Pile Capacity Calculation

Pile Capacity Project : Client : Job : Pile Capacity Subject :

Pile Capacity Calculations

Prepared :

Project Code :

Checked :

Job Code :

Date :

Rev :

Pier No :

Drg. No:

Chainage : Pile Capacity Calculations Type of Pile

Bored Cast-in-situ Pile D

Diameter of Pile

=

1.2 m

Natural Ground level

=

66.9 m

Cut-off level of pile

=

-2.0 m

Founding level of Pile

=

-27.0 m

Water Table level

=

0.0 m

Length of Pile from Cutoff level to Founding level

=

25.0 m

Maximum Pile reactions Normal Load Condition

Jt. 326.0

LC 101.0

=

295.8 t

From staad

Seismic Load condition

Jt. 326.0

LC 106.0

=

323.9 t

results

Wind Load case

Jt. 326.0

LC 103.0

=

298.8 t

Seismic Load condition

( Applied Load reduced by 33%)

=

243.5 t

Wind Load condition

( Applied Load reduced by 33%)

=

224.7

=

295.8 t

=

314.6 t

Max Pile Load reaction Total Axial Load

( Max Pile Load reaction + 40% of DL of Pile )

Ultimate Bearing Capacity of the Pile Ultimate Bearing Capacity of the Pile

Ru =

Qu

=

Ru

+

IRC 78, Cl 709.3.1apen dix-5

Rf

Q1 Q3 Ap(0.5 D g Ng +PD Nq)+Ap Nc Cp Q2 Q4 n + S K Pdi Tand Asi a C Asi

Rf =

i=1

Where Ap

=

Cross Sectional Area of Pile

=

1.1 m2

As

=

Surface Area of Pile

=

3.8 m2/m

g

=

Unit weight of the Soil (dry or submerged, based on water table)

K

=

Coefficient of Earth Pressure = 1 to 2

=

1.3

d

=

Angle of Wall Friction b/w Pile and soil

Page 1

Pile Capacity Project : Client : Job : Pile Capacity Subject :

Pile Capacity Calculations

Pier No :

Drg. No:

Prepared :

Project Code :

Checked :

Job Code :

Date :

Rev :

Chainage : Nc,Nq,Ng

=

Bearing Capacity Factor

a

=

Reduction Factor for Cohesive Soil

=

0.3

D Pdi

=

Diameter of the Pile

=

1.2 m

=

Effective overburden pressure in t/m for "i" layer

PD

=

Effective overburden pressure in t/m 2

Cp

=

Average cohesion at pile tip

C

=

Average cohesion throughout the length of the pile

2

th

For Bore hole No.1 For

f=

30.0

f=

5.0

f=

10.0

Nq

=

27.0

Nq

=

1.6

Nq

=

Ng

=

22.4

Ng

=

0.5

Ng

Nc

=

9.0

Nc

=

9.0

S. No.

depth

inter.

g

g sub

C

1.0

m

m

t/m3

t/m3

t/m2

2.0

C.O.L

1.8

1.0

0.0

2.0 3.0

3.0

1.0

1.8

1.0

1.5

30.0

4.0

1.0

1.8

1.0

1.5

30.0

4.0

5.0

1.0

1.8

1.0

1.5

5.0

6.0

1.0

1.8

1.0

1.5

6.0

7.0

1.0

1.8

1.0

7.0

8.0

1.0

1.8

1.0

8.0

9.0

1.0

1.8

9.0

10.0

1.0

1.8

10.0

11.0

1.0

IS2911, Fig.1

f=

20.0

2.5

Nq

=

6.4

=

1.2

Ng

=

5.4

Nc

=

9.0

Nc

=

9.0

f

Pdi

Avg. Pdi

Q2

Q4

Q3

deg

t/m2

t/m2

t

t

t

3.0

2.5

7.1

1.7

15.3

4.0

3.5

9.9

1.7

15.3

30.0

5.0

4.5

12.7

1.7

15.3

30.0

6.0

5.5

15.6

1.7

15.3

1.5

30.0

7.0

6.5

18.4

1.7

15.3

1.5

30.0

8.0

7.5

21.2

1.7

15.3

1.0

1.5

30.0

9.0

8.5

24.1

1.7

15.3

1.0

1.5

30.0

10.0

9.5

26.9

1.7

15.3

1.8

1.0

1.5

30.0

11.0

10.5

29.7

1.7

15.3

IS6403, Table 1

2.0

11.0

12.0

1.0

1.8

1.0

1.5

30.0

12.0

11.5

32.5

1.7

15.3

12.0

13.0

1.0

1.8

1.0

1.5

30.0

13.0

12.5

35.4

1.7

15.3

13.0

14.0

1.0

1.8

1.0

1.5

30.0

14.0

13.5

38.2

1.7

15.3

14.0

15.0

1.0

1.8

1.0

1.5

30.0

15.0

14.5

41.0

1.7

15.3

15.0

16.0

1.0

1.8

1.0

1.5

30.0

16.0

15.5

43.9

1.7

15.3

16.0

17.0

1.0

1.8

1.0

1.5

30.0

17.0

16.5

46.7

1.7

15.3

17.0

18.0

1.0

1.8

1.0

1.5

30.0

18.0

17.5

49.5

1.7

15.3

18.0

19.0

1.0

1.8

1.0

1.5

30.0

19.0

18.5

52.3

1.7

15.3

19.0

20.0

1.0

1.8

1.0

1.5

30.0

20.0

19.5

55.2

1.7

15.3

20.0

21.0

1.0

1.8

1.0

1.5

31.0

21.0

20.5

60.4

1.7

15.3

21.0

22.0

1.0

1.8

1.0

1.5

31.0

22.0

21.5

63.3

1.7

15.3

22.0

23.0

1.0

1.8

1.0

1.5

31.0

23.0

22.5

66.3

1.7

15.3

Page 2

As per IS 6403

Pile Capacity Project : Client : Job : Pile Capacity Subject :

Pile Capacity Calculations

Pier No :

Drg. No:

Prepared :

Project Code :

Checked :

Job Code :

Chainage :

Date :

Rev :

23.0

24.0

1.0

1.8

1.0

1.5

31.0

24.0

23.5

69.2

1.7

15.3

24.0

25.0

1.0

1.8

1.0

1.5

31.0

25.0

24.5

72.1

1.7

15.3

25.0

26.0

1.0

1.8

1.0

1.5

31.0

26.0

25.5

75.1

1.7

15.3

26.0

27.0

1.0

1.8

1.0

1.5

31.0

27.0

26.5

Total 25.0

78.0

1.7

15.3

1045

42.4

381.7

Ultimate Base Resistance

Q1

=

756.4

Ultimate Bearing Capacity of the Pile

Qu

=

2225 t

Factor of safety for safe bearing capacity

=

2.5

Safe Bearing Capacity of the Pile

=

890.1 t > 314.6

Safe Bearing Capacity of the Pile for seismic load comb.

Uplift Capacity = 0.5 x Q2 or Q4 / Factor of Safety

Page 3

O.K

=

33.3 % more

=

1187 t

=

208.9 t

IRC 78, Cl 709.3.6