Pile Capacity Calculation (12!12!2011)

7/29/2019 Pile Capacity Calculation (12!12!2011)

1/36

CALCULATIONS FOR

Sec.

I

Length of Pile below Ground Level L = m

Dia of Pile D = m

Effective Unit weight of soil at Pile Tip = t/m3

Bearing Capacity Factor Nq =

Bearing Capacity Factor N =

Depth of Pile Cap = m

Area of Pile Ap = m2

Earth Pressure Coefficient k =

Overburden Considered for a depth of = times the dia of pile

Overburden Pdi = t/m2

Overburden Pd = 15.1 t/m2

Angle of Internal Friction at toe = deg

Depth Overa sub

m Depth t/m3

- 4 4 0.850 0 0 0.00 0

I 1 5 0.780 0 0 0.00 0

I 2.5 7.5 0.780 0 0 0.00 2.2

I 6 13.5 0.800 0 0 0.00 2.2

II 3 16.5 0.920 0 0 0.00 6

II 1.5 18 0.920 0 0 0.00 6

III 3 21 0.800 0 0 0.00 6

IV 7 28 1.020 33 33 0.65 0

IV 3 31 1.020 0 0 0.00 13

V 0.5 31.5 0.820 33 33 0.65

= %End Bearing Component for Sand layer = T

Friction Bearing Component for Sand layer = T

End Bearing Resistance for Clay Layer = T

Friction Bearing Resistance for Clay Layer = T

Total End Bearing Resistance = T

Total Friction Bearing Resistance = T

Total Bearing Resistance including both cohessive & granular soils = T

Factor of safety =

Safe Bearing Capacity = T

Pile Cut Off level from GL = 2.5 m

Length of Pile below Cut-off Level Level = 29.0 m

11.31 0.00

4.80 8.53 22.62 0.00

276.71

617.55

3.79

18.45

15.07

26.39

0.00

1.88

15.07

15.07

422.23

1055.57

2.76

2.40

0

161.31

2.5

617.55

438.02

5.65 0.00

0.41 15.07

7.14

12.31

1.38 14.38

3.06

276.71

5.16

11.31

11.31

0.00

0.00

258.26

0.00

Design & Construction of Viaduct and Stations (Extension of North South Corridor) from Naupura to Dakshine

tan () x Asilayer tan

Pdi

t/m2

PROJECT RAIL VIKAS NIGAM LIMITED

9.42

3.40

1.95

0.78

1.70

C

37.77

K x Pdi x

3.77 0.00

15.08

15

t/m2

m2

As

15.1

33.00

0

1.1310

1.2

0.820

35.00

d*sub

VERTICAL CAPACITY OF PILES

31.5

1

S

n

i

sidiqdpu CAAKPNPNDAQ

1

tan5.0


2/36

Sec.

Table: 1 PILE DIA. = 1.2 m COL = 2.5 m bgl

-40.00

-40.00

-28.00

-28.00

-33.50

-33.50

-50.00 2

-50.00 2

-50.00

-50.00

31.00

33.50 31.00- 27.81

P 12

P 19

P 15

P 16

P 21

P 22

P 24

P 20

BH-T5 + 5.69

BH-T5, ABH-7

ABH-7

ABH 7

+ 5.69

P 23

28.00

ABH-6

ABH-6, BH-T5

Borehole Investigation in Progress

-

ABH-5

BH-T3

4

P 17

P 18

28.00

6 7 8

25.50

+ 3.90 - 21.60 25.50


+ 3.90


29.00

29.00

- 27.20+ 3.30

23.00

Cal. By

Pier No.Ground

Level (m)

Pile Tip

Level (m)

Pile

termination

depth below

EGL, (m)

End of

Sand Layer

/ Clay Layer

Start Level

(m)

5

Pile

termination

depth below

COL, (m)

Av

S

bel

To

1

Decipline

P 10

VERTICAL CAPACITY OF PILE SUMMARY SHEETChkd. By

P 08

P 01

P 02

ABH-2

ABH-3

BH-T3

Project

Calculations for

2 3

RAIL VIKAS NIGAM LIMITED

BH-T1

BH-T1

-

31.50

31.50

23.00

+ 4.46 - 27.04

Nearest

Influencing

Boreholes

Critical

Borehole

ABH-1, BH-T2

- 27.04BH-T2

- 21.60

ABH-2, ABH-3

ABH-3

- 27.20+ 3.30

ABH-3, BH-T3

BH-T1

BH-T2

ABH-1ABH-1

BH-T1, ABH-2

+ 4.46

ABH-1

BH-T2

ABH-1

BH-T1

P 06

P 04

BH-T4

P 13

P 14

P 03

P 05

P 07

P 11

P 09

27.50

- 27.81

27.50BH-T4

ABH-4

ABH-4

ABH-4

ABH-5

BH-T5

30.00

30.00

- 26.58

- 26.58

33.50

+ 3.42

+ 3.42

BH-T4

ABH 7

30.50


30.50BH-T3

ABH-7

BH-T3, BH-T4

BH-T4

BH-T4

ABH-4

ABH-5

ABH-5, ABH-6

ABH-6

BH-T5


3/36

Sec.


4 6 7 8

Cal. By

Pier No.Ground

Level (m)

Pile Tip

Level (m)

Pile

termination

depth below

EGL, (m)

End of

Sand Layer

/ Clay Layer

Start Level

(m)

5

Pile

termination

depth below

COL, (m)

A

be

1

Deciplin

VERTICAL CAPACITY OF PILE SUMMARY SHEETChkd. B

Project

Calculations for

2 3


Nearest

Influencing

Boreholes

Critical

Borehole

-50.45

-50.45

-36.00

-36.00- 24.80

30.50

33.00 30.50


+ 8.20

- 37.02 45.00 42.50

42.50P 35


+ 7.98

45.00

BH-T13, ABH-11

P 39

ABH-11

ABH-11

ABH-12

P 38

P 37

P 36

P 40

P 41

ABH-12

P 42

P 45

P 46

P 43

P 44

P 49

P 50 ABH-16

ABH-16, BH-C18P 51

ABH-15

P 53

P 54

P 55

P 56

P 52

ABH-14

ABH-14

ABH-14, ABH-15

P 47

P 48

P 57 ABH-17

BH-C18

ABH-15

ABH-16

ABH-16

+ 8.20 - 24.80 33.00

BH-C18, ABH-17

ABH-17

BH-C18

BH-C18, ABH-17

ABH-13

ABH-13

ABH-11

ABH-14

BH-T13

-

ABH-15

ABH-16

ABH-16

-

ABH-15

ABH-16

BH-C18

-

ABH-17

ABH-17

ABH-17

+ 7.98 - 37.02

ABH-11

ABH-12

ABH-12

BH-T13

ABH-13

BH-C18

ABH-13

ABH-14

BH-T13


4/36

Sec.


4 6 7 8

Cal.

Pier No.Ground

Level (m)

Pile Tip

Level (m)

Pile

termination

depth below

EGL, (m)

End of

Sand Layer

/ Clay Layer

Start Level

(m)

5

Pile

termination

depth below

COL, (m)

1

Decip

VERTICAL CAPACITY OF PILE SUMMARY SHEETChkd

Project

Calculations for

2 3


Nearest

Influencing

Boreholes

Critical

Borehole

-46.50

-46.50

-42.00

-33.50

-33.50

-33.00

-33.00

-33.00

-33.00

-35.50

-35.50

-35.50

+ 9.00

P 77

P 78

P 79

P 80

P 76

P 85

P 86

P 87

P 88

P 81

P 82

P 83

P 84

P 93

P 94

P 89

P 90

P 91

P 92

+ 5.00

BH-C9

ABH-24

- 24.40

P 95

P 96

P 97

P 98

BH-C4, BH-C5 - 25.00

BH-C4

BH-C9

BH-C6

Bridge

+ 5.00 27.50

37.00

30.00

+ 8.80

Bridge

- 30.50 39.50

27.50

Bridge

30.00

29.00

40.00

Borehole Investigation in Progres

30.00 27.50

+ 8.80

Borehole Investigation in Progres

- 24.30

27.50

- 24.40

- 31.20 40.00 37.50

+ 4.60

+ 4.60

BH-C3

26.50

+ 5.70 - 24.30 30.00

- 24.40 29.00 26.50BH-C1, BH-C2

BH-C19, BH-C2

- 25.00

+ 5.50 - 24.50

+ 4.60

BH-C4

ABH-23

BH-C19, ABH-24

BH-C2

BH-C1

BH-C1

ABH-23

ABH-23, BH-C4

BH-C3

BH-C3, ABH-24

BH-C12

BH-C10

BH-C10

BH-C9

BH-C6

BH-C10

BH-C9

BH-C6

BH-C13

BH-C13BH-C13

- 31.20

+ 5.70

37.50

29.00

+ 4.60 - 25.40

27.5030.00

30.00 27.50

26.50

BH-C4

ABH-23

BH-C3

BH-C3

BH-C12

BH-C10

BH-C13

BH-C6

BH-C2

BH-C1

BH-C1

BH-C1

ABH-24

ABH-24

-

BH-C19


5/36

CALCULATIONS FOR

Sec.

I


Dia of Pile D = m











Depth Overa sub

m Depth t/m3

- 5 5 0.820 0 0 0.00 0 0

I 1.5 6.5 0.820 0 0 0.00 2.25 0.7

II 2.5 9 0.800 0 0 0.00 1.8 0.7

II 3 12 0.850 0 0 0.00 1.8 0.7

III 3 15 0.920 0 0 0.00 5.8 0.5

III 3 18 0.960 0 0 0.00 5.8 0.5

III 0.5 18.5 0.960 0 0 0.00 5.8 0.5

IV 7 25.5 0.850 33 33 0.65

= %

End Bearing Component for Sand layer = T


End Bearing Resistance for Clay Layer = TFriction Bearing Resistance for Clay Layer = T




Factor of safety =




403.28

1008.20

106.09

2.5

636.13

372.07

265.97

15.52

636.13

265.97

0.000.48

0

1.88

layer tan

Pdi

Design & Construction of Viaduct and Stations (Extension of North South Corridor) from Naupura to Dakshineswar.

tan () x Asi

0.00

C

37.77

4.10

1.23

d*sub

t/m2

0.00

18.85

4.72 5.65

2.05

K x Pdi x

15

15.5

33.00


0

t/m2 m2

As

1.2

0.850

35.00

1


1.1310

25.5

14.08

5.95 15.52 26.39 265.97

0.00

2.55 8.61 11.31 0.00

11.312.88

2.76 11.26 11.31 0.00

2.00 6.33 9.42 0.00

n

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6/36

CALCULATIONS FOR

Sec.

I


Dia of Pile D = m











Depth Overal sub

m Depth t/m3

- 4 4 0.850 0 0 0.00 0 0

I 1 5 0.780 0 0 0.00 0 0

I 2.5 7.5 0.780 0 0 0.00 2.2 0.7

I 6 13.5 0.800 0 0 0.00 2.2 0.7

II 3 16.5 0.920 0 0 0.00 6 0.4

II 1.5 18 0.920 0 0 0.00 6 0.4

III 3 21 0.800 0 0 0.00 6 0.4

IV 7 28 1.020 33 33 0.65 0 0

IV 3 31 1.020 0 0 0.00 13 0.3

V 0.5 31.5 0.820 33 33 0.65

= %

End Bearing Component for Sand layer = TFriction Bearing Component for Sand layer = T






Factor of safety =




d*sub


31.5

1.1310

1.2

0.820

35.00

K x Pdi x

3.77 0.00

15.08

1

0

37.77

15

t/m2 m2

As

15.1

33.00

Pdi

t/m2


9.42

3.40

1.95

0.78

1.70

C



276.71

258.26

3.06 15.07

5.16

11.31

11.31

0.00

5.65 0.00

422.23

1055.57

2.76

2.40

0

161.31

2.5

617.55

438.02

276.71

3.79

18.45

15.07

26.39

0.00

1.88

15.07

0.00

15.07

12.31

4.80 8.53 22.62 0.00

617.55

0.41

7.14

1.38 14.38

11.31 0.00

0.00

n

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7/36

CALCULATIONS FOR

Sec.

I


Dia of Pile D = m











Depth Overa sub

m Depth t/m3

- 1.5 1.5 0.800 0 0 0.00 0 0

I 3.5 5 0.800 0 0 0.00 0 0

I 1.5 6.5 0.780 0 0 0.00 2.3 0.7

I 3 9.5 0.780 0 0 0.00 2.3 0.7

I 3 12.5 0.820 0 0 0.00 2.3 0.7

II 5.5 18 0.780 31 31 0.60 0 0

II 3 21 0.950 31 31 0.60 0 0

III 5.5 26.5 0.950 0 0 0.00 8 0.3

IV 4 30.5 0.840 33 33 0.65

= %


Friction Bearing Component for Sand layer = TEnd Bearing Resistance for Clay Layer = T





Factor of safety =



Length of Pile below Cut-off Level Level = 28 m

1.1310

30.5

d*sub


K x Pdi x

13.19 0.00

C

0.00

t/m2


5.65

1.20

1.17

2.80

t/m2 m2

As



Pdi

387.49

139.65

150.94

4.59

5.65

20.73

2.60

0.60

0.00

427.51

1068.77

2.5

4.29

3.36

0

95.28

14.26 15.08

12.12

586.00

1.2

0.840

35.00

1

37.77

0

8.74 11.31 0.00

15

586.00

482.77

14.3

33.00

387.49

2.85 14.26 11.31 96.90

2.34 6.34 11.31 0.00

2.46

5.23 14.26 20.73 0.00

n

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8/36

CALCULATIONS FOR

Sec.

I


Dia of Pile D = m











Depth Overa sub

m Depth t/m3

- 0.75 0.75 0.800 0 0 0.00 0 0

I 4.25 5 0.800 0 0 0.00 0 0

I 4 9 0.780 0 0 0.00 3.1 0.5

I 4.5 13.5 0.830 0 0 0.00 3.1 0.5

II 4.5 18 0.830 30 30 0.58 0 0

II 12 30 0.840 33 33 0.65 0 0

= %








Factor of safety =




1

15

599.06

602.91

14.6

553.24

599.06

480.79

1201.97

0

49.67

2.5

14.59

0.30

12.72

2.83

2.30

10.08 45.24

553.24

124.61

428.63



Pdi

t/m2


16.96

0.60

3.74

3.40

t/m2 m2

As K x Pdi x

16.02 0.00

C

0.00

33.00

d*sub


1.1310

30.0

37.77

0

1.2

0.840

35.00

3.74 8.99 16.96 0.00

3.12 5.56 15.08 0.00

n

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9/36

CALCULATIONS FOR

Sec.

I


Dia of Pile D = m











Depth Overa sub

m Depth t/m3

- 2.5 2.5 0.000 0 0 0.00 0 0

I 2.5 5 0.820 0 0 0.00 0 0

I 3 8 0.820 0 0 0.00 3.3 0.5

I 3 11 0.820 0 0 0.00 3.3 0.5

II 4 15 0.820 0 0 0.00 10 0.5

III 3 18 0.950 0 0 0.00 10 0.3

III 3 21 0.920 0 0 0.00 9 0.3

IV 11 32 0.830 33 33 0.65

= %








Factor of safety =




d*sub


1.1310

32.0

K x Pdi x

9.42 0.00

Ct/m2


11.31

0.00

2.46

2.05

t/m2 m2

As



Pdi

0.00

352.79

0.00

0.00

0.00

352.79

0.00

3.28

13.10

9.42

41.47

15.08

11.68

1.03

427.92

1069.80

3.28

9.13

0

177.19

11.31

2.5

8.61

539.82

15

539.82

529.97

13.1

33.00

352.79

1.2

0.830

35.00

1

37.77

0

2.76 13.10 11.31 0.00

2.46 5.74 11.31 0.00

2.85

n

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10/36

CALCULATIONS FOR

Sec.

I


Dia of Pile D = m









Overburden Pdi = 15.3 t/m2


Depth Overal sub

m Depth t/m3

- 5 5 0.820 0 0 0.00 0 0

I 1 6 0.810 0 0 0.00 3.5 0.5

II 4.5 10.5 0.820 0 0 0.00 2.3 0.5

II 3 13.5 0.820 0 0 0.00 2.3 0.5

II 2.5 16 0.820 0 0 0.00 2.3 0.5

II 0.5 16.5 1.820 0 0 0.00 6.5 0.4

II 1.5 18 0.880 0 0 0.00 6.5 0.4

II 1 19 0.880 0 0 0.00 2.5 0.4

III 11 30 0.900 33 33 0.65 0 0

= %


Friction Bearing Component for Sand layer = TEnd Bearing Resistance for Clay Layer = T





Factor of safety =




1.32 13.77 5.65 0.00

0.88 15.34 3.77 0.00

9.90 15.34 41.47 413.11

1

15

630.29

486.44

15.3

413.11

630.29

2.05

6.76

18.85

4.51

446.69

1116.72

0

73.32

2.5

Pdi

0.00

413.11

As



33.00

t/m2


16.96

4.10

3.69

0.81

t/m2 m2

K x Pdi x

3.77 0.00

C

0.00

35.00

d*sub


2.46 9.83 11.31 0.00

1.1310

30.0

37.77

0

1.2

0.900

0.91 13.57 1.88 0.00

2.05 12.09 9.42 0.00

n

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11/36

CALCULATIONS FOR

Sec.

I


Dia of Pile D = m











Depth Overa sub

m Depth t/m3

- 3.5 3.5 0.800 0 0 0.00 0 0

I 1.5 5 0.810 0 0 0.00 0 0

I 1 6 0.820 0 0 0.00 3.7 0.5

I 3 9 0.820 0 0 0.00 3.7 0.5

I 3 12 0.800 0 0 0.00 3.7 0.5

I 2 14 0.800 0 0 0.00 3.7 0.5

II 4 18 0.860 0 0 0.00 5.5 0.3

II 26 44 0.970 0 0 0.00 12.4 0.3

II 1 45 0.820 33 33 0.65 0 0

= %








Factor of safety =


Pile Cut Off level from GL = 2.5 mLength of Pile below Cut-off Level Level = 42.5 m

7.54 0.00

36.07

36.07

0.00

15.08 0.00

45.0

0

d*sub


1.1310

K x Pdi x

5.65 0.00

C

37.77

0.00

0.00

t/m2


1.2

0.820

35.00

1

15

14.7

t/m2

2.80

2.40

1.22

3.77

14.74

1.40

8.50

25.22

1.60 10.50

0.82 4.43

3.44 13.02



Pdi

604.29

0.82

437.06

1092.64

0

452.28

2.5

604.29

488.35

36.07

33.00

3.77

3.41

14.74

11.31

98.02

13.19

m2

As

0.00

2.46 6.07 11.31 0.00

n

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12/36

CALCULATIONS FOR

Sec.

I


Dia of Pile D = m











Depth Overa sub

m Depth t/m3

4.5 4.5 0.846 0 0 0.00 0 0

I 0.5 5 0.629 0 0 0.00 0 0

II 7 12 0.629 0 0 0.00 2.2 0.5

IIIA 4 16 0.969 0 0 0.00 9 0.4

IIIB 2 18 0.946 0 0 0.00 7.5 0.4

IIIB 3 21 0.986 0 0 0.00 10.5 0.4

IV 7.5 28.5 0.965 33 33 0.65 0 0

IV 0.5 29 1.020 33 33 0.65 0 0








Factor of safety =





d*sub Pdi

29.0

1.2

1.020

14.3

33.00

0

1.1310

37.77

tan

35.00

layer t/m

2m

2C

1



0.00

0.00

0.00

tan () x Asi

K x Pdi x

0.00

0.00

279.93

591.90

433.36

591.90

279.93

11.31

0.00

153.44

28.27 262.43

2.5

410.10

1025.26

3.81

3.88

2.96

0

0.31 3.96

14.29

17.50

15

4.40 6.32 26.39

1.90 16.96

1.88

t/m2

As

10.46

1.89 13.35 7.54

15.08

0.51 14.29 1.88

7.24 14.29

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13/36

CALCULATIONS FOR

Sec.

I


Dia of Pile D = m











Depth Overal sub

m Depth t/m3

- 2.5 2.5 0.800 0 0 0.00 0 0

I 2.5 5 0.843 0 0 0.00 0 0

I 1 6 0.843 0 0 0.00 2.9 0.5

II 4.5 10.5 0.650 0 0 0.00 2.2 0.5

IIIA 3 13.5 0.872 0 0 0.00 6.65 0.4

IIIA 1.5 15 0.978 0 0 0.00 6.65 0.4

IIIB 3 18 0.805 30 30 0.58 0 0

IIIB 7.5 25.5 0.805 30 30 0.58 0 0

IV 4.5 30 0.965 33 33 0.65 0 0

= %








Factor of safety =




tan

37.77

11.31 0.00

11.31 85.97

0.00

tan () x Asi




234.64

158.35

478.96

28.27

C K x Pdi x

0.00

3.77

16.96

593.69

0.00

0.00

2.62 9.18

2.42 13.17

0.84

2.93

layer t/m

2m

2t/m

2

d*sub Pdi As

33.00

1

15

14.4

14.374.34

6.04

4.53

6.41

14.37

30

1.2

0.965

35.00

0

1.1310

9.42

2.5

456.76

1141.91

0

69.25

593.69

548.21

478.96

16.96

1.47 11.23 5.65 0.00

9.422.00 1.00

2.11 3.05

n

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CALCULATIONS FOR

Sec.

I


Dia of Pile D = m











Depth Overal sub

m Depth t/m3

- 2.5 2.5 0.800 0 0 0.00 0 0

I 2.5 5 0.840 0 0 0.00 0 0

I 2 7 0.840 0 0 0.00 2.9 0.5

II 5.5 12.5 0.723 0 0 0.00 2.6 0.5

IIIA 4 16.5 0.940 0 0 0.00 6.6 0.4

IIIB 1.5 18 0.960 0 0 0.00 8.5 0.4

IIIB 3 21 0.960 0 0 0.00 8.5 0.4

IIIB 4.5 25.5 1.030 0 0 0.00 15 0.4

IV 4.5 30 1.020 33 33 0.65 0 0

= %








Factor of safety =




2.5

401.94

164.77

237.17

9.42 0.00

20.73

0

0.00

164.77

164.77

7.54

15.08

408.05

1020.12

0.00

layer tant/m

2m

2

618.18

2.00

3.98

2.10 3.05

1.68

1.00

7.77

4.94

14.96

4.59 14.96

618.18

16.96

4.64

0.00

0.00

0.00

0.00

9.42

16.96


d*sub Pdi

1.020

35.00

1

15

37.77

0



Ctan () x Asit/m

2

15.0

33.00

3.76 11.64

As K x Pdi x

1.1310

30.0

1.2

2.88 14.96 11.31 0.00

1.44 14.24 5.65

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CALCULATIONS FOR

Sec.

I


Dia of Pile D = m











Depth Overal sub

m Depth t/m3

- 2.5 2.5 0.800 0 0 0.00 0 0

I 2.5 5 0.840 0 0 0.00 0 0

I 1 6 0.840 0 0 0.00 2.9 0.7

II 7 13 0.724 0 0 0.00 2.5 0.5

IIIA 3.5 16.5 0.958 0 0 0.00 8 0.4

IIIB 1.5 18 0.950 0 0 0.00 8 0.4

IIIB 1.5 19.5 0.950 0 0 0.00 8 0.4

IIIB 1.5 21 1.030 0 0 0.00 15 0.4

IV 9 30 1.010 33 33 0.65 0 0

= %








Factor of safety =




d*sub


1.1310

30.0

C

0.00

t/m2


3.77

2.00

0.84

2.10

t/m2

m2

As



Pdi

325.79

325.79

9.42

5.65

26.39

9.42 0.00

1.55 14.79

3.35 11.68

1.43

1.00

4.52

14.07

3.05

435.98

1089.95

5.07

1.43

9.09 14.79

0

152.98

13.19

2.5

611.18

478.78

14.8

33.00

325.79

611.18

0.00

1.2

1.010

35.00

1

37.77

0

15

K x Pdi x

0.00

33.93

0.00

7.47 0.00

0.00

5.65 0.00

14.79 5.65

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CALCULATIONS FOR

Sec.

I


Dia of Pile D = m











Depth Overal sub

m Depth t/m3

- 3 3 0.800 0 0 0.00 0 0

I 2 5 0.853 0 0 0.00 0 0

II 6 11 0.853 0 0 0.00 3.4 0.5

IIIA 5 16 0.661 0 0 0.00 2.2 0.5

IIIA 2 18 0.927 0 0 0.00 5.9 0.5

IIIB 12 30 0.927 0 0 0.00 5.9 0.5

IIIB 1.5 31.5 0.970 0 0 0.00 9.5 0.4

IIIB 4.5 36 1.030 0 0 0.00 15 0.4

IV 3 39 1.010 33 33 0.65 0 0

= %








Factor of safety =


Pile Cut Off level from GL = 2.5 mLength of Pile below Cut-off Level Level = 36.5 m

1.2

1.010

35.00

1

15


d*sub

1.1310

39.0

37.77

0

t/m2


22.62

2.40

5.12

1.71

t/m2

m2

As



Pdi

105.64

0.00

105.64

0.00

1.20

6.67

0.005.65

18.85

0.00

7.54 0.00

11.31

14.38

3.25

415.61

1039.02

2.5

595.22

443.80

10.88

105.64

595.22

3.31

1.46

0

338.16

3.03 14.38 11.31

4.64 14.38 16.96

11.12 14.38 45.24

1.85 13.46 7.54

14.4

33.00

0.00

0.00

K x Pdi xC

0.00

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CALCULATIONS FOR

Sec.

I


Dia of Pile D = m











Depth Overa sub

m Depth t/m3

- 4.5 4.5 0.800 0 0 0.00 0 0

I 0.5 5 0.870 0 0 0.00 0 0

I 3.5 8.5 0.870 0 0 0.00 4.2 0.5

I 2.5 11 0.885 0 0 0.00 4.2 0.5

II 3 14 0.715 0 0 0.00 2.6 0.5

IIIA 4 18 0.959 0 0 0.00 7.6 0.5

IIIA 13.5 31.5 0.959 0 0 0.00 7.6 0.5

IIIB 4.5 36 0.965 0 0 0.00 12 0.4

IIIB 1.5 37.5 1.030 0 0 0.00 12 0.4

IV 2.5 40 1.000 33 33 0.65 0 0

= %








Factor of safety =




4.34 15.27 16.96 0.00

3.05 5.56 13.19 0.00

15.3

33.00

12.95 15.27 50.89

3.84 13.36 15.08

2.15

3.82

1.55

0

421.48

2.50 15.27 9.42

15.27

10.37 0.00

1.80

8.19

458.07

1145.18

2.5

630.22

514.96

0.005.65

11.31

93.48

630.22

93.48

0.00

93.48

0.00

0.00



Pdi


9.42

3.60

2.21

0.44

t/m2

m2

As

0.00

1.88 0.00

C

16.96

t/m2

K x Pdi x


d*sub

1.1310

40.0

37.77

0

1.2

1.000

35.00

1

15

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CALCULATIONS FOR

Sec.

I


Dia of Pile D = m











Depth Overal sub

m Depth t/m3

- 6 6 0.800 0 0 0.00 0 0

I 3 9 0.839 0 0 0.00 3.8 0.5

I 3 12 0.902 0 0 0.00 3.8 0.5

II 3 15 0.700 0 0 0.00 2 0.7

IIIA 3 18 0.877 0 0 0.00 3.8 0.5

IIIA 3.5 21.5 0.877 0 0 0.00 8.5 0.5

IIIA 10.5 32 0.926 0 0 0.00 8.5 0.5

IIIA 3 35 0.956 0 0 0.00 8.5 0.5

IIIB 3 38 0.959 0 0 0.00 12 0.4

IIIB 1.5 39.5 1.030 0 0 0.00 12 0.4

IV 3 42.5 0.980 33 33 0.65 0 0

= %








Factor of safety =




2.88 14.75 11.31 0.00

1.55 14.75 5.65 0.00

3.07 14.75 13.19 0.00

2.71 8.67 11.31 0.00


42.5

0


11.31

11.31

4.80

2.10

2.52

t/m2

m2

Aslayer tan

Pdi K x Pdi xC

d*sub


tan () x Asi

11.31 0.00

0.00

1.1310

11.31

0.00

0.00

108.36

0.00

0.00

108.36

2.40

11.07

14.75

22.62

11.31

39.58

2.94 14.75

6.06

460.64

1151.61

2.63

2.87

0

434.11

2.5

9.72 14.75

1.2

0.980

35.00

1

15

13.44

t/m2

37.77

609.14

542.47

14.8

33.00

108.36

609.14

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CALCULATIONS FOR

Sec.

I


Dia of Pile D = m











Depth Overa sub

m Depth t/m3

- 3 3 0.800 0 0 0.00 0 0

I 2 5 0.833 0 0 0.00 0 0

I 4 9 0.833 0 0 0.00 3.8 0.5

I 6 15 0.896 0 0 0.00 3.8 0.5

II 3 18 0.716 0 0 0.00 2.5 0.5

II 1.5 19.5 0.716 0 0 0.00 2.5 0.5

IIIA 6 25.5 0.943 0 0 0.00 7.3 0.5

IIIA 13.5 39 0.969 0 0 0.00 7.3 0.4

IIIB 4.5 43.5 0.960 0 0 0.00 12 0.3

IIIB 1.5 45 1.030 0 0 0.00 12 0.3

IV 1.5 46.5 0.980 33 33 0.65 0 0








Factor of safety =




5.65 0.00

4.32 14.92 16.96 0.00

11.31 0.00

C tan

22.62 0.00


Design & Construction of Viaduct and Stations (Extension of North South Corridor) from Naupura to Dakshineswar

t/m

2 tan () x Asi

K x Pdi x


15.08 0.00

0.00

5.65

5.66

13.08 14.92

1.47 14.92

14.92

2.15

1.07

14.92

54.80

0.005.65

50.89

22.62 0.00

1.55

layert/m

2

1.20

3.33 5.73

d*sub Pdi

5.38 10.09

615.79

m2

13.85

14.92

615.79

54.80

0

405.44

2.5

460.23

430.41

1076.02

As

1.67 3.23

2.40 11.31

7.54

37.77

0

1.1310

1

46.5

1.2

0.980

35.00

15

54.80

14.9

33.00

0.00

0.00

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CALCULATIONS FOR

Sec.

I


Dia of Pile D = m











Depth Overal sub

m Depth t/m3

- 7.5 7.5 0.800 0 0 0.00 0 0

I 6 13.5 0.851 0 0 0.00 5.3 0.4

I 1.5 15 0.944 0 0 0.00 5.3 0.4

II 3 18 0.750 0 0 0.00 2.8 0.5

II 2.5 20.5 0.750 0 0 0.00 2.8 0.5

IIIA 2 22.5 0.890 0 0 0.00 11.2 0.3

IIIA 12 34.5 0.956 0 0 0.00 11.2 0.3

IIIA 6 40.5 0.980 0 0 0.00 11.2 0.3

IIIB 6 46.5 1.030 0 0 0.00 15 0.3

IV 1 47.5 0.920 33 33 0.65 0 0.3

= %








Factor of safety =




11.47 14.77 45.24 0.00

1.42 11.81 5.65 0.00

435.43

1088.58

6.00

0.92 14.77 3.77

0

444.10

608.32

6.18

5.11

2.25

1.88

1.78 14.77

14.77

5.88 14.77

3.00

8.55

13.65

14.77

2.5

480.26

608.32

36.16

22.62

9.42

22.62

0.00

0.00

0.00

36.16

0.00

36.16

0.00

C tan


33.00

K x Pdi x

tan () x Asi

14.8

t/m2

m2

d*sub

37.77

0

Pdi

t/m2

As

7.54

0.00

0.00

22.62

11.31

28.27


layer


15

1.1310

1

47.5

1.2

0.920

35.00

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CALCULATIONS FOR

Sec.

I


Dia of Pile D = m











Depth Overal sub

m Depth t/m3

- 4.5 4.5 0.800 0 0 0.00 0 0

I 0.5 5 0.821 0 0 0.00 0 0

I 5.5 10.5 0.821 0 0 0.00 3.6 0.5

I 4.5 15 0.903 0 0 0.00 3.6 0.5

II 3 18 0.762 0 0 0.00 2.8 0.5

IIIA 9 27 0.937 0 0 0.00 7.6 0.4

IIIA 6 33 0.973 0 0 0.00 7.6 0.4

IIIB 7.5 40.5 1.011 0 0 0.00 12 0.3

IV 1.5 42 1.000 33 33 0.65 0 0

= %








Factor of safety =




22.62 0.00

7.58 14.88 28.27 0.00

4.52 6.27 20.73 0.00

K x Pdi xC

37.77

0

1.1310

42.0




0.00

0.00

tan () x Asi

11.31

16.96

0.00

1.50

10.56

13.73

14.88

5.84 14.88

1.80

0.41 3.81

3.60

0.00

4.06

2.29

0.00

layer tant/m

2

d*sub Pdi As

t/m2

410.59

1026.48

614.46

54.63

0

357.39

2.5

614.46

412.02

1.2

1.000

35.00

1.88

16.96

15

14.9

33.00

m2

1

54.63

8.43

5.65

14.88 33.93

54.63

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CALCULATIONS FOR

Sec.

I


Dia of Pile D = m











Depth Overa sub

m Depth t/m3

- 3 3 0.800 0 0 0.00 0 0

I 2 5 0.839 0 0 0.00 0 0

I 4 9 0.839 0 0 0.00 4.4 0.5

I 3 12 0.922 0 0 0.00 4.4 0.5

II 4 16 0.766 0 0 0.00 2.9 0.5

IIIA 2 18 0.911 0 0 0.00 7 0.4

IIIA 1 19 0.911 0 0 0.00 7 0.4

IIIA 2 21 0.961 0 0 0.00 7 0.4

IIIB 7.5 28.5 0.993 0 0 0.00 11.5 0.4

IV 5 33.5 0.900 32.5 32.5 0.64 0 0

= %








Factor of safety =




3.36 5.76 15.08 0.00

0.91 15.09 3.77

2.5

404.56

1011.41

33.5

1.2

0.900

32.00

35.22

0

1.1310

443.92

layer tant/m

2m

2

d*sub Pdi As

567.49

8.82

11.73

14.18

11.31

15.08

18.85

0

262.76

0.00

15.09

4.50 15.09

2.40

1.68 3.24

7.45

7.54

0.00

181.16

567.49

181.16

181.16

0.00

0.00

0.00

0.00

0.00


7.54

28.27

1.92

2.77

3.06

1.82


t/m2

Ctan () x Asi


32.50

1

15

15.1

1.20

K x Pdi x

15.09

11.31

0.00

7.54

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CALCULATIONS FOR

Sec.

I


Dia of Pile D = m











Depth Overa sub

m Depth t/m3

- 3 3 0.800 0 0 0.00 0 0

I 2 5 0.851 0 0 0.00 0 0

I 2.5 7.5 0.851 0 0 0.00 2.6 0.7

II 4.5 12 0.600 0 0 0.00 2.4 0.7

IIIA 4 16 0.909 0 0 0.00 5.1 0.5

IIIB 2 18 0.953 0 0 0.00 8.3 0.4

IIIB 1 19 0.953 0 0 0.00 8.3 0.4

IV 1 20 0.927 31 31 0.60 0 0

IV 4 24 0.950 33 33 0.65 0 0

IV 6 30 1.000 33 33 0.65 0 0

= %








Factor of safety =




13.52

11.31

0.00

7.54

1.20

K x Pdi x

14.5

layer

3.77

1.91

2.13

2.70

3.64


t/m2

Ctan () x Asi


0.00

0.00

0.00

0.00


15.08

33.00

1

15

0.00

14.47

6.00

2.40

1.70 3.25

0.95

7.54

0.00

7.58

10.75

9.42

16.96

22.62 212.58

387.07

t/m2

m2

d*sub Pdi As

5.17

0

1.1310

508.73

0

121.66

598.47

598.47

387.07

tan

3.77 32.78

2.5

442.88

1107.20

30.0

1.2

1.000

35.00

37.77

14.47

3.80 14.47 15.08 141.72

0.93 14.47

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CALCULATIONS FOR

Description

Checked By

Sec.

II Grade of Concrete of Pile fck = 35 N/mm2

Grade of Steel of Pile fy = 500 N/mm2

Dia of Pile d = 1.2 m

Young's Modulus of Pile Material E = kg/cm2

Moment of Inertia of Pile Cross Section I = cm4

UNCONFINED COMPRESSIVE STRENGTH =

K2 = 28.58 kg/cm2 The K2 value has been cons

Appendix C of IS 2911 Par

Depth of Fixity The code is silent for K2 va

For Piles Embedded in Dense Sand R = cm hence linear interpretation h

Free Length of Pile in Soil L1 = 0 cm

L1

=

R

For Free Head Piles Lf = 1.6

R

Hence, Length of Fixity for a free head pile Lf = cm

For Fixed Head Piles Lf = 1.95

R

Hence, Length of Fixity for a fixed head pile Lf = cm

Pile Head Deflection/Lateral Capacity of Pile

Lateral Capacity of Pile (load in kg reqd for 0.5cm deflection) Y = 0.5 cm

For a free head pile Q (free head) = 5.96 T

For a fixed head pile Q (fixed head) = 13.18 T

1110.96

295804.0

10178760

0.61

569.72

0.00

911.56

LATERAL CAPACITY OF PILES



Cal By

EILLQY

f

3

3

1

4

2K

EIR

EI

LLQY

f

12

3

1


25/36

ANNEXURE - 1

SOIL REPORT -

BORE HOLE DAT


26/36

ANNEXURE - 4

TEST PILE DESIGN


27/36

ANNEXURE - 2

GEOTECH PROFILE

OF BORELOGS


28/36

ANNEXURE - 5

GA & RC DRAWING OF TEST PILE


29/36

CAPACITY CALCULATIONS


30/36

ANNEXURE - 3

TYPICAL LOAD ON PILE

CALCULATION


31/36


32/36


33/36


34/36


35/36


36/36

Documents

Pile Capacity Calculation (12!12!2011)