common plot area -...
TRANSCRIPT
1
7
6
0
0
0
5
0
0
0
0
3
1
9
3
1
0
3
2
2
9
6
5
C
O
M
M
O
N
P
L
O
T
A
R
E
A
(
A
)
1
6
0
7
5
.
0
0
M
²
3
9
1
0
0
1
8
8
9
0
0
1
2
8
8
0
0
7
6
5
0
0
1
1
9
7
0
0
1
4
9
6
0
0
1186960
1
1
9
8
0
0
1
5
4
2
5
0
8
6
9
0
0
0
3
6
2
3
2
0
4
7
3
2
5
9
3
7
5
0
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
*
7
3
7
5
0
PROJECT NO :-
ALL STR. LOCATION LAY OUT PLAN
TITLE :-
PLOT NO. - 43, DAHEJ-1 GIDC INDUSTRIAL ESTATE
BHARUCH ENVIRO INFRASTRUCTURE LTD.
1
5
.
0
0
M
W
I
D
E
G
R
E
E
N
S
P
A
C
E
1
5
.
0
0
M
W
I
D
E
G
R
E
E
N
S
P
A
C
E
1
5
.0
0
M
W
ID
E
MASTER PLAN
FACILITES
RECHARGING
WATER
FACILITES
RECHARGING
WATER
FACILITES
RECHARGING
WATER
5
0
0
0
0
SCALE :- 1 : 1000
4
3
8
0
1
5
0
0
0
8
1
5
0
8
5
2
0
9
0
0
0
1
0
4
0
1
2
4
0
0
1
5
0
0
0
3
3
0
0
3
0
0
0
0
TOWER
COOLING
M
E
E
P
L
A
N
T
3
0
0
0
0
3
2
5
5
2
3
3
8
6
8
3
2
2
0
9
5
0
0
1
2
1
8
2
2
3
0
0
0
1
5
0
0
0
1
5
.0
0
M
W
ID
E
G
R
E
E
N
S
P
A
C
E
120438
1
0
4
7
2
7
8
5
5
0
0
4
8
1
1
3
1
3
5
4
7
2
9
2
5
4
1
1
4
0
1
4
2
1
2
2
2
8
5
1
7
0
5
0
0
1
5
.0
0
M
W
ID
E
3
3
7
0
3
0
0
0
0
1
2
4
6
6
8
6
0
3
9
6
0
6
0
0
0
6
0
0
0
7
0
0
0
6
0
0
0
8
0
0
0
4
5
0
0
6
0
0
0
1
0
0
0
0
4
0
0
0
6
0
0
0
9
0
0
2
5
1
5
1
6
3
0
0
0
0
4
5
0
0
2
1
0
0
4
1
0
0
0
3
5
0
0
0
0
3
0
0
0
0
7
0
3
5
9
0
0
0
5
1
2
0
5
1
5
0
8
4
5
0
0
7
0
4
0
*
P M C
(
A
)
5
4
9
4
.
9
6
M
²
P
A
R
K
I
N
G
A
R
E
A
1
2
7
3
0
0
4
0
0
0
0
2
3
0
0
0
1
7
5
2
0
5
3
5
0
4
5
0
0
2
9
9
7
0
S
H
E
D
-
1
S
H
E
D
-
2
S
H
E
D
-
3
S
H
E
D
-
4
6
8
0
0
0
4
0
5
7
5
7
7
5
0
6
0
0
0
0
1
2
0
0
0
6
0
0
0
0
4
0
0
0
0
7
7
2
2
4
0
0
0
0
1
5
0
0
0
P
U
R
P
O
S
E
I
N
C
I
N
E
R
A
T
I
O
N
4
1
8
9
6
4
2
4
5
5
3
7
0
3
8
3
2
6
3
4
6
5
5
0
0
0
7
3
1
3
2
ALT-2
FFIINNAALL RREEPPOORRTT
GGEEOOTTEECCHHNNIICCAALL IINNVVEESSTTIIGGAATTIIOONN TTOO BBEE EESSTTIIMMAATTEE AANNDD EEVVAALLUUAATTEE IINN SSIITTUU--SSOOIILL CCOONNDDIITTIIOONN FFOORR FFOOUUNNDDAATTIIOONN OOFF PPRROOPPOOSSEEDD EEXXCCAAVVAATTIIOONN OOFF PPRREESSEENNTT LLAANNDDFFIILLLL SSIITTEE AATT PPLLOOTT NNOO..:: 4433,, GGIIDDCC DDAAHHEEJJ,, DDIISSTT:: BBHHAARRUUCCHH,, SSTTAATTEE:: GGUUJJAARRAATT.. JJOOBB NNOO.. :: 4499//0011--1122 MMOONNTTHH && YYEEAARR:: JJAANNUUAARRYY,, 22001122 FFOORRWWAARRDDEEDD TTOO,, BBHHAARRUUCCHH EENNVVIIRROO IINNFFRRAASSTTRRUUCCTTUURREE,, LLTTDD..,, AANNKKLLEESSHHWWAARR
MM.. KK.. SSOOIILL TTEESSTTIINNGG LLAABBOORRAATTOORRYY 33,, VVIINNAAKKUUNNJJ SSOOCCIIEETTYY,, OOPPPP.. RR..RR.. DDRRIIVVEEDDII HHIIGGHH SSCCHHOOOOLL,, NNEEAARR VVAASSTTRRAAPPUURR RRAAIILLWWAAYY CCRROOSSSSIINNGG,, VVEEJJAALLPPUURR,, AAHHMMEEDDAABBAADD -- 338800005511 PPHHOONNEE NNOO.. :: 007799 –– 2266882200994400 FFAAXX NNOO.. :: 007799 –– 2266882266008866 EEMMAAIILL :: mmkkssllaabb@@ggmmaaiill..ccoomm iinnffoo@@mmkkssooiill..ccoomm
JJJooobbb NNNooo::: 444999///000111---111222 MMM... KKK... SSSoooiiilll TTTeeessstttiiinnnggg LLLaaabbbooorrraaatttooorrryyy,,, AAAhhhmmmeeedddaaabbbaaaddd ––– 555111
0
CCOONNTTEENNTTSS
SSRR.. NNOO..
CCHHAAPPTTEERR
PPAAGGEE NNOO..
1. Introduction. 01
2. Field Work. 01
3. Laboratory Work 02
4. Soil Stratif ications. 02
5. Ground Water Table. 03
6. Typical calculation for safe bearing capacity 03
7. Summary. 11-12
9. Conclusion and Recommendation. 13-14
Appendix
Tables 15-32
10.
Drawings 01-17
JJJooobbb NNNooo::: 444999///000111---111222 MMM... KKK... SSSoooiiilll TTTeeessstttiiinnnggg LLLaaabbbooorrraaatttooorrryyy,,, AAAhhhmmmeeedddaaabbbaaaddd ––– 555111
1
[ 1 ] INTRODUCTION :
Bharuch Enviro Infrastructure Limited, Ankleshwar, proposes Geotechnical
investigation to be estimate and Evaluate in situ-soil condition for foundation of
proposed excavation of present landfill site at Plot No. 43, GIDC Dahej, Dist : Bharuch,
State: Gujarat.
The purpose of the investigations was to determine the sub soil stratification,
geotechnical information & safe bearing capacity, so as to provide information that will
assist the structural engineers in the design of the foundations and the relevant works.
The Job was carried out vide Work Order No.: BEIL/ANK/12/GEOTECHNICAL on
Dated 12/01/2012 under the guidance and supervision of the soil personnel of
M. K. Soil Testing Laboratory and client’s engineer.
[ 2 ] FIELD WORK:
[2.1] Boreholes: Six boreholes having 150mm dia were drilled with Rotary Drilling method upto maximum
25.00m depth below EGL.
The locations of the boreholes were decided with due consideration of client / consultant
of the project.
The locations of the boreholes are shown in location plan no. 49/01-12DBH.
[2.2] Collection of Samples: Undisturbed soil samples were collected in the thin walled sampling tubes in
accordance with IS: 2132-1981 for finding shear parameters, field density, moisture
content etc. of soil. However, disturbed soil samples were collected during drilling for
finding index properties of the soil. The samples from split spoon sampling tubes were
treated as disturbed soil samples.
JJJooobbb NNNooo::: 444999///000111---111222 MMM... KKK... SSSoooiiilll TTTeeessstttiiinnnggg LLLaaabbbooorrraaatttooorrryyy,,, AAAhhhmmmeeedddaaabbbaaaddd ––– 555111
2
[2.3] Standard Penetration Test: The Standard Penetration Tests (SPT) (IS-2131) is carried out in the bore hole at
predetermined depths. It gives indirect evaluation of strength–deformation
characteristics of the sub soil. The test includes driving a split spoon sampler using a
63.5 kg hammer with a free fall of 750mm. The first 15cm is considered as seating
drive. The no. of blows required to penetrate next 30 cm is reported as N-value.
Empirical relations are established to correlate N-Value with the shear parameters or
bearing capacity of soil. A disturbed soil sample is collected in side the split spoon
sampler which can be used to find soil classification and in-situ water content.
[ 3 ] LABORATORY WORK :
The results of the laboratory tests performed on various soil samples are presented in
the form of Table No. 5/1 to 5/6 and drawing no. 49/01-12DBH at the end of report.
[ 4 ] SOIL STRATIFICATIONS :
Borehole No.: BH-1 to BH- 4 Layer No. 1: This layer from 0.0m to depth varying from 4.50 to 6.80m is observed to consist of
Blackish coloured stiff to very stiff clay having high plasticity (CH). The observed SPT
values are 11 to 22.
Layer No. 2: This layer from 4.50m to 6.80m to termination depth of 25.0m is observed to consist of
light Blackish to slightly yellowish highly plastic clay (CH). The observed SPT value
varies from 22 to 55. This indicates layer as very stiff to hard in consistency.
Borehole No.: BH-5 to BH-6
Layer No. 1: This layer from 0.0m to 25.00m termination depth is observed to consist of Blackish
brown to reddish brown coloured stiff to very stiff to hard clay having high plasticity
(CH). The observed SPT values are 12 to 43.
JJJooobbb NNNooo::: 444999///000111---111222 MMM... KKK... SSSoooiiilll TTTeeessstttiiinnnggg LLLaaabbbooorrraaatttooorrryyy,,, AAAhhhmmmeeedddaaabbbaaaddd ––– 555111
3
[ 5 ] GROUND WATER TABLE :
The Ground water table was encountered in the boreholes at 7.0m to 9.65m depth
below EGL at the time of investigation. (January– 2012)
[ 6 ] TYPICAL CALCULATIONS FOR SAFE BEARING CAPACITY :
[ 6.1 ] Foundation Analysis:
The soil as per classification is of impervious nature the tentative permeability varying
from 10-6 to 10-8 laboratory test gave the free swell index indicating moderate to high
swelling nature. This is also confirmed by low shrinkage limit and swell pressure. The
objective of this investigation is for estimate and evaluation the present in-situ soil
condition to find solution for controlling subsurface seepage of water.
However the bearing capacity for shallow foundation is calculated and reported. The
sub-soil strata in general found to consist of stiff to very stiff light black coloured clay
having high plasticity and high swelling. This layer is followed by light yellowish black
highly expensive clay and water table is at 7.0m to 9.65m depth below EGL. In such
condition footing at 3.00m depth proposed on 30cm gravel sand mix compacted layer
with voids duly filled with coarse sand.
Alternatively single bulb under reamed pile is proposed and load carrying capacity for
pile is calculated and reported. The typical calculation of SBC is as under :
[6.1.1] Assumption / Data :
i. Type of foundation considered : Square footings ii. Total Permissible settlement : 25mm for footing on f clay
(REF: IS: 1904-1986)
iii. Depth of foundation below G.L. : 3.00m.
iv. Size of foundation : 1.50m x 1.50m
v. Water table : At 7.00m depth.
JJJooobbb NNNooo::: 444999///000111---111222 MMM... KKK... SSSoooiiilll TTTeeessstttiiinnnggg LLLaaabbbooorrraaatttooorrryyy,,, AAAhhhmmmeeedddaaabbbaaaddd ––– 555111
4
[6.1.2] Bearing Pressure Based on C & φ Values :- (Shear Criterion)
For calculation of Bearing capacity following parameters are adopted.
C = 0.87
∅ = 5• (neglected)
The ultimate net bearing capacity for square foundation on stiff clay is given by
equation.
Qnd = C Nc Sc dc ic
Where,
Qnd = Net ultimate bearing capacity of foundation.
C = Cohesion = 0.87 Kg/cm2
D = Depth of foundation = 300 cm
B = Width of foundation = 150 cm
Sc, is shape factor for square footing.
Sc = 1.30,
dc, is depth factor,
(Assuming that overburden soil is not compacted properly)
dc = 1.0,
ic, is inclination factor.
ic = 1.0 (Considering load is vertical)
Adopting Nc, factors as per IS : 6403 as below :
For ∅ = 0•, Nc = 5.14,
Qnd = [0.87 x 5.14 x 1.3 x 1.0 x 1.0]
= 5.81Kg/cm2
JJJooobbb NNNooo::: 444999///000111---111222 MMM... KKK... SSSoooiiilll TTTeeessstttiiinnnggg LLLaaabbbooorrraaatttooorrryyy,,, AAAhhhmmmeeedddaaabbbaaaddd ––– 555111
5
Where,
Qnd is net ultimate bearing capacity,
Adopting factor of safety as 3.0
Qnd 5.81 qs = ------------ = ------------ FS 3.0 = 1.938Kg/cm2
= 19.38 t/m2 Say 19 t/m2. [6.1.3] Safe Bearing Pressure Based on Settlement Criterion:
(Consolidation Settlement) Pressure bulb shall be taken as,
2.0 x B = 2.0 x 1.50 = 3.0 m below foundation level,
Assuming pressure distribution as 2(vertical): 1(Horizontal)
Now,
Mid depth of compressible stratum is at 4.50m depth below GL.
JJJooobbb NNNooo::: 444999///000111---111222 MMM... KKK... SSSoooiiilll TTTeeessstttiiinnnggg LLLaaabbbooorrraaatttooorrryyy,,, AAAhhhmmmeeedddaaabbbaaaddd ––– 555111
6
Compression index (Cc) at mid depth below GL = 0.069
Initial valid ratio (eo) at mid depth below GL = 0.65
Po = Increase in pressure at mid depth below GL = (1.61 x 4.5)
= 7.25 t/m2
dp = Increase in pressure at mid depth of compressible layer.
P x 1.50 x 1.50 dp = -------------------- = 0.25P 3.0 x 3.0 Considering P = 19 t/m2
Settlement (S) in cm at mid depth for compressible stratum is given in equation.
Cc H Po + dp Sc = ----------- log10 (-------------) 1 + eo Po 0.069 x 300 7.25 + 0.25 x 19 Sc = ---------------- log10 (-------------------------) 1 + 0.65 7.25 Sc = 2.75 cm Immediate Settlement, q x B x (1- µ2) x I Si = ----------------------------- Es Where
µ = 0.5 (For saturated Clay)
I = 0.95 (As per IS: 8009 (Part I)
Es = 100 x Cu (Foundation analysis and design by Joseph E. Bowles (table: 5.6))
= 100 x 0.87 = 87 kg/cm2
1.9 x 150 x (1- 0.52) x 0.95 Si = ------------------------------------- = 2.33 cm 87
JJJooobbb NNNooo::: 444999///000111---111222 MMM... KKK... SSSoooiiilll TTTeeessstttiiinnnggg LLLaaabbbooorrraaatttooorrryyy,,, AAAhhhmmmeeedddaaabbbaaaddd ––– 555111
7
Total settlement = Sc + Si
= 2.74 + 2.33
= 5.07 cm
For L/B = 1.0 and √LB/D = 0.5, depth factor Df = 0.625 and rigidity factor = 0.80
Appling depth factor and rigidity factor,
Corrected settlement = 5.07 x 0.8 x 0.625
= 2.53 cm
= 25.3 mm
Hence allowable bearing capacity = 18 t/m2 for permissible settlement of 25 mm.
[ 6.2 ] Sample calculation of Pile load carrying capacity of Pile : [6.2.1] Assumption / Data :
Type of Pile : Cast in situ concrete single Bulb under reamed Pile
Pile Stem dia : 0.30m
Length of pile : 4.50
Ultimate capacity of single bulb under reamed pile is given by equation.
Qu = Ap Cp Nc + Ab Nc Cu + α Ca 'As'
Ap = C.S. area of pile stem at tip level
= π/4 (d)2 = π/4 x (0.30)2 = 0.07065 m2.
Cp = Cohesion at Pile tip
= 0.87 kg/cm2
= 8.70 t/m2
JJJooobbb NNNooo::: 444999///000111---111222 MMM... KKK... SSSoooiiilll TTTeeessstttiiinnnggg LLLaaabbbooorrraaatttooorrryyy,,, AAAhhhmmmeeedddaaabbbaaaddd ––– 555111
8
Nc = Bearing Capacity Factor = 9
Ab = π/4 x (Du2 – D2)
= π/4 x (0.752 – 0.302)
= 0.3709
Cu = Cohesion at Bulb
= 8.7 t/m2
Ca ' = Average Cohesion on pile stem
= (5.5 + 8.7)/2
= 7.10 t/m2
As' = π x 0.30 x (4.50 – 0.50 – 1.00)
= 2.82 m2
α = 0.4
∴Qu = (0.07065 x 9 x 8.7) + 0.3709 x 8.7 x 9 + 0.4 x 7.10 x 2.82
= 5.53 + 29.04 + 8.00
= 42.57
Qu 42.57 ∴qa = ----------- = ------------ F.S. 3.00 = 14.19 Say 14 tonnes. 2/3 x (29.04 + 8.00) Quplift = -------------------------------- 3 = 8.23 t say 8 t
JJJooobbb NNNooo::: 444999///000111---111222 MMM... KKK... SSSoooiiilll TTTeeessstttiiinnnggg LLLaaabbbooorrraaatttooorrryyy,,, AAAhhhmmmeeedddaaabbbaaaddd ––– 555111
9
[6.2.2] Assumption / Data :
Type of Pile : Uniform Cast in-situ Bored Pile
Pile Stem dia : 0.40m
Cut off level : 1.00m below GL
Length of pile : 12.00 (below cut – off level)
------------------------------------------------------------------------------------------- 0.0m
Considering 1.00m cut off level
------------------------------------------------------------------------------------------- -1.00m
Neglecting 1.50 x D resistance due to Disturbance
------------------------------------------------------------------------------------------- -1.60m
Ca’ = 0.87 Kg/cm2
α = 0.4
------------------------------------------------------------------------------------------- -6.80m
Ca’ = 1.00 Kg/cm2
α = 0.3
------------------------------------------------------------------------------------------- -13.60m
Cp = 1.10 Kg/cm2
Ultimate capacity of Bored pile is given by equation.
Qu = Ap Cp Nc + α Ca 'As'
Ap = C.S. area of pile stem at tip level
= π/4 (d)2 = π/4 (0.40)2 = 0.1256 m2.
JJJooobbb NNNooo::: 444999///000111---111222 MMM... KKK... SSSoooiiilll TTTeeessstttiiinnnggg LLLaaabbbooorrraaatttooorrryyy,,, AAAhhhmmmeeedddaaabbbaaaddd ––– 555111
10
Cp = Cohesion at Pile tip
= 1.10 kg/cm2
= 11t/m2
As1 = πd (L1) = π x 0.40 x 5.2 = 6.53 m2
As2 = πd (L2) = π x 0.40 x 6.8 = 8.54 m2
α1 = 0.4
α2 = 0.3
Ca1' = Cohesion along pile stem = 0.87 kg/cm2
= 8.7t/m2
Ca2' = Cohesion along pile stream
= 0.99 kg/cm2
= 9.9t/m2
∴Qu = (11.0 x 9 x 0.1256) + 0.4 x 6.8 x 8.7 + 0.3 x 10.0 x 8.54
= 12.43 + 23.66 + 25.62
= 61.71
Qu 61.71 ∴qa = ----------- = ------------ FS 2.50 = 24.68 Say 25 tonnes. 2/3 x (23.66 + 25.36) Quplift = -------------------------------- 3 = 10.89 say 10.50 t
JJJooobbb NNNooo::: 444999///000111---111222 MMM... KKK... SSSoooiiilll TTTeeessstttiiinnnggg LLLaaabbbooorrraaatttooorrryyy,,, AAAhhhmmmeeedddaaabbbaaaddd ––– 555111
11
[ 7 ] SUMMARY:
Summary of Allowable Bearing Capacity
NET SAFE BEARING CAPACITY Settlement Criterion
Consolidation Settlement (t/m2)
Recommended Net Safe
Bearing Capacity (t/m2)
Type & Size of Footing
Depth Below
Ground Level (m)
Shear CriterionC & ∅ Value
(t/m2) 25mm 40mm 100mm 25mm 40mm 100mm
Square footing 1.50m x 1.50m
3.00
4.00
19
19
18
19
27
29
-
-
18
19
19
19
-
-
Square footing 2.0m x 2.0m
3.00
4.00
19
19
13
15
21
24
-
-
13
15
19
19
-
-
Square footing 3.0m x 3.0m
3.00
4.00
19
19
-
10
14
16
-
-
-
10
14
16
-
-
6.00m wide Raft foundation
3.00
4.00
19
19
-
-
6
9
18
20
-
-
6
9
18
19
JJJooobbb NNNooo::: 444999///000111---111222 MMM... KKK... SSSoooiiilll TTTeeessstttiiinnnggg LLLaaabbbooorrraaatttooorrryyy,,, AAAhhhmmmeeedddaaabbbaaaddd ––– 555111
12
Pile Load Carrying Capacity of Pile
Allowable Load Carrying Capacity (tonnes)
Type of Pile Dia of Pile (m.)
Effective Length of Pile below Cut off
(m) Compression Uplift
0.30 4.50 14 8.0 Cast in situ concrete single bulb under reamed pile 0.40 4.50 24 13.0
0.40 12.00 25 10.5
0.50 12.00 32 13.5
Uniform cast-in situ bored concrete bored pile
0.60 12.00 41 16.0
Note :
The above load carrying capacity based on static formula shall be confirmed by actual
Pile Load test as per IS: 2915 (Part-IV).
JJJooobbb NNNooo::: 444999///000111---111222 MMM... KKK... SSSoooiiilll TTTeeessstttiiinnnggg LLLaaabbbooorrraaatttooorrryyy,,, AAAhhhmmmeeedddaaabbbaaaddd ––– 555111
13
[ 8 ] CONCLUSIONS & RECOMMENDATIONS :
(8.1) Geotechnical Investigation work at GIDC Dahej is in general observed to consist
of stiff to very stiff clay having high plasticity followed by hard highly plastic clay
upto 25.00m termination depth below EGL. The clayey soil is having high to very
high swelling nature.
The Ground water table was encountered in the boreholes at 7.00m to 9.65m
depth from EGL at the time of investigation. (January – 2012)
(8.2) The net safe bearing capacity of Square footing of 1.50m x 1.50m to 3.00m x
3.00m and 6.00m wide raft at 3.00m to 4.00m depth below EGL is recommended
as given in para – 7 of summary with 25mm/40mm/100mm permissible
settlement. It is suggested to provide 30cm sand gravels mix compacted layer
with voids duly filled with coarse sand.
(8.3) Alternatively pile load carrying capacity of cast in situ single bulb under reamed
pile of 0.30m to 0.50 diameter and 4.50m length and the load carrying capacity of
uniform cast in situ bored pile of 0.40 to 0.60m diameter and 12.00m length is
calculated and reported However load carrying capacity shall be confirmed by
actual pile load test as per IS: 2915 (Part-IV).
(8.4) As the strata is highly cohesive soil in drying the cracks may form and caving
may be possible in such condition safe slope may be considered as 1 : 2.
(8.5) Clay soil is having high to very high swelling potential hence it is not suitable to
use for back/plinth filling purpose.
(8.6) The cohesive soil encountered at site of highly swelling nature it is required to
provided minimum 0.85m compacted fill (CNS) for lightly loaded structures like
roads, trenches, drains.
JJJooobbb NNNooo::: 444999///000111---111222 MMM... KKK... SSSoooiiilll TTTeeessstttiiinnnggg LLLaaabbbooorrraaatttooorrryyy,,, AAAhhhmmmeeedddaaabbbaaaddd ––– 555111
14
(8.7) The chemical analysis of ground water sample and soil shows its falls in class III
hence super sulphated cement or sulphate resisting portland cement, portland
pozzolana cement or portland slag cement can be use with minimum cement
content 350kg/cm2 and maximum face water –cement ratio 0.45 as per IS: 456
(table:4)
(8.8) The results of the laboratory tests are incorporated in the form of table at the later
part of the report.
For, M. K. SOIL TESTING LABORATORY
PREPARED BY CHECKED BY AUTHORISED SIGNATORY
JJJooobbb NNNooo::: 444999///000111---111222 MMM... KKK... SSSoooiiilll TTTeeessstttiiinnnggg LLLaaabbbooorrraaatttooorrryyy,,, AAAhhhmmmeeedddaaabbbaaaddd ––– 555111
15
Table No. 1/1
Observed & Corrected N-Values Project: Geotechnical investigation to be estimate and Evaluate in situ-soil condition for
foundation of proposed excavation of present landfill site at Plot No. 43, GIDC
Dahej, Dist: Bharuch, State: Gujarat.
Client: Bharuch Enviro Infrastructure Limited, Ankleshwar,
Nos, of below to drive sampler for penetration of
Bore Hole No.
Depth in meter
0-150 (mm)
150-300 (mm)
300-450 (mm)
N- Value for last 300
(mm)
1.50 2 4 7 11
4.50 7 9 13 22
7.50 10 14 18 32
10.50 14 18 22 40
13.50 15 19 24 43
16.50 16 20 26 46
19.50 18 22 28 50
22.50 17 23 29 52
BH-1
25.00 20 25 30 55
3.00 5 8 12 20
6.00 4 9 15 24
9.00 8 12 19 31
12.00 12 16 22 38
15.00 14 18 22 41
18.00 18 19 24 43
21.00 19 24 26 60
24.00 21 23 25 58
BH-2
25.00 20 26 28 54
JJJooobbb NNNooo::: 444999///000111---111222 MMM... KKK... SSSoooiiilll TTTeeessstttiiinnnggg LLLaaabbbooorrraaatttooorrryyy,,, AAAhhhmmmeeedddaaabbbaaaddd ––– 555111
16
Table No. 1/2
Observed & Corrected N-Values
Nos, of below to drive sampler for penetration of
Bore Hole No.
Depth in meter
0-150 (mm)
150-300 (mm)
300-450 (mm)
N- Value for last 300
(mm)
1.50 3 5 8 13
4.50 4 7 11 18
7.50 6 9 13 22
10.50 8 11 13 24
13.50 9 12 16 28
16.50 10 13 15 28
19.50 12 14 17 31
22.50 13 16 19 35
BH-3
25.00 14 17 21 38
1.50 3 5 8 13
4.50 5 8 11 19
7.50 7 12 14 26
10.50 13 15 17 32
13.50 16 17 19 36
19.50 16 19 27 46
22.50 17 20 28 48
BH-4
25.00 19 21 29 50
JJJooobbb NNNooo::: 444999///000111---111222 MMM... KKK... SSSoooiiilll TTTeeessstttiiinnnggg LLLaaabbbooorrraaatttooorrryyy,,, AAAhhhmmmeeedddaaabbbaaaddd ––– 555111
17
Table No. 1/3
Observed & Corrected N-Values
Nos, of below to drive sampler for penetration of
Bore Hole No.
Depth in meter
0-150 (mm)
150-300 (mm)
300-450 (mm)
N- Value for last 300
(mm)
1.50 4 6 8 14
4.50 6 8 12 20
7.50 8 10 13 23
10.50 10 13 17 30
13.50 11 14 18 32
16.50 10 17 19 36
19.50 14 17 21 38
22.50 16 18 22 40
BH-5
25.00 18 20 23 43
3.00 3 5 7 12
6.00 5 7 9 16
9.00 7 11 14 25
12.00 9 12 15 27
15.00 12 13 16 29
15.00 10 15 17 32
21.00 14 17 19 37
BH-6
24.00 16 18 22 40
JJJooobbb NNNooo::: 444999///000111---111222 MMM... KKK... SSSoooiiilll TTTeeessstttiiinnnggg LLLaaabbbooorrraaatttooorrryyy,,, AAAhhhmmmeeedddaaabbbaaaddd ––– 555111
18
Table No. 2 Swelling Properties of Soil
Project: Geotechnical investigation to be estimate and Evaluate in situ-soil condition
for foundation of proposed excavation of present landfill site at Plot No. 43,
GIDC Dahej, Dist: Bharuch, State: Gujarat.
Client: Bharuch Enviro Infrastructure Limited, Ankleshwar,
Borehole No.
Depth Below EGL
(m)
Free swell Index
(%)
Shrinkage Limit (%)
Swelling & Pressure (kg/cm2)
1.50 54.55 - -
6.00 61.96 8.05 1.85
BH-1
12.00 72.73 - -
4.50 71.33 7.50 2.20
7.50 58.33 - -
BH-2
10.50 60.00 - -
1.50 66.67 - -
6.00 61.90 - -
BH-3
10.50 68.33 - -
1.50 67.67 - -
3.00 81.82 7.75 2.11
BH-4
12.00 70.00 - -
3.00 60.15 8.00 1.75 BH-5
4.50 72.15 - -
1.50 62.45 - - BH-6
4.50 68.15 - 1.85
JJJooobbb NNNooo::: 444999///000111---111222 MMM... KKK... SSSoooiiilll TTTeeessstttiiinnnggg LLLaaabbbooorrraaatttooorrryyy,,, AAAhhhmmmeeedddaaabbbaaaddd ––– 555111
19
Table No. 3
Chemical Analysis of Water
Project: Geotechnical investigation to be estimate and Evaluate in situ-soil condition
for foundation of proposed excavation of present landfill site at Plot No. 43,
GIDC Dahej, Dist: Bharuch, State: Gujarat.
Client: Bharuch Enviro Infrastructure Limited, Ankleshwar,
Bore Hole No.
pH Chloride (mg/l)
Sulphate (mg/l)
TDS (mg/l)
BH-1 7.94 29186 2466 36875
JJJooobbb NNNooo::: 444999///000111---111222 MMM... KKK... SSSoooiiilll TTTeeessstttiiinnnggg LLLaaabbbooorrraaatttooorrryyy,,, AAAhhhmmmeeedddaaabbbaaaddd ––– 555111
20
Table No. 4
Chemical Analysis of Soil
Project: Geotechnical investigation to be estimate and Evaluate in situ-soil condition
for foundation of proposed excavation of present landfill site at Plot No. 43,
GIDC Dahej, Dist : Bharuch, State: Gujarat.
Client: Bharuch Enviro Infrastructure Limited, Ankleshwar,
Bore Hole No.
Depth (m)
pH Chloride (%)
Sulphate (%)
TDS (%)
BH-1 3.00 9.89 0.1027 0.0263 0.314
BH-2 4.50 9.52 0.3826 0.0798 0.997
BH-4 1.50 9.21 0.5028 0.1089 1.307
BH-5 4.50 9.27 0.4261 0.0923 1.108
BH-6 6.00 10.00 0.2611 0.0576 0.692
21
JOB NO. : 49/01-12 M.K. SOIL TESTING LABORATORY. AHMEDABAD – 380051.
Table No.5 /1 SOIL CHARACTERISTICS FOR BOREHOLE NO. – BH – 1
Project: Geotechnical investigation to be estimate and Evaluate in situ-soil condition for foundation of proposed excavation of present landfill site at Plot No. 43, GIDC Dahej, Dist : Bharuch, State: Gujarat. W.T. Below G.L. (m) : 7.00 Termination depth (m) : 25.00 Client: Bharuch Enviro Infrastructure Limited, Ankleshwar.
Grain Size Analysis Atterbergs Limits Natural Density Shear Parameters SR. No.
Depth In mt.
N- value Obsed
Type of Sample
Specific Gravity
Gravel (%)
Sand (%)
Silt & Clay (%)
LL (%)
PL (%)
PI (%)
Soil Group
Field Density(g/cc)
Dry Density(g/cc)
Natural Water
Content (%)
Type of test
C Kg/cm2
Angle of int. friction (degree)
Compression Index
(Cc)
1. 0.00 - DS - - 3 -97- 58 26 32 CH - - - - - - -
2. 1.50 11 SPT - - 1 -99- 68 37 31 CH - - - - - - -
3. 3.00 - UDS 2.69 - 3 -97- 69 33 36 CH 1.83 1.60 14.35 TUU 0.95 4 -
4. 4.50 22 SPT - - 3 -97- 62 32 30 CH - - - - - - -
5. 6.00 - UDS - - 5 -95- 75 35 40 CH 1.89 1.64 15.25 - - - -
6. 7.50 32 SPT - - 2 -98- 82 36 46 CH - - - - - - -
7. 9.00 - UDS 2.70 2 4 -94- 75 34 41 CH 1.94 1.67 16.40 TUU 1.00 5 0.06
8. 10.50 40 SPT - 5 4 -91- 76 31 45 CH - - - - - - -
9. 12.00 - UDS - 2 3 -95- 66 30 36 CH 1.98 1.70 16.75 - - - -
22
JOB NO. : 49/01-12 M.K. SOIL TESTING LABORATORY. AHMEDABAD – 380051.
Table No.5 /1 SOIL CHARACTERISTICS FOR BOREHOLE NO. – BH – 1
Page No: 2
Grain Size Analysis Atterbergs Limits Natural Density Shear Parameters SR. No.
Depth In mt.
N- value Obsed
Type of Sample
Specific Gravity
Gravel (%)
Sand (%)
Silt & Clay (%)
LL (%)
PL (%)
PI (%)
Soil Group
Field Density(g/cc)
Dry Density(g/cc)
Natural Water
Content (%)
Type of test
C Kg/cm2
Angle of int. friction (degree)
Compression Index
(Cc)
10. 13.50 43 SPT - 1 3 -96- 73 29 44 CH - - - - - - -
11. 15.00 - UDS - 1 3 -96- 70 32 38 CH 2.00 1.71 17.05 UCS 1.25 - -
12. 16.50 46 SPT - 3 5 -92- 58 28 30 CH - - - - - - -
13. 18.00 - UDS - 2 5 -93- 64 30 34 CH 2.03 1.73 17.25 - - - -
14. 19.50 50 SPT - 3 4 -93- 65 29 36 CH - - - - - - -
15. 21.00 - UDS - 2 6 -92- 61 30 31 CH 2.05 1.74 18.05 - - - -
16. 22.50 52 SPT - 4 6 -89- 70 32 38 CH - - - - - - -
17. 24.00 - UDS - - 3 -97- 69 33 36 CH 2.08 1.76 18.10 - - - -
18. 25.00 55 SPT - - 2 -98- 79 34 45 CH - - - - - - -
23
JOB NO. : 49/01-12 M.K. SOIL TESTING LABORATORY. AHMEDABAD – 380051.
Table No.5 /2 SOIL CHARACTERISTICS FOR BOREHOLE NO. – BH – 2
Project: Geotechnical investigation to be estimate and Evaluate in situ-soil condition for foundation of proposed excavation of present landfill site at Plot No. 43, GIDC Dahej, Dist : Bharuch, State: Gujarat. W.T. Below G.L. (m) : 7.00 Termination depth (m) : 25.00 Client: Bharuch Enviro Infrastructure Limited, Ankleshwar.
Grain Size Analysis Atterbergs Limits Natural Density Shear Parameters SR. No.
Depth In mt.
N- value Obsed
Type of Sample
Specific Gravity
Gravel (%)
Sand (%)
Silt & Clay (%)
LL (%)
PL (%)
PI (%)
Soil Group
Field Density(g/cc)
Dry Density(g/cc)
Natural Water
Content (%)
Type of test
C Kg/cm2
Angle of int. friction (degree)
Compression Index
(Cc)
1. 0.00 - DS - - 7 -93- 45 21 24 CI - - - - - - -
2. 1.50 - UDS - - 3 -97- 49 24 25 CI 1.83 1.63 12.45 - - - -
3. 3.00 20 SPT - - 1 -99- 43 21 22 CI - - - - - - -
4. 4.50 - UDS 2.70 1 3 -96- 80 35 45 CH 1.86 1.64 13.50 TUU 0.90 4 -
5. 6.00 24 SPT - - 2 -98- 82 36 46 CH - - - - - - -
6. 7.50 - UDS - - 4 -96- 69 30 39 CH 1.92 1.67 15.25 TUU 0.98 6 -
7. 9.00 31 SPT - - 4 -96- 74 35 39 CH - - - - - - -
8. 10.50 - UDS 2.70 - 8 -92- 65 34 31 CH 1.97 1.69 16.45 - - - 0.056
9. 12.00 38 SPT - - 4 -96- 53 26 27 CH - - - - - - -
24
JOB NO. : 49/01-12 M.K. SOIL TESTING LABORATORY. AHMEDABAD – 380051.
Table No.5 /2 SOIL CHARACTERISTICS FOR BOREHOLE NO. – BH – 2
Page No: 2
Grain Size Analysis Atterbergs Limits Natural Density Shear Parameters SR. No.
Depth In mt.
N- value Obsed
Type of Sample
Specific Gravity
Gravel (%)
Sand (%)
Silt & Clay (%)
LL (%)
PL (%)
PI (%)
Soil Group
Field Density(g/cc)
Dry Density(g/cc)
Natural Water
Content (%)
Type of test
C Kg/cm2
Angle of int. friction (degree)
Compression Index
(Cc)
10. 13.50 - UDS - 1 4 -95- 58 24 34 CH 2.00 1.71 1685 - - - -
11. 15.00 40 SPT - 1 3 -96- 72 37 35 CH - - - - - - -
12. 16.50 - UDS - - 3 -97- 70 31 39 CH 2.03 1.73 17.25 TUU 1.30 2 -
13. 18.00 43 SPT - 2 3 -95- 71 31 40 CH - - - - - - -
14. 19.50 - UDS - 2 4 -94- 68 32 36 CH 2.06 1.75 17.45 - - - -
15. 21.00 50 SPT - 2 3 -95- 75 34 41 CH - - - - - - -
16. 22.50 - UDS - 1 3 -96- 70 33 37 CH 2.07 1.76 17.85 - - - -
17. 24.00 58 SPT - - 3 -97- 72 31 41 CH - - - - - - -
18. 25.00 54 SPT - 1 3 -96- 67 33 34 CH - - - - - - -
25
JOB NO. : 49/01-12 M.K. SOIL TESTING LABORATORY. AHMEDABAD – 380051.
Table No.5 /3 SOIL CHARACTERISTICS FOR BOREHOLE NO. – BH – 3
Project: Geotechnical investigation to be estimate and Evaluate in situ-soil condition for foundation of proposed excavation of present landfill site at Plot No. 43, GIDC Dahej, Dist : Bharuch, State: Gujarat. W.T. Below G.L. (m) : 7.00 Termination depth (m) : 25.00 Client: Bharuch Enviro Infrastructure Limited, Ankleshwar.
Grain Size Analysis Atterbergs Limits Natural Density Shear Parameters SR. No.
Depth In mt.
N- value Obsed
Type of Sample
Specific Gravity
Gravel (%)
Sand (%)
Silt & Clay (%)
LL (%)
PL (%)
PI (%)
Soil Group
Field Density(g/cc)
Dry Density(g/cc)
Natural Water
Content (%)
Type of test
C Kg/cm2
Angle of int. friction (degree)
Compression Index
(Cc)
1. 0.00 - DS - - 3 -97- 58 24 34 CH - - - - - - -
2. 1.50 13 SPT - - 1 -99- 73 27 46 CH - - - - - - -
3. 3.00 - UDS - - 3 -97- 75 34 41 CH 1.82 1.61 13.25 TUU 0.87 5 -
4. 4.50 18 SPT - - 5 -95- 67 32 35 CH - - - - - - -
5. 6.00 - UDS 2.70 1 4 -95- 68 36 32 CH 1.88 1.64 14.55 TUU 1.00 6 0.069
6. 7.50 22 SPT - 3 4 -93- 70 33 37 CH - - - - - - -
7. 9.00 - UDS - - 5 -95- 72 35 37 CH 1.92 1.65 16.35 - - - -
8. 10.50 24 SPT - 2 5 -93- 70 34 36 CH - - - - - - -
9. 12.00 - UDS - - 6 -94- 69 33 36 CH 1.95 1.67 16.70 - - - -
26
JOB NO. : 49/01-12 M.K. SOIL TESTING LABORATORY. AHMEDABAD – 380051.
Table No.5 /3 SOIL CHARACTERISTICS FOR BOREHOLE NO. – BH – 3
Page No: 2
Grain Size Analysis Atterbergs Limits Natural Density Shear Parameters SR. No.
Depth In mt.
N- value Obsed
Type of Sample
Specific Gravity
Gravel (%)
Sand (%)
Silt & Clay (%)
LL (%)
PL (%)
PI (%)
Soil Group
Field Density(g/cc)
Dry Density(g/cc)
Natural Water
Content (%)
Type of test
C Kg/cm2
Angle of int. friction (degree)
Compression Index
(Cc)
10. 13.50 28 SPT - 4 5 -91- 68 31 37 CH - - - - - - -
11. 15.00 - UDS - - 4 -96- 70 35 35 CH 1.98 1.69 17.10 TUU 1.10 3 -
12. 16.50 28 SPT - - 3 -97- 66 29 37 CH - - - - - - -
13. 18.00 - UDS - 1 3 -96- 70 34 36 CH 1.99 1.70 17.35 - - - -
14. 19.50 31 SPT - - 4 -96- 61 31 30 CH - - - - - - -
15. 21.00 - UDS - 1 4 -95- 67 33 34 CH 2.02 1.71 18.25 - - - -
16. 22.50 35 SPT - - 2 -98- 62 32 30 CH - - - - - - -
17. 24.00 - UDS - - 4 -96- 68 34 34 CH 2.04 1.72 18.40 - - - -
18. 25.00 38 SPT - - 1 -99- 58 26 32 CH - - - - - - -
27
JOB NO. : 49/01-12 M.K. SOIL TESTING LABORATORY. AHMEDABAD – 380051.
Table No.5 /4 SOIL CHARACTERISTICS FOR BOREHOLE NO. – BH – 4
Project: Geotechnical investigation to be estimate and Evaluate in situ-soil condition for foundation of proposed excavation of present landfill site at Plot No. 43, GIDC Dahej, Dist : Bharuch, State: Gujarat. W.T. Below G.L. (m) : 7.00 Termination depth (m) : 25.00 Client: Bharuch Enviro Infrastructure Limited, Ankleshwar.
Grain Size Analysis Atterbergs Limits Natural Density Shear Parameters SR. No.
Depth In mt.
N- value Obsed
Type of Sample
Specific Gravity
Gravel (%)
Sand (%)
Silt & Clay (%)
LL (%)
PL (%)
PI (%)
Soil Group
Field Density(g/cc)
Dry Density(g/cc)
Natural Water
Content (%)
Type of test
C Kg/cm2
Angle of int. friction (degree)
Compression Index
(Cc)
1. 0.00 - DS - - 8 -92- 50 25 25 CH - - - - - - -
2. 1.50 13 SPT - - 3 -97- 76 32 44 CH - - - - - - -
3. 3.00 - UDS 2.70 - 5 -95- 74 35 39 CH 1.83 1.62 13.20 TUU 0.95 4 -
4. 4.50 19 SPT - - 4 -96- 78 37 41 CH - - - - - - -
5. 6.00 - UDS - - 3 -97- 70 34 36 CH 1.89 1.65 14.35 - - - -
6. 7.50 26 SPT - - 5 -95- 73 35 40 CH - - - - - - -
7. 9.00 - UDS 2.69 - 5 -95- 71 33 38 CH 1.94 1.68 15.35 TUU 1.10 6 0.06
8. 10.50 32 SPT - - 3 -97- 77 33 44 CH - - - - - - -
9. 12.00 - UDS - 1 5 -94- 72 35 37 CH 1.98 1.71 16.10 - - - -
28
JOB NO. : 49/01-12 M.K. SOIL TESTING LABORATORY. AHMEDABAD – 380051.
Table No.5 /4 SOIL CHARACTERISTICS FOR BOREHOLE NO. – BH – 4
Page No: 2
Grain Size Analysis Atterbergs Limits Natural Density Shear Parameters SR. No.
Depth In mt.
N- value Obsed
Type of Sample
Specific Gravity
Gravel (%)
Sand (%)
Silt & Clay (%)
LL (%)
PL (%)
PI (%)
Soil Group
Field Density(g/cc)
Dry Density(g/cc)
Natural Water
Content (%)
Type of test
C Kg/cm2
Angle of int. friction (degree)
Compression Index
(Cc)
10. 13.50 36 SPT - 1 5 -94- 75 31 44 CH - - - - - - -
11. 15.00 - UDS - 2 5 -93- 78 36 42 CH 2.03 1.73 17.15 UCS 1.25 - -
12. 16.50 42 SPT - 3 5 -92- 76 29 47 CH - - - - - - -
13. 18.00 - UDS - - 5 -95- 73 38 35 CH 2.05 1.74 17.80 - - - -
14. 19.50 46 SPT - - 4 -96- 88 34 54 CH - - - - - - -
15. 21.00 - UDS - - 6 -94- 80 39 41 CH 2.07 1.75 18.35 - - - -
16. 22.50 48 SPT - - 8 -92- 89 37 52 CH - - - - - - -
17. 24.00 - UDS - - 6 -94- 72 36 36 CH 2.10 1.76 19.40 - - - -
18. 25.00 50 SPT - - 3 -97- 79 34 45 CH - - - - - - -
29
JOB NO. : 49/01-12 M.K. SOIL TESTING LABORATORY. AHMEDABAD – 380051.
Table No.5 /5 SOIL CHARACTERISTICS FOR BOREHOLE NO. – BH – 5
Project: Geotechnical investigation to be estimate and Evaluate in situ-soil condition for foundation of proposed excavation of present landfill site at Plot No. 43, GIDC Dahej, Dist : Bharuch, State: Gujarat. W.T. Below G.L. (m) : 9.65 Termination depth (m) : 25.00 Client: Bharuch Enviro Infrastructure Limited, Ankleshwar.
Grain Size Analysis Atterbergs Limits Natural Density Shear Parameters SR. No.
Depth In mt.
N- value Obsed
Type of Sample
Specific Gravity
Gravel (%)
Sand (%)
Silt & Clay (%)
LL (%)
PL (%)
PI (%)
Soil Group
Field Density(g/cc)
Dry Density(g/cc)
Natural Water
Content (%)
Type of test
C Kg/cm2
Angle of int. friction (degree)
Compression Index
(Cc)
1. 0.00 - DS - - 9 -91- 50 24 26 CH - - - - - - -
2. 1.50 14 SPT - - 10 -90- 53 25 28 CH - - - - - - -
3. 3.00 - UDS 2.69 2 4 -94- 68 32 36 CH 1.86 1.62 15.00 TUU 0.92 5 -
4. 4.50 20 SPT - 2 3 -95- 77 32 45 CH - - - - - - -
5. 6.00 - UDS - 2 7 -91- 72 34 38 CH 1.91 1.65 15.50 - - - -
6. 7.50 23 SPT - 4 8 -88- 81 36 41 CH - - - - - - -
7. 9.00 - UDS - 3 6 -91- 80 38 42 CH 1.98 1.68 18.15 TUU 1.00 7 0.065
8. 10.50 30 SPT - 4 9 -87- 89 35 54 CH - - - - - - -
9. 12.00 - UDS - 2 4 -94- 75 32 43 CH - - - - - - -
30
JOB NO. : 49/01-12 M.K. SOIL TESTING LABORATORY. AHMEDABAD – 380051.
Table No.5 /5 SOIL CHARACTERISTICS FOR BOREHOLE NO. – BH – 5
Page No: 2
Grain Size Analysis Atterbergs Limits Natural Density Shear Parameters SR. No.
Depth In mt.
N- value Obsed
Type of Sample
Specific Gravity
Gravel (%)
Sand (%)
Silt & Clay (%)
LL (%)
PL (%)
PI (%)
Soil Group
Field Density(g/cc)
Dry Density(g/cc)
Natural Water
Content (%)
Type of test
C Kg/cm2
Angle of int. friction (degree)
Compression Index
(Cc)
10. 13.50 32 SPT - 3 7 -90- 93 37 56 CH - - - - - - -
11. 15.00 - UDS - 1 3 -96- 73 32 41 CH 1.98 1.68 18.15 - - - -
12. 16.50 36 SPT - - 6 -94- 8 26 52 CH - - - - - - -
13. 18.00 - UDS - 2 8 -90- 75 34 41 CH 2.02 1.70 19.00 - - - -
14. 19.50 38 SPT - 2 15 -83- 76 34 42 CH - - - - - - -
15. 21.00 - UDS - 2 6 -92- 78 33 45 CH 2.04 1.71 19.15 - - - -
16. 22.50 40 SPT - 2 9 -89- 77 35 42 CH - - - - - - -
17. 24.00 - UDS - 1 11 -88- 70 30 40 CH 2.02 1.70 19.05 - - - -
18. 25.00 43 SPT - 1 13 -86- 67 32 35 CH - - - - - - -
31
JOB NO. : 49/01-12 M.K. SOIL TESTING LABORATORY. AHMEDABAD – 380051.
Table No.5 /6 SOIL CHARACTERISTICS FOR BOREHOLE NO. – BH – 6
Project: Geotechnical investigation to be estimate and Evaluate in situ-soil condition for foundation of proposed excavation of present landfill site at Plot No. 43, GIDC Dahej, Dist : Bharuch, State: Gujarat. W.T. Below G.L. (m) : 9.50 Termination depth (m) : 25.00 Client: Bharuch Enviro Infrastructure Limited, Ankleshwar.
Grain Size Analysis Atterbergs Limits Natural Density Shear Parameters SR. No.
Depth In mt.
N- value Obsed
Type of Sample
Specific Gravity
Gravel (%)
Sand (%)
Silt & Clay (%)
LL (%)
PL (%)
PI (%)
Soil Group
Field Density(g/cc)
Dry Density(g/cc)
Natural Water
Content (%)
Type of test
C Kg/cm2
Angle of int. friction (degree)
Compression Index
(Cc)
1. 0.00 - DS - - - - - - - CH - - - - - - -
2. 1.50 - UDS - - 9 -91- 65 30 35 CH 1.85 1.59 16.15 TUU 0.55 6 -
3. 3.00 12 SPT - - 5 -95- 69 32 37 CH - - - - - - -
4. 4.50 - UDS - 4 9 -87- 70 35 35 CH 1.88 1.61 16.00 TUU 0.88 10 -
5. 6.00 16 SPT - 5 8 -87- 85 38 47 CH - - - - - - -
6. 7.50 - UDS 2.70 6 7 -87- 74 40 34 CH 1.90 1.64 15.75 - - - 0.067
7. 9.00 25 SPT - 6 8 -86- 70 36 34 CH - - - - - - -
8. 10.50 - UDS - 6 7 -87- 74 34 40 CH 1.94 1.67 16.15 UCS 1.10 - -
9. 12.00 27 SPT - - 1 -99- 70 35 35 CH - - - - - - -
32
JOB NO. : 49/01-12 M.K. SOIL TESTING LABORATORY. AHMEDABAD – 380051.
Table No.5 /6 SOIL CHARACTERISTICS FOR BOREHOLE NO. – BH – 6
Page No: 2
Grain Size Analysis Atterbergs Limits Natural Density Shear Parameters SR. No.
Depth In mt.
N- value Obsed
Type of Sample
Specific Gravity
Gravel (%)
Sand (%)
Silt & Clay (%)
LL (%)
PL (%)
PI (%)
Soil Group
Field Density(g/cc)
Dry Density(g/cc)
Natural Water
Content (%)
Type of test
C Kg/cm2
Angle of int. friction (degree)
Compression Index
(Cc)
10. 13.50 - UDS - - 1 -99- 75 35 40 CH 1.98 1.68 18.15 - - - -
11. 15.00 29 SPT - - 1 -99- 70 30 40 CH - - - - - - -
12. 16.50 - UDS - - 2 -98- 68 30 38 CH 2.02 1.70 19.00 UCS* 1.15 - -
13. 18.00 32 SPT - - 1 -99- 78 40 38 CH - - - - - - -
14. 19.50 - UDS - - 1 -99- 75 35 40 CH 2.05 1.72 19.15 - - - -
15. 21.00 36 SPT - - 1 -99- 70 30 40 CH - - - - - - -
16. 22.50 - UDS/DS - - - - - - - CH - - - - - - -
17. 24.00 40 SPT - - 1 -99- 72 40 32 CH - - - - - - -
18. 25.00 - UDS/DS - - - - - - - CH - - - - - - -
JJJooobbb NNNooo::: 444999///000111---111222 MMM... KKK... SSSoooiiilll TTTeeessstttiiinnnggg LLLaaabbbooorrraaatttooorrryyy,,, AAAhhhmmmeeedddaaabbbaaaddd ––– 555111
ABBREVIATIONS
DS Disturbed Sample
UDS Undisturbed Sample
SPT Standard Penetration Test
NP Non Plastic
DST Direct Shear Test
TUU Triaxial unconfined undrain shear test
UCS Unconfined compression shear test
* Remoulded
Ref. Refusal
PI Plasticity Index
LL Liquid Limit
PL Plastic Limit
G Gravel
S Sand
S/C Silt & Clay
SM Silty Sand
SC Clayey Sand
CL Silty clay having Low plasticity
CI Silty clay having Medium plasticity
CH Silty clay having High plasticity
JJJooobbb NNNooo::: 444999///000111---111222 MMM... KKK... SSSoooiiilll TTTeeessstttiiinnnggg LLLaaabbbooorrraaatttooorrryyy,,, AAAhhhmmmeeedddaaabbbaaaddd ––– 555111
Very Broad Specifications for Soil to be considered as CNS Material
Ref.: Foundation Design manual by N. V. Nayak
Sr. No.
Property Very Broad Specification
Range 1. Grain size analysis (i) Clay 15 – 25 % (ii) Silt 35 – 50 % (iii) Sand 30 – 40 % (iv) Gravel < 10 % 2. Consistency limits (i) Liquid Limit 30 – 50 % (ii) Plastic Limit 20 – 50 % (iii) Plasticity Index 10 – 25 % (iv) Shrinkage Limit 15 % and above 3. (a) Swelling pressure when compacted to maximum dry
density corresponding to standard Proctor compaction with zero initial compaction moisture constant, for no volume change condition.
Less than 0.1 Kg/cm2 (10 Kn/m2)
(b) Swelling pressure when compacted to maximum dry density corresponding to standard proctor compaction and initial compaction moisture corresponding to optimum moisture content for no volume change condition.
Less than 0.5 Kg/cm2 (10 Kn/m2)
4. Clay minerals Preferable Kaolinite and illite
5. Shear strength of compacted sample compacted to maximum dry density correspond to standard Proctor compaction and initial moisture content corresponding to optimum moisture content, but sample tested on saturation.
(a) From unconfined compression. Cu 0.15 – 0.35 Kg/cm2 (15 to 35 Kn/m2)
(b) From consolidated undrained direct shear test. Ocu 0.1 – 0.35 Kg/cm2 (10 to 30 Kn/m2)
φcu 8° - 15°