Project CC-17

Client L&T
Job PILE CAPACITY
Part of Structure Pier CP35 Prepared Sambit Project Code -
Doc No AECOM/CC17/PF35 Checked Ashish Date 30-12-13
Bridge No./Chainage 6995.42 Verified Sumant Rev 2
CALCULATION OF VERTICAL LOAD CARRYING CAPACITY OF PILE Appendix‐1
(As per IRC:78‐2000 Appendix‐5) As per provided Data
Sym Unit Value
Diameter of pile D m 0.5
Coefficient of earth pressure K 1.0
Factor of safety for base resistance 2.5 (as per cl. 709.3.2 of IRC:78‐2000)
Factor of safety for shaft resistance 2.5
Angle of wall friction δ 1 Ø
Overburden pressure at pile tip  15 D Water content w
limited to a depth of m 7.5 Spacific gravity of soil Gs
RL of ground level m 0.0 e w.Gs/Sr
RL of water table m 0.0 for 100 % saturation  Sr = 1
RL of cutoff level pile m 0.0 e w.Gs
RL of pile tip m 30.0
Length of pile L m 30.00

3
Depth of water table below GL m 0.0 Density of water w = 9.81 kN/m
Length of pile shaft below GL m 30.0
Cross sectional area of pile tip Ap m2 0.196

Ultimate base resistance = Ap ( 0.5 γ D Nγ + PD Nq + cp Nc) Submerged density = b ‐ w

Ultimate shaft resistance = ∑ Ki PDi tanδi Asi + ∑ αi ci Asi

Depth of Water table from G.L = 0m

1
 Project CC-17
Client L&T
Job PILE CAPACITY
Part of Structure Pier CP35 Prepared Sambit Project Code -
Doc No AECOM/CC17/PF35 Checked Ashish Date 30-12-13
Bridge No./Chainage 6995.42 Verified Sumant Rev 2

overburden at pile tip, 

Safe shaft Resistance, 
Safe Base Resistance, 

overburden at CG of 

Moisture content, w
Additional load, W*
Reduction factor, αi

Submerged density
Net Safe capacity =

Specific gravity, Gs
Thickness of layer

Ultimate shaft 
Ultimate Base 
Resistance, PPU

Resistance, PSU

(PPU,s+PSU,s) ‐W
Angle of wall

Void ratio, e
unit wt, γb

unit wt, γd
RL of top 

Effective 
friction, δ
repose, Ø

unit wt, γ
Cohesion

Effective

Effective
Angle of
layer

PPU, s

PSU, s
Bulk

dry

Asi
Nq
Nc
PD

Nγ

δi
c
Layer No.

degrees
m m deg. kN/m2 kN/m3 kN/m3 deg. kN/m3 kN/m2 kN kN m2 kN kN kN kN % kN/m3

0.00
1 1.5 1.50 4.5 39.2 19.3 14.5 4.5 9.81 14.7 9 0 0 69 28 7 2 5 0.3 29 12 0 39.4 2.90 0.96 33.20 9.81
2 3.0 1.50 4.5 39.2 19.4 14.5 4.5 9.81 29.4 9 0 0 69 28 22 2 5 0.3 61 24 0 52.2 2.95 0.99 33.70 9.81
3 6.0 3.00 28.1 0.0 18.4 15.0 28.1 9.81 58.9 0 16 18 193 77 44 5 28 0.3 172 69 0 146.2 2.33 0.52 22.50 9.81
4 9.0 3.00 25.2 0.0 18.5 15.1 25.2 9.81 73.6 0 10 11 150 60 66 5 25 0.3 319 128 0 187.4 2.35 0.53 22.50 9.81
5 12.0 3.00 28.5 0.0 18.5 15.2 28.5 9.81 73.6 0 16 18 240 96 74 5 29 0.3 507 203 0 298.7 2.35 0.52 22.00 9.81
6 15.0 3.00 28.8 0.0 18.7 15.4 28.8 9.81 73.6 0 16 18 240 96 74 5 29 0.3 698 279 0 375 2.37 0.51 21.50 9.81
7 18.0 3.00 29.0 0.0 17.5 14.4 29.0 9.81 73.6 0 18 20 270 108 74 5 29 0.3 890 356 0 464 2.14 0.45 21.30 9.81
8 21.0 3.00 4.3 117.7 18.8 14.4 4.3 9.81 73.6 9 0 0 208 83 74 5 4 0.3 1082 433 0 516 2.68 0.83 30.80 9.81
9 24.0 3.00 29.2 0.0 17.3 14.3 29.2 9.81 73.6 0 18 20 270 108 74 5 29 0.3 1276 510 0 618 2.09 0.43 20.70 9.81
10 27.0 3.00 4.0 90.2 18.8 14.3 4.0 9.81 73.6 9 0 0 160 64 74 5 4 0.3 1428 571 0 635 2.72 0.86 31.80 9.81
11 30.0 3.00 4.0 90.2 19.6 16.3 4.0 9.81 73.6 9 0 0 160 64 74 5 4 0.3 1580 632 0 696 2.52 0.52 20.50 9.81
30.00

Nq has been taken from Annex‐B, fig. 1 of IS : 2911 (Part‐1/Sec‐2)‐2010 Safe pile capacity  = 695.67 kN = 71 tonnes

Nγ has been taken from Table ‐1 of IS 6403 Pile Load = kN = 0 tonnes
PILE LENGTH 30.00 m