COMMON PLOT AREA - environmentclearance.nic.inenvironmentclearance.nic.in/writereaddata/Online/TOR/09_Jun_2016... · COMMON PLOT AREA $ 0ð 39100 ... assist the structural engineers

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


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.


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.


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.


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


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.


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


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


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


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.


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


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

-

-


3.00

4.00

19

19

13

15

21

24

-

-

13

15

19

19

-

-


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


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).


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.


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


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


16

Table No. 1/2

Observed & Corrected N-Values


Bore Hole No.

Depth in meter

0-150 (mm)

150-300 (mm)

300-450 (mm)


(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


17

Table No. 1/3

Observed & Corrected N-Values


Bore Hole No.

Depth in meter

0-150 (mm)

150-300 (mm)

300-450 (mm)


(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


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.


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


19

Table No. 3

Chemical Analysis of Water



GIDC Dahej, Dist: Bharuch, State: Gujarat.


Bore Hole No.

pH Chloride (mg/l)

Sulphate (mg/l)

TDS (mg/l)

BH-1 7.94 29186 2466 36875


20

Table No. 4

Chemical Analysis of Soil



GIDC Dahej, Dist : Bharuch, State: Gujarat.


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



Page No: 2


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


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





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


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



Page No: 2


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


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





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


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



Page No: 2


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


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





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


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



Page No: 2


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


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





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


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



Page No: 2


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


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





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


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



Page No: 2


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


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 - - - - - - -


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


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°

Documents

COMMON PLOT AREA - environmentclearance.nic.inenvironmentclearance.nic.in/writereaddata/Online/TOR/09_Jun_2016... · COMMON PLOT AREA $ 0ð 39100 ... assist the structural engineers