cb3 cb4 geotechnical investigation report

8/18/2019 CB3 CB4 Geotechnical Investigation Report

1/41

LAND GE

FOR THE P

P. T

NAIC

3, RAJA

C6

REPORT ON

TECHNICAL INVESTIGAT

OPOSED COAL BERTH CB

AT ENNORE PORT

NORE PORT LIMITED . LEE CHENGALVARAYA

ER MAALIGAI (1ST

FLOOR)

JI SALAI, CHENNAI – 601 001.

PREPARED BY:

C CONSULTING FIRM A, HINDUSTHAN PARK

GROUND FLOOR,KOLKATA-700 029.

September

2013

ON

3 & 4

Addendum No. IV


2/41


3/41

2

REPORT ON LAND GEOTECHNICAL INVESTIGATIONS FOR THE

PROPOSED COAL BERTH CB-3 & 4 AT ENNORE PORT.

INTRODUCTION:

Soil Investigation work at Ennore Port Limited for the proposed Coal Berth

CB-3 & CB-4 at Ennore Port, Chennai has been carried out by M/s. C & C

Consulting Firm, Kolkata vide Order No. EPL/OP/41/022 dtd. 24.05.2013 of

M/s Ennore Port Limited.

The main objective of the investigation is to ascertain the sub-soil condition at

the proposed at site and to make foundation investigation of the proposed

structure based on the findings of field and laboratory investigation. The

investigation was carried out by sinking ten nos. of deep Boreholes at different

locations with depth of 50 m below existing GL. The test location Plan & RL

was handed over by M/s. Ennore Port Limited to M/s. C & C Consulting Firm.

This report has been prepared on the basis of both Field and Laboratory

investigation and makes recommendation for the foundation to be adopted for

the proposed Wharf Structures together with the Bearing Capacity.

FIELD INVESTIGATION:

The field investigation work at Ennore Port Limited for the proposed Coal

Berth CB-3 & 4 at Ennore Port, Chennai


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3

The details of boreholes and depth of boreholes are tabulated below :

Table - 1

BH. NO. Depth of Borehole(m)

GroundWater Table

(GWT) m

Ground RL Co-ordinate

01 50 m 2.10 m 2.749 mw.r.t. CD

E – 428414.023,N – 1465652.169

02 50 m 2.20 m 2.779 m,w.r.t. CD

E – 428258.351,

N – 1465653.672

03 50 m 2.90 m 3.539 mw.r.t. CD

E - 428122.023,N - 1465684.144

04 36 m 5.10 m 5.624 Mw.r.t. CD

E – 428216.579N – 1465803.916

05 30 m 2.40 m 3.024 Mw.r.t. CD

E – 428337.049N – 1465775.240

06 30 m 4.20 m 4.979 Mw.r.t. CD

E – 428298.690N – 1465898.895

07 50 m 4.60 m 4.604 mw.r.t. CD

E - 428132.043,N - 1465903.622

08 50 m 4.20 m 4.854 mw.r.t. CD

E – 428165.574

N – 1466009.022 09 50 m 3.80 m 4.469 M

w.r.t. CD E - 428282.673

N – 1465994.737

10 50 m 3.70 m 4.434 Mw.r.t. CD

E – 428389.707N – 1465999.955

BORING :

Each borehole of 150mm dia was advanced into the soil by Shell & Augur

technique. Stabilization of boreholes was achieved by flush jointed seamless

casing as well as bentonite slurry.

The ground water table was observed in the borehole at the end of completion

of the borehole and after 24 hours of completion. The ground water table thus

observed is tabulated above.


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4

SAMPLING:

Disturbed samples were taken at suitable intervals of depths and at changes of

stratum in order to examine physically the nature of all strata. They were

collected from the Auger and the barrel of the split spoon sampler after the

Standard Penetration Tests. The depth wise locations of all the disturbed and

samples recovered from split spoon sampler have been furnished in the bore log

data sheet. After collection of samples, all the samples were carefully preserved

and sealed.

In addition to that Water Samples were collected from all the boreholes after 24

hours of completion, to ascertain the Chemical Properties.

IN SITU TESTS:

Standard Penetration Test (SPT):

Standard Penetration Tests were conducted as per IS: 2131 (1981) within each

borehole at suitable interval of depths as shown in the borelog data sheets. The

tests were done with the standard split spoon sampler as per IS: 9640 (1980).

The ‘N’ values were obtained by counting the number of blows required to drive

the spoon from 15cm to 45cm.


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5

LABORATORY INVESTIGATION:

The soil samples from the 10cm diameter sampling tube were extracted in the

laboratory by pushing out the soil core by employing an extractor frame. Thecore was jacked out in a direction that corresponded with the soil movement

within the tube during sampling.

In general, the following tests were carried out on representative samples

of difference strata following IS Code of practices given in brackets:

Bulk Density (IS 2720 Part VII)

Natural Moisture Content (IS 2720 Part II)

Atterberg Limits (IS 2720 Part V)

Sieve Analysis (IS 2720 Part IV)

Consolidation test (IS 2720 Part XV)

Determination of Shear strength

Chemical tests on soil & water samples

Atterberg Limits (LL & PL)

and Natural Moisture Content:

Liquid limit, plastic limit and natural moisture content of the Silty clay samples

were determined (a) to classify the soil by the unified soil classification system

and (b) to qualitatively assess their consistency and compressibility.

Triaxial Test:

These tests were conducted on the clay samples to determine their shear

strength. All such the tests were carried out under un-drained conditions. The

cell pressures used for un-drained tests on clay samples where 0.50, 1.00 and

1.50kg/sq.m. The samples were tested in such case under quick conditions

@1.25mm/min. and were loaded upto a maximum of 20% axial strain.


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6

Consolidation Test:

Consolidation tests were run in floating ring type oedometers, under standard

load increment ratio of 1. Starting from 0.25kg./sq.cm. and going upto 8.00

kg./sq.cm. in general.

Sieve Analysis:

The grain size distributions of some representative samples were determined

from sieve analysis / combined sieve analysis and hydrometer analysis. The

results have been plotted as shown in grain size distribution curves.

Particle Size Analysis:

The grain size distributions of some representative samples were determined

form sieve analysis / combined sieve analysis and hydrometer analysis. The

results have been plotted as shown in grain size distribution curves.


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7

SOIL PROFILE AND PROPERTIES

Subsoil Condition as revealed from 07 Nos. of Boreholes (1 to 7) are shown in

the Soil Profile as well as in the Bore log Data Sheet. The subsoil is more or

less uniform at the site with minor variation in the thickness of Individual

stratum. Based on the sequence of stratification, the general stratification may

be summarized as given below :

Stratum Description Range of Thickness (m) Range of ‘N’

(corrected)

I Grayish Silty Sand 0 to 11 24 to 40

II Very Stiff Grey Silty

clay with traces of find

sand.

11 to 18.0 23 to 40

III Very Dense Brown find

to medium Sand.

18 to 27.5 24 to 32

IV. Hard Clay 27.5 to 31.0 25 to 45

V. Sand with clay. 31.0 to 42.0 28 to 34

VI. Very Dense Brown

Sand.(except at BH 3

this layer contains clay

binder)

42 to 50.0 m (upto the max.

explored depth of 50.0 m)

27 to 31

Ground water table was observed at a depth of 2.5 m below G.L. Considering

that the investigation was done in dry period, the water table for the design

propose has been considered at ground level.


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8

For Borehole no. 8 to 10 the subsoil profile is given below :

Stratum Description Range of Thickness (m) Range of ‘N’

(corrected)

I Dense Grey Silty fine

sand

13 24 to 40.

II Very stiff Grey Silty

clay with traces of find

sand

13 to 18.0 23 to 40

III. Very Dense Grey fine

to medium sand

18 to 27.5 24 to 32

IV. Hard clay 27.5 to 31.0 25 to 45

V. Dense sand with clay 31.0 to 42.0 28 to 34

VI. Very Dense Brown

Sand

42 to 50.0 m (upto the max.

explored depth of 50.0 m)

27 to 31

Ground water table was observed at a depth of 4.5 m below G.L. Considering

that the investigation was done in dry period, the water table for the design

propose has been considered at ground level

Properties of different Strata as envisaged from field & laboratory tests for

borehole no: 1 to 7 are given below :

Stratum I : (0 – 11.0 m)

Dense Grey Silty fine sand

Near for Stratum I = 24 to 40.

Avg. N corrected = 32

∴ γ = 1.90 t/m3. φ = 20

0 + 2.5√32 = 340


10/41

9

For Stratum II = (11- 18.0 m)

Very stiff Grey Silty clay with traces of find sand

Very stiff clay, N = 23 to 40

Avg N = 30, γ = 2.0 t/m3

C = 18.0 t/m2

For Stratum III = (18- 27.5 m)

Very Dense Grey fine to medium sand

N corrected = 24 to 32, Avg. N = 28

φ = 200 + 2.5√28 = 330

γ = 2.0 t/m3

For Stratum IV : Hard clay

γ = 2.0, C = 20 t/m2

For Stratum V : Sand

Dense sand with clay

Corrected ‘N’ value = 28 to 34

∴ Avg. N value = 31

φ = 200 + 2.5√31 = 33.9 = 340

γ = 2.0 t/m2

For Stratum VI :

Very Dense Brown Sand

Corrected ‘N’ value = 27 to 31

∴ Avg. N value = 29

φ = 200 + 2.5√29 = 33.50


11/41

10

For Borehole no. 8 to 10 at Coal Berth No. 4 one sub layer at the top upto 7 m

has been envisaged from field investigation

CAPACITY OF R.C.C BORED PILE

G.LCut off

2.00

11.0

γ = 1.90

φ= 310

19D

γ = 2.0 5.50

C = 18.0 t/m2

γ = 2.0 9.0

φ = 330

γ = 2.0 3.5

C = 20 t/m2

γ = 2.0 11.0

φ = 340

γ = 2.0

φ = 340 3.0


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11

Length of Pile = 45.0 m

For L/D = 20, the effective overburden pressure

pd = 0.95 x 20 x D = 19D

For Φ = 340 , N q = 40.8

∴ Ultimate End Bearing

= π /4 x D2 x pd x N q

= 608.5 D3

Skin friction = π D [ 11 x 19D x 1.0 x tan 310+18 x 6.5 x 0.3 + 9.0 x 19D x 1.5

Tan 330 + 4.5 x 20 x 0.3 + 14 x 19D x 1.5 x tan 34

0]

= π D [125.6D + 35.1 + 166.6D + 27.0 +269.13D]

= π D[561.3D + 62] = 1763 D2 + 194.5D

∴ Ultimate Capacity = 608.5 D3 + 1763 D

2 + 194.5 D

∴ Allowable Capacity = 1 / 2.5 x Ultimate Capacity

=243.4 D3 + 705 D

2+77.8 D

Dia of PileCapacity

Total (t /m 2 )

End (t /m 2 ) Skin(t /m

2 )

450 22 178 200

500 30 215 245

For Coal Berth no. 4 (Borehole no. 8 to 10), the end bearing will be the same

but the bearing capacity for skin friction will be slightly low.


13/41

12

Dia of PileCapacity

Total (t /m 2 )

End (t /m 2 ) Skin(t /m 2 )

450 22 175 197

500 30 212 242

Uplift Capacity of Pile

= 0.7 x ultimate capacity in friction

F.S

= (1763D2 + 194.5D) x 0.7

2.5= 1234D

2 + 136D

2.5

∴ Safe Uplift Capacity of Pile

= 494 D2 + 54 D

∴ For different dia D of Pile uplift capacity

Dia of Pile Uplift Capacity

450 124.0

500 151.0


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13

C & C CONSULTING FIRM

64A, Hindusthan Park, Kolkata-700 029.Type of boring: Shell / Auger, JOB No.: ENNORE PORT

Bore hole no.: 01

Dia. of Hole: 150mm/NX Depth in M : 50.0 m

Location: PROPOSED COAL BERTH # 3

Co-ordinate : E – 428414.023, N – 1465652.169Ground RL : 2.749 m W.R.T, CB

Commenced on: 17.06.2013

Completed on: 24.07.2013

Ground Water : 2.1 m BGL

D= Disturbed Sample, U= Undisturbed Sample, P=S.P.T.

D E S C R I P T I O N

DEPTH(M) Thick-

ness(M)

COLLECTION OF SAMPLES

From To Type Depth N-value

Dense Grey Silty fine sand 0.00

13.0

13.0

D/SSPT

DS

SPT

SPT

SPT

SPT

SPT

SPT

0.501.50 – 1.95

3.00

4.50 – 4.95

6.00 - 6.45

7.50 - 7.95

9.00 – 9.45

10.5 – 10.95

12.00 – 12.45

----9,15,17

-----

2,4,9

6,14,17

8,12,25

9,,18,28

18,41,40

11,23,24

---32

---

13

31

37

46

81

47

Very stiff Grey Silty clay with traces

of find sand

13

19.06.00

SPT

SPT

SPT

13.50 –13.95

15.00 – 15.45

18.0 – 18.45

9,14,19

7,14,14

05,07,11

33

28

18

Very Dense Grey fine to medium sand 19.0

27.008.00

SPT

SPT

21.0 – 21.45

24.0 –24.45

08,14,20

08,12,21

34

33

Hard clay 27.00

31.0

4.00

SPT

SPT

27.0 – 27.45

30.0 – 30.30

11,11,14

23,51,-

25

100

Dense sand with clay 31.0

42.0

11.0

SPT

SPT

SPT

33.0 – 33.15

36.0 – 36.45

39.0 – 39.30

50,-,-

11,22,23

32,51,-

100

45

100

Very Dense Brown Sand 42.0

50.0

8.0

SPT

SPT

SPT

SPT

42.0 – 42.45

45.0 – 45.45

48.0 – 48.45

50.00 – 50.45

11,14,18

14,16,21

26,100,

36,52,53

32

37

100

100


15/41

14



Bore hole no.: 02



Co-ordinate :E – 428258.351, N – 1465653.672

Ground RL :2.779 m, W.R.T CB

Commenced on: 21.06.2013Completed on: 06.08.2013 Ground Water : 2.2 m BGL



DEPTH(M) Thick-

ness(M)



Dense Grey Silty fine sand 0.00

13.0

13.0

D/S

SPT

SPT

SPT

SPTSPT

SPT

SPT

SPT

0.50

1.50 – 1.95

3.00 – 3.45

4.50 – 4.95

6.00 - 6.457.50 - 7.95

9.00 – 9.45

10.5 – 10.95

12.00 – 12.45

----

9,18,22

9,19,22

8,20,22

8,21,239,20,60

10,15,15

15,18,42

15,25,32

---

40

41

42

4460

30

60

57


of find sand

13

18.0

6.00

SPT

SPT

13.50 –13.95

15.00 – 15.45

16,15,17

10,11,12

32

23


27.50

9.50

SPT

SPT

SPT

SPT

18.0 – 18.45

21.0 – 21.45

24.0 –24.45

27.0 – 27.30

18,21,19

22,30,33

42,64,10

0

43.0 –

70,-

40

63

100

100

Hard clay 27.50

31.0

4.50

C

C

29.0

30.0

2.0 m

1.0 m

Sand with clay 31.0

42.0

11.0 SPT

SPT

32.0

33.0

36.0 – 36.45

39.0 – 39.45

2.0 m

1.0 m

20,35,52

15,22,47

87

69


50.0

8.0

SPT

SPT

SPT

SPT

42.0 – 42.45

45.0 – 45.45

48.0 – 48.45

50.00 – 50.45

13,27,29

14,36,58

14,20,27

26,38,42

56

94

47

70


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15



Bore hole no.: 03


Co-ordinate :E - 428122.023, N - 1465684.144


Ground RL : 3.539 m CD




DEPTH(M) Thick-

ness(M)



Greyish Silty Sand 0.00

11.0

11.0

D/S

SPT

SPT

SPT

SPT

SPT

SPT

SPT

0.50

1.50 – 1.95

3.00 – 3.45

4.50 – 4.95

6.00 - 6.45

7.50 - 7.95

9.00 – 9.45

10.5 – 10.95

----

8,15,17

8,11,26

9,10,21

9,18,23

11,16,24

11,14,14

8,15,19

---

32

37

31

41

40

28

34


of find sand

11

18.0

7.00

SPT

SPT

SPT

12.00 – 12.45

13.50 –13.95

15.00 – 15.45

7,7,15

9,11,14

10,10,11

22

25

21


27.50

9.50

SPT

SPT

SPTSPT

18.0 – 18.45

21.0 – 21.45

24.0 –24.4527.0 – 27.45

12,15,19

15,17,24

24,26,3724,34,42

34

41

6376

Clay hard clay 27.50

31.0

4.50

SPT 30.0 – 30.30 40,55,- 100

Sand with clay 31.0

42.0

11.0

SPT

SPT

SPT

33.0 – 33.30

36.0 – 36.30

39.0 – 39.45

36,66,-

42,68,-

32,47,62

100

100

100


50.0

8.0

SPT

SPTSPT

SPT

42.0 – 42.45

45.0 – 45.3048.0 – 48.30

50.00 – 50.45

40,46,61

100,-,-46,82,-

38,68,10

0

100

100100

100


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16



Bore hole no.: 04

Dia. of Hole: 150mm/NX Depth in M :36.0 m

Co-ordinate : E - 4282216.579,N – 1465803.916

Location: COMMON AREAGround RL : 5.624 m






DEPTH(M) Thick-

ness(M)




11.0

11.0

D/S

SPT

SPT

SPT

SPT

SPT

SPT

SPT

0.50

1.50 – 1.95

3.00 – 3.45

4.50 – 4.95

6.00 - 6.45

7.50 - 7.95

9.00 – 9.45

10.5 – 10.95

----

2,6,9

21,26,27

19,20,25

26,37,45

53,60,40

35,42,47

42,45,48

---

15

53

45

82

100

89

93


of find sand

11

18.0

7.00

SPT

SPT

SPT

12.00 – 12.45

13.50 –13.95

15.00 – 15.45

714,17

7,15,20

6,7,12

31

35

19


27.50

9.50

SPTSPT

SPT

SPT

18.0 – 18.4521.0 – 21.45

24.0 –24.45

27.0 – 27.45

3,2,57,10,12

13,19,21

16,36,41

722

40

77


31.0

4.50

SPT 30.0 – 30.30 16,39,54 93

Sand with clay 31.0

36.0

5.0

SPT

SPT

33.0 – 33.45

36.0 – 36.45

21,44,62

38,56,62

100

100


18/41

17



Bore hole no.: 05


Co-ordinate : E – 428337.049,N – 1465775.240

Location: COMMON AREA

Ground RL : 3.024 mCommenced on: 10.09.2013





DEPTH(M) Thick-

ness(M)




11.0

11.0

D/S

SPT

SPT

SPT

SPT

SPT

SPT

SPT

0.50

1.50 – 1.95

3.00 – 3.45

4.50 – 4.95

6.00 - 6.45

7.50 - 7.95

9.00 – 9.45

10.5 – 10.95

----

7,6,7

7,8,9

9,12,12

10,12,14

12,17,25

9,20,35

10,22,37

---

13

17

24

26

42

55

59


of find sand

11

18.0

7.00

SPT

SPT

SPT

12.00 – 12.45

13.50 –13.95

15.00 – 15.45

9,19,28

11,21,33

14,26,40

47

54

66


27.50

9.50

SPT

SPTSPT

SPT

18.0 – 18.45

21.0 – 21.4524.0 –24.45

27.0 – 27.45

26,32,45

31,42,4826,28,38

16,32,37

77

9066

69


30.0

2.50

SPT 30.0 – 30.45 27,40,35 75


19/41

18



Bore hole no.: 06


Co-ordinate : E – 428298.690,N – 1465898.895

Location: COMMON AREAGround RL : 4.979 m CD






DEPTH(M) Thick-

ness(M)




11.0

11.0

D/S

SPT

SPT

SPT

SPT

SPT

SPT

SPT

0.50

1.50 – 1.95

3.00 – 3.45

4.50 – 4.95

6.00 - 6.45

7.50 - 7.95

9.00 – 9.45

10.5 – 10.95

----

2,4,7

6,7,11

11,16,17

22,24,32

16,26,42

25,37,42

9,22,31

---

11

18

33

56

68

79

53


of find sand

11

18.0

7.00

SPT

SPT

SPT

12.00 – 12.45

13.50 –13.95

15.00 – 15.45

12,19,28

10,20,25

9,17,24

47

45

41


27.50

9.50

SPTSPT

SPT

SPT

18.0 – 18.4521.0 – 21.45

24.0 –24.45

27.0 – 27.45

7,11,1212,16,20

14,25,42

25,32,47

2336

67

79


30.0

2.50

SPT 30.0 – 30.45 32,44,56 100


20/41

19



Bore hole no.: 07


Co-ordinate :E - 428132.043, N - 1465903.622

Location: COMMON AREA


Commenced on: 26.09.2013Completed on: 28.09.2013 Ground Water : 4.60 m CD



DEPTH(M) Thick-

ness(M)




11.0

11.0

D/S

SPT

SPT

SPT

SPT

SPT

SPT

SPT

0.50

1.50 – 1.95

3.00 – 3.45

4.50 – 4.95

6.00 - 6.45

7.50 - 7.95

9.00 – 9.45

10.5 – 10.95

----

4,6,6

7,6,8

5,6,8

12,14,14

9,11,13

10,13,13

20,23,31

---

12

14

14

28

24

26

54


of find sand

11

18.0

7.00

SPT

SPT

SPT

12.00 – 12.45

13.50 –13.95

15.00 – 15.45

16,26,37

14,28,42

12,22,26

63

70

48


27.50

9.50

SPT

SPT

SPTSPT

18.0 – 18.45

21.0 – 21.45

24.0 –24.4527.0 – 27.45

18,24,33

26,32,38

15,28,2715,24,24

57

70

5548


31.0

4.50

SPT 30.0 – 30.45 19,25,28 53

Sand with clay 31.0

42.0

11.0

SPT

SPT

SPT

33.0 – 33.45

36.0 – 36.30

39.0 – 39.45

22,32,43

20,31,36

26,35,47

75

67

82


50.0

8.0

SPT

SPTSPT

SPT

42.0 – 42.45

45.0 – 45.3048.0 – 48.30

50.00 – 50.45

21,30,42

19,25,3714,32,44

36,58,42

72

6276

100


21/41

20



Bore hole no.: 08



Co-ordinator : E – 428165.574 N – 1466009.022





DEPTH(M) Thick-

ness(M)



Grey sandy silt 0.00

7.0

7..0

D/S

SPT

SPT

SPT

SPT

0.50

1.50 – 1.95

3.00 – 3.45

4.50 – 4.95

6.00 - 6.45

----

6,6,7

6,7,6

8,9,9

6,7,9

---

13

13

18

16

Dense Silty fine sand 7.0

13

6.00

SPT

SPT

SPT

SPT

7.50 - 7.95

9.00 – 9.45

10.5 – 10.95

12.00 – 12.30

9,37,45

12,41,54

16,39,58

12,45,50

82

25

97

95


of find sand

13

18.0

6.00

SPT

SPT

13.50 –13.95

15.00 – 15.45

16,30,38

14,32,40

68

72


27.50

9.50

SPTSPT

SPT

SPT

18.0 – 18.4521.0 – 21.45

24.0 –24.45

27.0 – 27.45

4,5,412,14,26

4,14,25

6,20,22

940

39

42

Hard clay 27.50

31.0

4.50

SPT 30.0 – 30.45 7,16,26 42

Sand with clay 31.0

42.0

11.0

SPT

SPT

SPT

33.0-33.45

36.0 – 36.45

39.0 – 39.45

14,32,45

22,37,48

20,29,38

77

85

67


50.0

8.0

SPT

SPT

SPT

SPT

42.0 – 42.45

45.0 – 45.45

48.0 – 48.45

50.00 – 50.45

28,49,62

6,6,8

31,42,48

29,45,51

100

14

90

96


22/41

21



Bore hole no.: 09



Co-ordinate : E – 428282.673, N – 1465994.737





DEPTH(M) Thick-

ness(M)




3.0

3.0

D/S

SPT

0.50

1.50 – 1.95

----

4,6,7

---

13


13.0

10.0

SPTSPT

SPT

SPT

SPT

SPT

SPT

3.00 – 3.454.50 – 4.95

6.00 - 6.45

7.50 - 7.95

9.00 – 9.45

10.5 – 10.95

12.00 – 12.30

10,11,157,15,23

26,51,62

30,52,60

27,49,58

29,44,52

37,54,--

2638

100

100

100

100

100


of find sand

13

18.0

6.00

SPT

SPT

13.50 –13.95

15.00 – 15.45

10,37,50

6,20,51

87

71


27.50

9.50

SPTSPT

SPT

SPT

18.0 – 18.4521.0 – 21.45

24.0 –24.45

27.0 – 27.45

5,6,67,9,11

10,10,10

23,27,41

1220

20

68

Hard clay 27.50

31.0

4.50

SPT 30.0 – 30.45 20,35,42 77

Sand with clay 31.0

42.0 11.0

SPT

SPT

SPT

33.0-33.45

36.0 – 36.45

39.0 – 39.45

23,52,64

24,36,48

23,42,52

100

84

94


50.0

8.0

SPT

SPT

SPT

SPT

42.0 – 42.45

45.0 – 45.45

48.0 – 48.45

50.00 – 50.45

27,38,38

24,40,45

19,37,50

14,36,47

76

85

87

83


23/41

22



Bore hole no.: 10



Co-ordinator : E – 428389.707 N – 1465999.955


Commenced on: 13.09.2013Completed on: 15.09.2013 Ground Water : 3.70 m, BGL



DEPTH(M) Thick-

ness(M)




7.0

7.0

D/S

SPT

SPT

SPT

SPT

0.50

1.50 – 1.95

3.00 – 3.45

4.50 – 4.95

6.00 - 6.45

----

6,7,8

6,8,9

5,7,10

4,6,9

---

15

17

17

15


13.0

6.0

SPT

SPT

SPT

SPT

7.50 - 7.95

9.00 – 9.45

10.5 – 10.95

12.00 – 12.30

9,12,14

7,9,14

6,12,17

11,14,21

26

23

29

35


of find sand

13

18.0

6.00

SPT

SPT

13.50 –13.95

15.00 – 15.45

16,24,26

10,12,24

50

36


27.50

9.50

SPT

SPT

SPT

SPT

18.0 – 18.45

21.0 – 21.45

24.0 –24.45

27.0 – 27.45

24,30,38

20,28,42

21,32,37

25,33,45

68

70

69

78

Hard clay 27.50

31.0

4.50

SPT 30.0 – 30.45 24,42,48 90

Sand with clay 31.0

42.011.0

SPT

SPT

SPT

33.0-33.45

36.0 – 36.45

39.0 – 39.45

28,37,50

19,29,38

26,38,42

87

67

80


50.0

8.0

SPT

SPT

SPT

SPT

42.0 – 42.45

45.0 – 45.45

48.0 – 48.45

50.00 – 50.45

16,29,38

26,36,44

19,32,47

15,17,30

67

80

79

47


24/41

Laboratory Test Result

B O R E H O L E / P I T N O .

S A M P L E R E F N O .

D E P T H I N M E T E R S

B R I E F D E S C R I P T I O N

W A T E R C O N T E N T

DENSITY

LIMITS

I S C L A S S I F I C A T I O N

MECHANICAL ANALYSIS SHEAR TEST CONSOLIDTEST

D R Y

L I Q U I D

P L A S T I C

G R A V E L

S A N D

S I L T

C L A Y

C O N F I N I N G O R

N O R M A L P R E S U R E

D E V I A T O R S T R E S S

C F

P R E S S U R E R A N G E

C v

% % % % % Kg/cm Kg/cm Kg/cm DEG

Kg/ cm

2

Cm2 /sec

C2 e

BH-1

SPT 2 4.50 22.0

1.90 NP

NP

- 55 38 7 0 20

SPT 9 15.0 23.02.0

NPNP

- 30 40 30 18 0

SPT 16 36.0 25.02.10

NPNP

- 28 39 33 0 20

BH -2

SPT 4 6.0 21.0 1.91 NP NP - 55 37 8 0 19

SPT 12 21.0 24.0 2.01 NP NP - 28 40 32 0 20

SPT 16 39.0 26.0 2.00 NP NP - 27 35 38 0 20

BH -

3

SPT 6 9.0 21.0 1.91 NP NP - 54 39 7 0 19

SPT 9 13.50 22.0 2.0 NP NP - 32 42 26 19 0

SPT 15 30.0 25.0 2.10 NP NP - 30 40 30 0 21


25/41






DEN

SITY

LIMITS


MECHANICAL ANALYSIS SHEAR TEST CONSOLID

TEST

D R Y

L I Q U I D

P L A S T I C

G R A V E L

S A N D

S I L T

C L A Y




C F


C v


Kg/ cm

2

Cm2 /sec

C2 e

BH-4

SPT 2 3.00 20.0 1.93 NP NP - 53 39 8 0 22

SPT 14 27.0 26.0 2.00 NP NP - 29 35 36 0 21

BH – 5

SPT 5 7.50 20.0 1.92 NP NP - 54 40 6 0 19

SPT 10 15.0 22.0 2.01 NP NP - 29 36 35 19 0

BH

- 6

SPT 4 6.00 20.0 1.91 NP NP - 56 38 6 0 17

SPT 10 15.0 22.0 2.02 NP NP - 28 37 35 19 0


26/41






DENSITY

LIMITS


MECHANICAL ANALYSIS SHEAR TEST CONSOLIDTEST

D R Y

L I Q U I D

P L A S T I C

G R A V E L

S A N D

S I L T

C L A Y




C F


C v


Kg/ cm

2

Cm2 /sec

C2 e

BH-7

SPT 2 3.00 21.0 1.90 NP NP - 55 39 6 0 20

SPT 9 13.50 20.0 2.00 NP NP - 30 35 35 20 0

BH- 8

SPT 6 9.00 22.0 1.91 NP NP - 55 38 7 0 21

BH – 9

SPT 11 18.0 21.0 2.00 NP NP - 30 39 31 20 0

BH -10

SPT 3 4.50 -

SPT 8 12.00 21.0 2.00 - 30 37 33 22 0


27/41

26

CHEMICAL TEST RESULTS ON WATER SAMPLES

BH. NO. pH Value Chlorides SO 3 SO 4

ppm % ppm % ppm %

01 8.2 1916.2 0.19 2680 0.268 2100 0.210

02 8.0 1920.1 0.19 2685 0.269 2115 0.211

03 7.9 1929.3 0.19 2694 0.269 2111 0.211

04 7.8 1936.5 0.19 2699 0.269 2119 0.211

05 8.1 1917.3 0.19 2710 0.271 2120 0.212

06 8.2 1928.4 0.19 2703 0.270 2125 0.212

07 8.3 1940.1 0.19 2750 0.275 2130 0.213

08 7.9 1927.2 0.19 2712 0.271 2128 0.212

09 7.7 1920.3 0.19 2688 0.268 2116 0.211

10 7.8 1930.0 0.19 2690 0.269 2113 0.211


28/41


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cb3 cb4 geotechnical investigation report

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