kg/

cm2 )

0

50

100

150

200

250

300

350

400

450

500

550

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 0.0035 0.0040 0.0045

Linear Strain

Stre

ss (

Kg/

cm2 )

--------------------------- FLB 09 Date :

Dia

met

er,

cm

Hei

ght,

cm

Failu

re L

oad

Uni

axia

l C

ompr

essi

ve

Stre

ngth

Mod

ulus

of

Elas

ticity

Poin

t Loa

d In

dex

Poro

sity

Wat

er A

bsor

ptio

n

Dry

Den

sity


1 BH - 3 1 5.30 7.30 1.38 0.909 Soaked 5.50 ----- ----- 4.04 2.78 1.06 2.63 -----

2 BH - 3 8 5.40 11.00 2.04 1.004 Soaked 56.60 253 1.00 X 105 ----- 3.37 1.38 2.45 -----

Job. No. :

3.20 - 4.00

4.00 - 5.50



18.07.2008Location:


Sr. No.

Con

diti

on o

f Tes

t

Spec

ific

Gra

vity

Rem

arksCore

No. H :

D

(1:H

/D)

Cor

rect

ion

Fact

or

Bore Hole No.

Depth, m

IS : 9221

5.40 cm Date: 19.08.2008


1.004 Depth(m): 4.00-5.50

Core Piece No.: 08

1.00E+05







Correction Factor :

0

100

200

300

400

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 0.0035

Linear Strain

Stre

ss (

Kg/

cm2 )

0

25

50

75

100

125

150

175

200

225

250

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 0.0035

Linear Strain

Stre

ss (

Kg/

cm2 )

--------------------------- FLB 09 Date :

Dia

met

er,

cm

Hei

ght,

cm

Failu

re L

oad

Uni

axia

l C

ompr

essi

ve

Stre

ngth

Mod

ulus

of

Elas

ticity

Poin

t Loa

d In

dex

Poro

sity

Wat

er A

bsor

ptio

n

Dry

Den

sity


1 BH - 4 3 5.40 11.00 2.04 1.004 Soaked 204.80 915 3.13 X 105 ----- 0.20 0.07 2.82 -----

2 BH - 4 8 5.40 11.00 2.04 1.004 Soaked 60.60 271 ----- ----- 0.56 0.21 2.59 -----

Sr. No.

Con

diti

on o

f Tes

t

Spec

ific

Gra

vity

Rem

arksCore

No. H :

D

(1:H

/D)

Cor

rect

ion

Fact

or

Bore Hole No.

Depth, m


18.07.2008Location:


2227DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD. Job. No. :

3.30 - 4.10

5.00 - 6.30

IS : 9221

5.40 cm Date: 19.08.2008


1.004 Depth(m): 3.30-4.10

Core Piece No.: 03

3.13E+05







Correction Factor :

0

100

200

300

400

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 0.0035

Linear Strain

Stre

ss (

Kg/

cm2 )

0

50

100

150

200

250

300

350

400

450

500

550

600

650

700

750

800

850

900

950

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 0.0035

Linear Strain

Stre

ss (

Kg/

cm2 )

--------------------------- FLB 09 Date :

Dia

met

er,

cm

Hei

ght,

cm

Failu

re L

oad

Uni

axia

l C

ompr

essi

ve

Stre

ngth

Mod

ulus

of

Elas

ticity

Poin

t Loa

d In

dex

Poro

sity

Wat

er A

bsor

ptio

n

Dry

Den

sity


1 BH - 6 5 5.40 7.20 1.33 0.900 Soaked 26.00 --- ----- 18.82 3.12 1.09 2.86 -----

2 BH - 6 16 5.30 7.00 1.32 0.898 Soaked 35.50 ---- ---- 26.06 3.65 1.30 2.81 -----

3 BH - 6 36 5.40 11.10 2.06 1.006 Soaked 85.60 383 1.18X105 ---- 0.47 0.16 2.91 -----

Sr. No.

Con

diti

on o

f Tes

t

Spec

ific

Gra

vity

Rem

arksCore

No. H :

D

(1:H

/D)

Cor

rect

ion

Fact

or

Bore Hole No.

Depth, m


25.08.2008Location:



9.00-10.00

Job. No. :

3.00-4.50

5.50-6.50

IS : 9221

5.40 cm Date: 25.08.2008


1.006 Depth(m): 9.00 - 10.00

Core Piece No.: 36

1.18E+05







Correction Factor :

0

100

200

300

400

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 0.0035

Linear Strain

Stre

ss (

Kg/

cm2 )

0

50

100

150

200

250

300

350

400

450

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 0.0035 0.0040

Linear Strain

Stre

ss (

Kg/

cm2 )

--------------------------- FLB 09 Date :

Dia

met

er,

cm

Hei

ght,

cm

Failu

re L

oad

Uni

axia

l C

ompr

essi

ve

Stre

ngth

Mod

ulus

of

Elas

ticity

Poin

t Loa

d In

dex

Poro

sity

Wat

er A

bsor

ptio

n

Dry

Den

sity


1 BH - 7 13 5.40 10.80 2.00 1.000 Soaked 87.80 391 1.43 X 105 ----- 7.44 2.93 2.53 -----

2 BH - 7 23 5.40 11.10 2.06 1.006 Soaked 25.80 116 ----- ----- 6.18 2.30 2.68 -----

Sr. No.

Con

diti

on o

f Tes

t

Spec

ific

Gra

vity

Rem

arksCore

No. H :

D

(1:H

/D)

Cor

rect

ion

Fact

or

Bore Hole No.

Depth, m


18.07.2008Location:


2227DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD. Job. No. :

4.50 - 5.50

6.80 - 8.30

IS : 9221

5.40 cm Date: 19.08.2008

11.00 cm Bore Hole No: BH -7

1.004 Depth(m): 4.50-5.50

Core Piece No.: 13

1.43E+05

Job No : 2227





Correction Factor :



0

100

200

300

400

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 0.0035

Linear Strain

Stre

ss (

Kg/

cm2 )

0

25

50

75

100

125

150

175

200

225

250

275

300

325

350

375

400

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030

Linear Strain

Stre

ss (

Kg/

cm2 )

--------------------------- FLB 09 Date :

Dia

met

er,

cm

Hei

ght,

cm

Failu

re L

oad

Uni

axia

l C

ompr

essi

ve

Stre

ngth

Mod

ulus

of

Elas

ticity

Poin

t Loa

d In

dex

Poro

sity

Wat

er A

bsor

ptio

n

Dry

Den

sity


1 BH - 10 6 5.20 7.60 1.46 0.924 Soaked < 0.5 ----- ----- ----- 5.28 2.10 2.51 -----

2 BH - 10 11 5.40 11.00 2.04 1.004 Soaked 223.60 999 ----- ----- 0.28 0.10 2.78 -----

3 BH - 10 13 5.40 11.00 2.04 1.004 Soaked 173.20 774 2.14 X 105 ----- 0.71 0.26 2.76 -----3.10 - 4.60

Job. No. :

1.30 - 1.60

1.60 - 3.10



18.07.2008Location:


Sr. No.

Con

diti

on o

f Tes

t

Spec

ific

Gra

vity

Rem

arksCore

No. H :

D

(1:H

/D)

Cor

rect

ion

Fact

or

Bore Hole No.

Depth, m

IS : 9221

5.40 cm Date: 19.08.2008


1.004 Depth(m): 3.10-4.60

Core Piece No.: 13

2.14E+05







Correction Factor :

0

100

200

300

400

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 0.0035

Linear Strain

Stre

ss (

Kg/

cm2 )

0

50

100

150

200

250

300

350

400

450

500

550

600

650

700

750

800

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 0.0035

Linear Strain

Stre

ss (

Kg/

cm2 )

--------------------------- FLB 09 Date :

Dia

met

er,

cm

Hei

ght,

cm

Failu

re L

oad

Uni

axia

l C

ompr

essi

ve

Stre

ngth

Mod

ulus

of

Elas

ticity

Poin

t Loa

d In

dex

Poro

sity

Wat

er A

bsor

ptio

n

Dry

Den

sity


1 BH - 11 6 5.20 5.40 1.04 0.829 Soaked 1.00 --- ----- 0.74 7.34 3.33 2.20 -----

2 BH - 11 20 5.40 11.00 2.04 1.004 Soaked 136.20 609 1.63 X 105 ----- 0.48 0.17 2.74 -----

3 BH - 11 26 5.40 10.70 1.98 0.998 Soaked 93.80 417 ----- ----- 0.41 0.15 2.71 -----

Sr. No.

Con

diti

on o

f Tes

t

Spec

ific

Gra

vity

Rem

arksCore

No. H :

D

(1:H

/D)

Cor

rect

ion

Fact

or

Bore Hole No.

Depth, m


25.08.2008Location:



7.00-8.50

Job. No. :

3.00-4.00

5.50-7.00

IS : 9221

5.40 cm Date: 25.08.2008


1.004 Depth(m): 5.50 - 7.00

Core Piece No.: 20

1.63E+05

Job No : 2227





Correction Factor :



0

100

200

300

400

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 0.0035

Linear Strain

Stre

ss (

Kg/

cm2 )

0

50

100

150

200

250

300

350

400

450

500

550

600

650

700

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 0.0035 0.0040

Linear Strain

Stre

ss (

Kg/

cm2 )

--------------------------- FLB 09 Date :

Dia

met

er,

cm

Hei

ght,

cm

Failu

re L

oad

Uni

axia

l C

ompr

essi

ve

Stre

ngth

Mod

ulus

of

Elas

ticity

Poin

t Loa

d In

dex

Poro

sity

Wat

er A

bsor

ptio

n

Dry

Den

sity


1 BH - 12 17 5.30 3.85 0.73 0.720 Soaked < 0.5 ----- ----- ----- 12.50 5.31 2.36 -----

2 BH - 12 25 5.40 4.70 0.87 0.776 Soaked < 0.5 ----- ----- ----- 9.01 3.64 2.48 -----

3 BH - 12 29 5.40 11.00 2.04 1.004 Soaked 131.40 587 ----- ----- 0.60 0.22 2.68 -----

4 BH - 12 33 5.40 11.00 2.04 1.004 Soaked 171.80 768 2.94 x 105 ----- 0.56 0.20 2.79 -----

5 BH - 12 36 5.40 11.00 2.04 1.004 Soaked 176.80 790 ----- ----- 0.40 0.15 2.73 -----

4.50 - 5.25

Job. No. :

2.30 - 3.80

4.50 - 5.25

2227

5.25 - 6.75

6.75 - 8.00



18.07.2008Location:


Sr. No.

Con

diti

on o

f Tes

t

Spec

ific

Gra

vity

Rem

arksCore

No. H :

D

(1:H

/D)

Cor

rect

ion

Fact

or

Bore Hole No.

Depth, m

IS : 9221

5.40 cm Date: 19.08.2008


1.004 Depth(m): 5.25-6.75

Core Piece No.: 33

2.94E+05







Correction Factor :

0

100

200

300

400

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 0.0035

Linear Strain

Stre

ss (

Kg/

cm2 )

0

50

100

150

200

250

300

350

400

450

500

550

600

650

700

750

800

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025

Linear Strain

Stre

ss (

Kg/

cm2 )

--------------------------- FLB 09 Date :

Dia

met

er,

cm

Hei

ght,

cm

Failu

re L

oad

Uni

axia

l C

ompr

essi

ve

Stre

ngth

Mod

ulus

of

Elas

ticity

Poin

t Loa

d In

dex

Poro

sity

Wat

er A

bsor

ptio

n

Dry

Den

sity


1 BH - 13 4 5.40 4.90 0.91 0.789 Soaked < 0.5 ----- ----- ----- 4.36 1.69 2.57 -----

2 BH - 13 18 5.40 11.00 2.04 1.004 Soaked 74.80 334 ----- ----- 1.98 0.76 2.63 -----

3 BH - 13 20 5.40 11.00 2.04 1.004 Soaked 76.40 342 1.44 X 105 ----- 1.47 0.54 2.70 -----7.00 - 8.50

Job. No. :

4.50 - 5.50

5.00 - 7.00



25.08.2008Location:


Sr. No.

Con

diti

on o

f Tes

t

Spec

ific

Gra

vity

Rem

arksCore

No. H :

D

(1:H

/D)

Cor

rect

ion

Fact

or

Bore Hole No.

Depth, m

IS : 9221

5.40 cm Date: 25.08.2008


1.004 Depth(m): 7.00 - 8.50

Core Piece No.: 20

1.44E+05

Job No : 2227





Correction Factor :



0

100

200

300

400

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 0.0035

Linear Strain

Stre

ss (

Kg/

cm2 )

0

50

100

150

200

250

300

350

400

450

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030

Linear Strain

Stre

ss (

Kg/

cm2 )

--------------------------- FLB 09 Date :

Dia

met

er,

cm

Hei

ght,

cm

Failu

re L

oad

Uni

axia

l C

ompr

essi

ve

Stre

ngth

Mod

ulus

of

Elas

ticity

Poin

t Loa

d In

dex

Poro

sity

Wat

er A

bsor

ptio

n

Dry

Den

sity


1 BH - 14 7 5.40 11.00 2.04 1.004 Soaked 99.40 444 ----- ----- 0.36 0.14 2.61 -----

2 BH - 14 11 5.40 9.30 1.72 0.965 Soaked 189.40 814 1.69 X 105 ----- 0.28 0.10 2.87 -----

3 BH - 14 26 5.40 11.10 2.06 1.006 Soaked 347.00 1554 ----- ----- 0.12 0.04 2.79 -----5.50-7.00

Job. No. :

7.00-8.50

2.50-3.50



25.08.2008Location:


Sr. No.

Con

diti

on o

f Tes

t

Spec

ific

Gra

vity

Rem

arksCore

No. H :

D

(1:H

/D)

Cor

rect

ion

Fact

or

Bore Hole No.

Depth, m

IS : 9221

5.40 cm Date: 25.08.2008


0.965 Depth(m): 2.50 - 3.50

Core Piece No.: 11

1.69E+05







Correction Factor :

0

100

200

300

400

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 0.0035

Linear Strain

Stre

ss (

Kg/

cm2 )

0

50

100

150

200

250

300

350

400

450

500

550

600

650

700

750

800

850

900

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 0.0035 0.0040 0.0045 0.0050

Linear Strain

Stre

ss (

Kg/

cm2 )

--------------------------- FLB 09 Date :

Dia

met

er,

cm

Hei

ght,

cm

Failu

re L

oad

Uni

axia

l C

ompr

essi

ve

Stre

ngth

Mod

ulus

of

Elas

ticity

Poin

t Loa

d In

dex

Poro

sity

Wat

er A

bsor

ptio

n

Dry

Den

sity


1 BH - 15 10 5.40 7.20 1.33 0.900 Soaked 10.50 --- ----- 7.60 3.60 1.38 2.60 -----

2 BH - 15 14 5.40 11.00 2.04 1.004 Soaked 117.20 524 ----- ----- 0.24 0.09 2.79 -----

3 BH - 15 18 5.40 11.00 2.04 1.004 Soaked 229.80 1027 1.82 X 105 ----- 0.16 0.06 2.87 -----

Sr. No.

Con

diti

on o

f Tes

t

Spec

ific

Gra

vity

Rem

arksCore

No. H :

D

(1:H

/D)

Cor

rect

ion

Fact

or

Bore Hole No.

Depth, m


25.08.2008Location:



6.00-7.00

Job. No. :

4.00-4.80

4.80-6.00

IS : 9221

5.40 cm Date: 25.08.2008


1.004 Depth(m): 6.00 - 7.00

Core Piece No.: 18

1.82E+05

Job No : 2227





Correction Factor :



0

100

200

300

400

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 0.0035

Linear Strain

Stre

ss (

Kg/

cm2 )

0

100

200

300

400

500

600

700

800

900

1000

1100

0.0000 0.0010 0.0020 0.0030 0.0040 0.0050 0.0060

Linear Strain

Stre

ss (

Kg/

cm2 )

--------------------------- FLB 09 Date :

Dia

met

er,

cm

Hei

ght,

cm

Failu

re L

oad

Uni

axia

l C

ompr

essi

ve

Stre

ngth

Mod

ulus

of

Elas

ticity

Poin

t Loa

d In

dex

Poro

sity

Wat

er A

bsor

ptio

n

Dry

Den

sity


1 BH - 16 7 5.40 5.20 0.96 0.807 Soaked < 0.5 ----- ----- ----- 10.24 4.39 2.33 -----

2 BH - 16 14 5.40 4.80 0.89 0.783 Soaked < 0.5 ----- ----- ----- 7.89 3.18 2.48 -----

3 BH - 16 27 5.40 11.00 2.04 1.004 Soaked 157.60 704 ----- ----- 0.60 0.22 2.68 -----

4 BH - 16 34 5.40 11.00 2.04 1.004 Soaked 326.60 1460 4.71 x 105 ----- 0.56 0.20 2.79 -----

Sr. No.

Con

diti

on o

f Tes

t

Spec

ific

Gra

vity

Rem

arksCore

No. H :

D

(1:H

/D)

Cor

rect

ion

Fact

or

Bore Hole No.

Depth, m


18.07.2008Location:


2227

5.80 - 7.30


4.50 - 5.80

Job. No. :

2.30 - 3.70

3.70 - 4.50

IS : 9221

5.40 cm Date: 19.08.2008


1.004 Depth(m): 5.80-7.30

Core Piece No.: 34

4.71E+05

Job No : 2227





Correction Factor :



0

100

200

300

400

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 0.0035

Linear Strain

Stre

ss (

Kg/

cm2 )

0

100

200

300

400

500

600

700

800

900

1000

1100

1200

1300

1400

1500

0.0000 0.0010 0.0020 0.0030 0.0040

Linear Strain

Stre

ss (

Kg/

cm2 )

--------------------------- FLB 09 Date :

Dia

met

er,

cm

Hei

ght,

cm

Failu

re L

oad

Uni

axia

l C

ompr

essi

ve

Stre

ngth

Mod

ulus

of

Elas

ticity

Poin

t Loa

d In

dex

Poro

sity

Wat

er A

bsor

ptio

n

Dry

Den

sity


1 BH - 17 4 5.40 11.00 2.04 1.004 Soaked 117.80 527 1.42 X 105 ----- 0.20 0.08 2.63 -----

2 BH - 17 5 5.40 11.00 2.04 1.004 Soaked 117.20 524 ----- ----- 0.12 0.04 2.76 -----

3 BH - 17 10 5.40 11.00 2.04 1.004 Soaked 87.60 392 ----- ----- 0.40 0.15 2.65 -----

Sr. No.

Con

diti

on o

f Tes

t

Spec

ific

Gra

vity

Rem

arksCore

No. H :

D

(1:H

/D)

Cor

rect

ion

Fact

or

Bore Hole No.

Depth, m


25.08.2008Location:



8.50 - 10.00

Job. No. :

6.50 - 7.50

7.50 - 8.50

IS : 9221

5.40 cm Date: 25.08.2008


1.004 Depth(m): 6.50 - 7.50

Core Piece No.: 4

1.42E+05







Correction Factor :

0

100

200

300

400

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 0.0035

Linear Strain

Stre

ss (

Kg/

cm2 )

0

100

200

300

400

500

600

700

0.0000 0.0010 0.0020 0.0030 0.0040

Linear Strain

Stre

ss (

Kg/

cm2 )

--------------------------- FLB 09 Date :

Dia

met

er,

cm

Hei

ght,

cm

Failu

re L

oad

Uni

axia

l C

ompr

essi

ve

Stre

ngth

Mod

ulus

of

Elas

ticity

Poin

t Loa

d In

dex

Poro

sity

Wat

er A

bsor

ptio

n

Dry

Den

sity


1 BH - 18 2 5.40 11.00 2.04 1.004 Soaked 154.80 692 2.87 X 105 ----- 0.36 0.13 2.75 -----

2 BH - 18 6 5.40 11.00 2.04 1.004 Soaked 164.80 737 ----- ----- 0.44 0.16 2.79 -----

3 BH - 18 8 5.40 11.00 2.04 1.004 Soaked 178.20 797 ----- ----- 0.20 0.07 2.85 -----

Sr. No.

Con

diti

on o

f Tes

t

Spec

ific

Gra

vity

Rem

arksCore

No. H :

D

(1:H

/D)

Cor

rect

ion

Fact

or

Bore Hole No.

Depth, m


25.08.2008Location:



4.50-5.50

Job. No. :

2.30-3.00

3.00-4.50

IS : 9221

5.40 cm Date: 25.08.2008


1.004 Depth(m): 2.30 - 3.00

Core Piece No.: 2

2.87E+05

Job No : 2227





Correction Factor :



0

100

200

300

400

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 0.0035

Linear Strain

Stre

ss (

Kg/

cm2 )

0

50

100

150

200

250

300

350

400

450

500

550

600

650

700

750

800

0.0000 0.0006 0.0012 0.0018 0.0024 0.0030

Linear Strain

Stre

ss (

Kg/

cm2 )

--------------------------- FLB 09 Date :

Dia

met

er,

cm

Hei

ght,

cm

Failu

re L

oad

Uni

axia

l C

ompr

essi

ve

Stre

ngth

Mod

ulus

of

Elas

ticity

Poin

t Loa

d In

dex

Poro

sity

Wat

er A

bsor

ptio

n

Dry

Den

sity


1 BH - 19 3 4.90 6.30 1.29 0.890 Soaked 12.50 --- ----- 9.73 3.83 1.38 2.77 -----

2 BH - 19 17 5.40 11.00 2.04 1.004 Soaked 229.40 1025 2.91 X105 ----- 0.16 0.06 2.78 -----

3 BH - 19 20 5.40 11.00 2.04 1.004 Soaked 60.60 271 ----- ----- 0.12 0.04 2.68 -----4.40-5.40

Job. No. :

2.00-3.00

3.00-4.40



25.08.2008Location:


Sr. No.

Con

diti

on o

f Tes

t

Spec

ific

Gra

vity

Rem

arksCore

No. H :

D

(1:H

/D)

Cor

rect

ion

Fact

or

Bore Hole No.

Depth, m

IS : 9221

5.40 cm Date: 25.08.2008


1.004 Depth(m): 3.30-4.40

Core Piece No.: 17

2.91E+05

Job No : 2227





Correction Factor :



0

100

200

300

400

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 0.0035

Linear Strain

Stre

ss (

Kg/

cm2 )

0

100

200

300

400

500

600

700

800

900

1000

1100

0.0000 0.0010 0.0020 0.0030 0.0040 0.0050

Linear Strain

Stre

ss (

Kg/

cm2 )

--------------------------- FLB 09 Date :

Dia

met

er,

cm

Hei

ght,

cm

Failu

re L

oad

Uni

axia

l C

ompr

essi

ve

Stre

ngth

Mod

ulus

of

Elas

ticity

Poin

t Loa

d In

dex

Poro

sity

Wat

er A

bsor

ptio

n

Dry

Den

sity


1 BH - 20 4 5.30 6.85 1.29 0.892 Soaked 12.50 --- ----- 9.18 3.56 1.33 2.67 -----

2 BH - 20 10 5.40 11.00 2.04 1.004 Soaked 308.60 1379 4.19 X 105 --- 0.20 0.07 2.94 -----

3 BH - 20 18 5.40 11.00 2.04 1.004 Soaked 315.80 1412 ----- ---- 0.16 0.06 2.84 -----

Sr. No.

Con

diti

on o

f Tes

t

Spec

ific

Gra

vity

Rem

arksCore

No. H :

D

(1:H

/D)

Cor

rect

ion

Fact

or

Bore Hole No.

Depth, m


25.08.2008Location:



5.20 - 6.70

Job. No. :

2.20-3.00

3.70 - 5.20

IS : 9221

5.40 cm Date: 25.08.2008


1.004 Depth(m): 3.70 - 5.20

Core Piece No.: 10

4.19E+05







Correction Factor :

0

100

200

300

400

0.0000 0.0005 0.0010 0.0015 0.0020 0.0025 0.0030 0.0035

Linear Strain

Stre

ss (

Kg/

cm2 )

0

100

200

300

400

500

600

700

800

900

1000

1100

1200

1300

1400

1500

0.0000 0.0010 0.0020 0.0030 0.0040

Linear Strain

Stre

ss (

Kg/

cm2 )

final report -...

Documents