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Project : Doubling of Madar-Palanpur Section

Client : RVNL
Job : Design of substructure for BR.No 831

Subject : Contents Prepared : T.Bharathi Project Code 1057
Drg.No: RVNL/NWR/ABR-KRJD/BR/831/GAD Checked : V.V.Ramayya Job Code : -
Sheet Chainage : 627/753.092 Date : 24/05/12 Rev : 1

Ref Calculations Output

Pile Capacity Calculations
Type of Pile Bored Cast-in-sit u Pile
Diameter of Pile D = 1.2 m
Natural Ground level = 0.0 m
Cut-off level of pile = -2.20 m
Founding level of Pile = 22.80 m
Water Table level = 0.0 m
Length of Pile from Cutoff level to Founding level = 25.00 m

Maximum Pile reactions (No seismic codition)
From Normal Load Condition Jt. 607 LC 100 SLS = 152.79 t
STAAD Seismic Load condition Jt. 607 LC 103 SLS = 153.19 t
Wind Load condition Jt. 107 LC 101 SLS = 124.94 t
Seismic Load condition ( Applied Load reduced by 33%) = 115.18 t
Wind Load condition ( Applied Load reduced by 33%) = 93.94 t
Max Pile Load reaction = 152.79 t
Dead Load of the Pile Taking 60 % of Pile Wt. = 16.97 t
Total Axial Load = 169.8 t

Ultimate Bearing Capacity of the Pile

IS: 2911, Ultimate Bearing Capacity of the Pile Qu = Qu1 + Qu2
Part 1/Sec2
For Granular Soil
Qu1 = Q1 + Q2 n
Q1 = Ap(0.5 D γ Nγ +PD Nq) Q2 = Σ K Pdi Tanδ Asi
i=1
For Clayey soil
Qu2 = Q3 + Q4 n
Q3 = Ap Nc Cp Q4 = Σ α C Asi
i=1
Where
Ap = Cross Sectional Area of Pile = 1.13 m2
As = Surface Area of Pile = 3.77 m2/m
γ = Unit weight of the Soil (dry or submerged, based on water table)
K = Coefficient of Earth Pressure = 1 to 2 = 1.30
δ = Angle of Wall Friction b/w Pile and soil
Nc,Nq,Nγ = Bearing Capacity Factor
α = Reduction Factor for Cohesive Soil = 0.30
D = Diameter of the Pile = 1.20 m
Pdi = Effective overburden pressure in t/m2 for "i"th layer
PD = Effective overburden pressure in t/m2
Cp = Average cohesion at pile tip
C = Average cohesion throughout the length of the pile

5 43.00 1.00 22 22.00 1.00 0 40 10.00 4.00 1.00 1.00 0 0 0 0 0 0 2 1.00 1.00 2.00 7 7.00 0 0.00 given in GT report are 19 19.00 11 11.00 1.5 15.00 1.K .00 0.00 0 40 15.00 842.00 0 30 6.8 1.2 Nγ = ### These values are taken from GT report for Bore hole 1 of 867 bridge IS6403. No.8 1.00 1.00 1.00 1.00 0 30 5.00 13.00 0 0 0. End Bearing Capacity of pile = 1163.00 1.69 0.00 1.00 5.8 1.2 1.00 6 6.00 0 40 15.00 8.No 831 Subject : Contents Prepared : T.00 3 3.00 1.00 4 4.69 0.V.00 1.5 18.00 0 30 1.22 0.00 1.00 15 61.00 1.8 1.8 1. Fig 15 15.00 6.00 1.00 20 20.00 1.00 0 30 8.00 0 40 13.00 Ultimate Bearing Capacity of the Pile Qu = 2005.00 0 40 15.00 1.00 1.00 1.24 0.00 1.00 1.00 0 40 15.8 1.00 Total 25.00 12.07 0.56 0.8 1.00 0 40 14.50 0.00 0 30 3.9 t Factor of safety for safe bearing capacity = 3.1 Nq = 64.00 1.00 1. Pdi Q2 Q4 based on φ value at pile m m t/m3 t/m3 t/m2 deg t/m2 t/m2 t t tip(end) 1 0.07 0.8 1.5 4.00 0 40 12. From GT Report φ 16 16.00 0 30 7.00 3.8 1.5 1.00 9.00 15 61.00 1.00 1.41 0.6 t > 169.00 0 40 15.8 1.00 23 23.8 1.Ramayya Job Code : - Sheet Chainage : 627/753.69 0.8 1.00 10 10.20 1.90 0.758 O.Bharathi Project Code 1057 Drg.00 1.8 1.00 0 40 15.00 11.00 1.4 t Table 1.00 0 30 9. From GT Report S.0 Safe Bearing Capacity of the Pile = 668.00 12 12.00 13 13.8 1.00 15 61.00 5.00 1.00 1.5 59. Project : Doubling of Madar-Palanpur Section Client : RVNL Job : Design of substructure for BR. depth inter.00 8 8.00 1.20 0.00 0 30 2.00 10.5 12.5 24.092 Date : 24/05/12 Rev : 1 Ref Calculations Output IS2911.00 0.5 47.00 values 18 18.00 1.8 1.00 1.00 14.00 1.69 0.8 1.00 15 61.00 0.8 1.00 21 21.5 39.63 0.8 1.00 1.00 4.00 1.00 5 5.5 51.41 0.00 1. γ γ sub C φ Pdi Av.00 14 14.00 1.39 0.00 0 40 11.00 25 25.69 0.00 2.No: RVNL/NWR/ABR-KRJD/BR/831/GAD Checked : V.00 0 40 15.00 1.00 15 61.8 1.5 7.05 0.8 1.00 1.00 IS6403.00 15 61.8 1.00 0 0 0.52 0.80 1.00 24 24.8 1.00 1.00 0 40 15.8 1.00 9 9.00 1.00 3.00 1.69 0.8 1.73 0.00 values based on N 17 17.5 9.00 15 61.00 7.18 0. for a φ = 0 the values of Nq and Nγ are Fig.8 1. Q1 = Ap(0.5 D γ Nγ +PD Nq) .69 0.5 55.00 0 30 4.29 0.00 0 0.5 21.