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
esio
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
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
10
Permeability Test
Chemical Analysis
SOIL TEST DATA SHEET
2227Job. No. :
Free Swell Test
Rem
arks
Verical Consolidation
DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD.
Compaction Test
Direct Shear
Density gm/ cm3 Mechanical Analysis
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
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
%
φ30
% Coeff. of Uniformity, Cu
= D60 / D10
Coeff. Of Curvature
Cc D30
2/(D60*D10)
Classifi- -cation ( IS )
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
ation Technology Park at Ghansoli, N
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
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
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.
25.08.2008
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
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
Location Geotechnical Investigation for Proposed International inform
ation Technology Park at Ghansoli, N
avi M
umbai.
2227
Bore Hole No.
Symbol
Job No. :
Classifi- -cation ( IS )
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
% Coeff. of Uniformity, Cu
= 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 - 7 1.50 - 2.10 SPT 1 ----- ----- ----- CH 9 23 30 38 56 27 29 ----- ----- ----- ----- ----- ----- ----- 2.65
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
Permeability Test
Chemical Analysis
SOIL TEST DATA SHEET
2227Job. No. :
Free Swell Test
Rem
arks
Verical Consolidation
DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD.
Compaction Test
Direct Shear
Density gm/ cm3 Mechanical Analysis
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
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 - 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
% Coeff. of Uniformity, Cu
= D60 / D10
Coeff. Of Curvature
Cc D30
2/(D60*D10)
Classifi- -cation ( IS )
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
ation Technology Park at Ghansoli, N
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 ----- ----- ----- ----- ----- ----- ----- ----- ----- ----- -----
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
32
27
Permeability Test
Chemical Analysis
SOIL TEST DATA SHEET
2227Job. No. :
Free Swell Test
Rem
arks
Verical Consolidation
DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD.
Compaction Test
Direct Shear
Density gm/ cm3 Mechanical Analysis
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
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
% Coeff. of Uniformity, Cu
= D60 / D10
32
Coeff. Of Curvature
Cc D30
2/(D60*D10)
Classifi- -cation ( IS )
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
ation Technology Park at Ghansoli, N
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
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
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.
25.08.2008
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
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
Location Geotechnical Investigation for Proposed International inform
ation Technology Park at Ghansoli, N
avi M
umbai.
2227
Bore Hole No.
Symbol
Job No. :
Classifi- -cation ( IS )
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
% Coeff. of Uniformity, Cu
= 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
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
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.
25.08.2008
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
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
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
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
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
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
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.
25.08.2008
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
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
Location Geotechnical Investigation for Proposed International inform
ation Technology Park at Ghansoli, N
avi M
umbai.
2227
Bore Hole No.
Symbol
Job No. :
Classifi- -cation ( IS )
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
% Coeff. of Uniformity, Cu
= 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
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
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
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.
25.08.2008
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
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
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
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
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
Permeability Test
Chemical Analysis
SOIL TEST DATA SHEET
2227Job. No. :
Free Swell Test
Rem
arks
Verical Consolidation
DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD.
Compaction Test
Direct Shear
Density gm/ cm3 Mechanical Analysis
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.
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
% Coeff. of Uniformity, Cu
= D60 / D10
Coeff. Of Curvature
Cc D30
2/(D60*D10)
Classifi- -cation ( IS )
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
ation Technology Park at Ghansoli, N
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
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
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
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.
25.08.2008
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
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
Location Geotechnical Investigation for Proposed International inform
ation Technology Park at Ghansoli, N
avi M
umbai.
2227
Bore Hole No.
Symbol
Job No. :
Classifi- -cation ( IS )
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
% Coeff. of Uniformity, Cu
= 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
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
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
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.
25.08.2008
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
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
Location Geotechnical Investigation for Proposed International inform
ation Technology Park at Ghansoli, N
avi M
umbai.
2227
Bore Hole No.
Symbol
Job No. :
Classifi- -cation ( IS )
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
% Coeff. of Uniformity, Cu
= 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 :
DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD.
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
cm cm kN kg/cm2 kg/cm2 kg/cm2 % % gm/cm3
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
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
10.90 cm Bore Hole No: BH - 2
1.002 Depth(m): 4.00-5.20
Core Piece No.: 18
1.50E+05
Job No : 2227DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD.
Modulus of Elasticity (E),(Kg/cm2) :
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 :
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
cm cm kN kg/cm2 kg/cm2 kg/cm2 % % gm/cm3
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
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 - 3
1.004 Depth(m): 4.00-5.50
Core Piece No.: 08
1.00E+05
Job No : 2227DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD.
Modulus of Elasticity (E),(Kg/cm2) :
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 :
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
cm cm kN kg/cm2 kg/cm2 kg/cm2 % % gm/cm3
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
TEST RESULTS OF ROCK CORESSite :
18.07.2008Location:
Geotechnical Investigation for Proposed International Information Technology Park at Ghansoli, Navi Mumbai
2227DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD. Job. No. :
3.30 - 4.10
5.00 - 6.30
IS : 9221
5.40 cm Date: 19.08.2008
11.00 cm Bore Hole No: BH - 4
1.004 Depth(m): 3.30-4.10
Core Piece No.: 03
3.13E+05
Job No : 2227DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD.
Modulus of Elasticity (E),(Kg/cm2) :
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 :
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
cm cm kN kg/cm2 kg/cm2 kg/cm2 % % gm/cm3
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
TEST RESULTS OF ROCK CORESSite :
25.08.2008Location:
Geotechnical Investigation for Proposed International Information Technology Park at Ghansoli, Navi Mumbai
2227DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD.
9.00-10.00
Job. No. :
3.00-4.50
5.50-6.50
IS : 9221
5.40 cm Date: 25.08.2008
11.10 cm Bore Hole No: BH - 6
1.006 Depth(m): 9.00 - 10.00
Core Piece No.: 36
1.18E+05
Job No : 2227DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD.
Modulus of Elasticity (E),(Kg/cm2) :
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 :
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
cm cm kN kg/cm2 kg/cm2 kg/cm2 % % gm/cm3
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
TEST RESULTS OF ROCK CORESSite :
18.07.2008Location:
Geotechnical Investigation for Proposed International Information Technology Park at Ghansoli, Navi Mumbai
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
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 :
DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD.
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
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
cm cm kN kg/cm2 kg/cm2 kg/cm2 % % gm/cm3
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
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 - 10
1.004 Depth(m): 3.10-4.60
Core Piece No.: 13
2.14E+05
Job No : 2227DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD.
Modulus of Elasticity (E),(Kg/cm2) :
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 :
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
cm cm kN kg/cm2 kg/cm2 kg/cm2 % % gm/cm3
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
TEST RESULTS OF ROCK CORESSite :
25.08.2008Location:
Geotechnical Investigation for Proposed International Information Technology Park at Ghansoli, Navi Mumbai
2227DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD.
7.00-8.50
Job. No. :
3.00-4.00
5.50-7.00
IS : 9221
5.40 cm Date: 25.08.2008
11.00 cm Bore Hole No: BH - 11
1.004 Depth(m): 5.50 - 7.00
Core Piece No.: 20
1.63E+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 :
DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD.
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
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
cm cm kN kg/cm2 kg/cm2 kg/cm2 % % gm/cm3
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
DBM 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 - 12
1.004 Depth(m): 5.25-6.75
Core Piece No.: 33
2.94E+05
Job No : 2227DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD.
Modulus of Elasticity (E),(Kg/cm2) :
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 :
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
cm cm kN kg/cm2 kg/cm2 kg/cm2 % % gm/cm3
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
2227DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD.
TEST RESULTS OF ROCK CORESSite :
25.08.2008Location:
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: 25.08.2008
11.00 cm Bore Hole No: BH - 13
1.004 Depth(m): 7.00 - 8.50
Core Piece No.: 20
1.44E+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 :
DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD.
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
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
cm cm kN kg/cm2 kg/cm2 kg/cm2 % % gm/cm3
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
2227DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD.
TEST RESULTS OF ROCK CORESSite :
25.08.2008Location:
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: 25.08.2008
9.30 cm Bore Hole No: BH - 14
0.965 Depth(m): 2.50 - 3.50
Core Piece No.: 11
1.69E+05
Job No : 2227DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD.
Modulus of Elasticity (E),(Kg/cm2) :
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 :
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
cm cm kN kg/cm2 kg/cm2 kg/cm2 % % gm/cm3
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
TEST RESULTS OF ROCK CORESSite :
25.08.2008Location:
Geotechnical Investigation for Proposed International Information Technology Park at Ghansoli, Navi Mumbai
2227DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD.
6.00-7.00
Job. No. :
4.00-4.80
4.80-6.00
IS : 9221
5.40 cm Date: 25.08.2008
11.00 cm Bore Hole No: BH - 15
1.004 Depth(m): 6.00 - 7.00
Core Piece No.: 18
1.82E+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 :
DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD.
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
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
cm cm kN kg/cm2 kg/cm2 kg/cm2 % % gm/cm3
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
TEST RESULTS OF ROCK CORESSite :
18.07.2008Location:
Geotechnical Investigation for Proposed International Information Technology Park at Ghansoli, Navi Mumbai
2227
5.80 - 7.30
DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD.
4.50 - 5.80
Job. No. :
2.30 - 3.70
3.70 - 4.50
IS : 9221
5.40 cm Date: 19.08.2008
11.00 cm Bore Hole No: BH - 16
1.004 Depth(m): 5.80-7.30
Core Piece No.: 34
4.71E+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 :
DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD.
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
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
cm cm kN kg/cm2 kg/cm2 kg/cm2 % % gm/cm3
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
TEST RESULTS OF ROCK CORESSite :
25.08.2008Location:
Geotechnical Investigation for Proposed International Information Technology Park at Ghansoli, Navi Mumbai
2227DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD.
8.50 - 10.00
Job. No. :
6.50 - 7.50
7.50 - 8.50
IS : 9221
5.40 cm Date: 25.08.2008
11.00 cm Bore Hole No: BH - 17
1.004 Depth(m): 6.50 - 7.50
Core Piece No.: 4
1.42E+05
Job No : 2227DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD.
Modulus of Elasticity (E),(Kg/cm2) :
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 :
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
cm cm kN kg/cm2 kg/cm2 kg/cm2 % % gm/cm3
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
TEST RESULTS OF ROCK CORESSite :
25.08.2008Location:
Geotechnical Investigation for Proposed International Information Technology Park at Ghansoli, Navi Mumbai
2227DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD.
4.50-5.50
Job. No. :
2.30-3.00
3.00-4.50
IS : 9221
5.40 cm Date: 25.08.2008
11.00 cm Bore Hole No: BH - 18
1.004 Depth(m): 2.30 - 3.00
Core Piece No.: 2
2.87E+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 :
DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD.
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
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
cm cm kN kg/cm2 kg/cm2 kg/cm2 % % gm/cm3
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
2227DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD.
TEST RESULTS OF ROCK CORESSite :
25.08.2008Location:
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: 25.08.2008
11.00 cm Bore Hole No: BH - 19
1.004 Depth(m): 3.30-4.40
Core Piece No.: 17
2.91E+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 :
DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD.
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
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
cm cm kN kg/cm2 kg/cm2 kg/cm2 % % gm/cm3
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
TEST RESULTS OF ROCK CORESSite :
25.08.2008Location:
Geotechnical Investigation for Proposed International Information Technology Park at Ghansoli, Navi Mumbai
2227DBM GEOTECHNICS & CONSTRUCTIONS PVT. LTD.
5.20 - 6.70
Job. No. :
2.20-3.00
3.70 - 5.20
IS : 9221
5.40 cm Date: 25.08.2008
11.00 cm Bore Hole No: BH - 20
1.004 Depth(m): 3.70 - 5.20
Core Piece No.: 10
4.19E+05
Job No : 2227DBM GEOTECHNICS AND CONSTRUCTIONS PVT. LTD.
Modulus of Elasticity (E),(Kg/cm2) :
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 :
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 )