DESIGN OF PILECAP(PC1)
Design of Pile Cap:
Grade of Concrete = M30
Grade of steel = Fe500
Clear cover = 75 mm
Length of column = 1100 mm
Width of column = 850 mm
Length of Pile Cap = 4500 mm
Width of Pile Cap = 1500 mm
Depth of Pile Cap = 900 mm
Eff. Depth = 800.0 mm
COLUMN FACE TO PILE CG = 1.0 m
1. Axis of bending along the width of pilecap
A) TOP
From STADD Model
Axial Force Torsion
Beam L/C Node Mton Shear-Y Mton Shear-Z Mton kNm
Max Mz 2931 44 1902 5.088 16.237 0.426 -14.343
Axial Force Torsion
Beam L/C Node Mton Shear-Y Mton Shear-Z Mton kNm
Max shear 2986 40 1886 0 2.082 0 0
For max moment For max shear
Tu = -14.343 KN-m Tu =
Mu = 182.67 KN-m Vu =
Mu,eq = 169.17 KN-m Vu,eq =
Shear stress =
B) Bottom
From STADD Model
Axial Force Torsion
Beam L/C Node Mton Shear-Y Mton Shear-Z Mton kNm
Max Mz 2931 44 1902 5.088 16.237 0.426 -14.343
Axial Force Torsion
Beam L/C Node Mton Shear-Y Mton Shear-Z Mton kNm
Max shear 2915 44 1886 -6.144 101.995 -0.406 12.342
For max moment For max shear
Tu,mu = 14.343 KN-m Tu,mu =
Mu = 182.67 KN-m Vu =
Mu,eq = 196.17 KN-m Vu,eq =
Shear stress =
Bottom Top
Cantilever BM at Outer Face of Colu = 19.617 16.917 tm
Length of Pier cap = 4500 4500 mm
Width of Pier cap = 1500 1500 mm
Depth of Pier cap = 900 900 mm
Clear cover = 75.0 75.0 mm
Eff. Depth = 800.0 805.0 mm
dc = 87.5 85 mm
Mu,lim/(Bxd^2) = 4.01 4.01 N/mm^2
Ast lim = 13676.52 13761.99 mm^2
Mu/(Bxd^2) = 0.2 0.2 N/mm^2
Singly Reinforced Singly Reinforced
Area of steel req. (%) = 568.5 486.6 mm^2
Area of steel req. = 0.042% 0.036% %
Minimum area of reinforcement = 0.240% 0.120% %
Asc PRO = 3240 1620 mm^2
Asc PRO (%) = 0.240% 0.120% %
Ast provided
Bottom Top
Layer 1
Dia of bar provided = 25 20
No. of bars provided = 14 14
Spacing of bars = 101.92 mm 102.31 mm
Bottom Top
Layer 2
Dia of bar provided = 25 20
No. of bars provided = 0 0
Spacing of bars =
Area of reinforcement provide = 6872 mm^2 4398 mm^2
Area of steel provided in% = 0.573% 0.364%
Err:511 Err:511
Design for shear reinforcement
Nominal Shear Stress, = 0.8 N/SQMM
β = 29
Nominal Shear Strength of Concrete, Ʈc= 0.265 N/mm2
Shear Stress to be resisted by Stirrups, vs = 0.491 N/mm2
Dia of Stirrups Provided, ds = 8 mm
No. of Legs along the Width of Footing = 5 NOS.
Required Spacing for Stirrups = 123 mm
PROVIDED SPACING FOR 8 -TOR, 125 HOOKS
2] PUNCHING SHEAR CHECK ----
MAX LOAD ON COLUMN 1485.8 KN
EFFECTIVE DEPTH OF FOOTING 804.5 MM
PUNCHING AREA 5726431 SQMM
PUNCHING STRESS 0.26 N/SQMM
PERMISSIBLE STRESS 1.37
SINCE ACTUAL STRESS IS LESS THAN PERMISSIBLE STRESS HENCE; SAFE
Moment-Y Moment-Z ABS MZ
kNm kNm
1.595 182.67 182.67
Moment-Y Moment-Z
kNm kNm
0 5.615
0 KN-m
2.082 t
2.08 t
0.02 N/mm^2
Moment-Y Moment-Z ABS MZ
kNm kNm
1.595 182.67 182.67
Moment-Y Moment-Z
kNm kNm
0.896 -248.663
12.342 KN-m
101.995 t
103.31 t
0.86 N/mm^2
1
DESIGN OF PILECAP(PC2)
Design of Pile Cap:
Grade of Concrete = M30
Grade of steel = Fe500
Clear cover = 75 mm
Length of column = 1100 mm
Width of column = 850 mm
Length of Pile Cap = 7500 mm
Width of Pile Cap = 1500 mm
Depth of Pile Cap = 900 mm
Eff. Depth = 800.0 mm
COLUMN FACE TO PILE CG = 1.0 m
1. Axis of bending along the width of pilecap
A) TOP
From STADD Model
Axial Force Torsion
Beam L/C Node Mton Shear-Y Mton Shear-Z Mton kNm
Max Mz 2959 42 1868 19.381 -50.943 2.405 -88.018
Axial Force Torsion
Beam L/C Node Mton Shear-Y Mton Shear-Z Mton kNm
Max shear 2941 42 1924 17.613 87.955 -2.622 69.96
For max moment For max shear
Tu = -88.018 KN-m Tu =
Mu = 462.313 KN-m Vu =
Mu,eq = 379.47 KN-m Vu,eq =
Shear stress =
B) Bottom
From STADD Model
Axial Force Torsion
Beam L/C Node Mton Shear-Y Mton Shear-Z Mton kNm
Max Mz 2959 42 1868 19.381 -50.943 2.405 -88.018
Axial Force Torsion
Beam L/C Node Mton Shear-Y Mton Shear-Z Mton kNm
Max shear 2941 42 1924 17.613 87.955 -2.622 69.96
For max moment For max shear
Tu,mu = 88.018 KN-m Tu,mu =
Mu = 462.313 KN-m Vu =
Mu,eq = 545.15 KN-m Vu,eq =
Shear stress =
Bottom Top
Cantilever BM at Outer Face of Colu = 54.515 37.947 tm
Length of Pier cap = 7500 7500 mm
Width of Pier cap = 1500 1500 mm
Depth of Pier cap = 900 900 mm
Clear cover = 75.0 75.0 mm
Eff. Depth = 800.0 805.0 mm
dc = 87.5 85 mm
Mu,lim/(Bxd^2) = 4.01 4.01 N/mm^2
Ast lim = 13676.52 13761.99 mm^2
Mu/(Bxd^2) = 0.6 0.4 N/mm^2
Singly Reinforced Singly Reinforced
Area of steel req. (%) = 1603.0 1100.9 mm^2
Area of steel req. = 0.119% 0.082% %
Minimum area of reinforcement = 0.240% 0.120% %
Asc PRO = 3240 1620 mm^2
Asc PRO (%) = 0.240% 0.120% %
Ast provided
Bottom Top
Layer 1
Dia of bar provided = 25 20
No. of bars provided = 14 14
Spacing of bars = 101.92 mm 102.31 mm
Bottom Top
Layer 2
Dia of bar provided = 25 20
No. of bars provided = 0 0
Spacing of bars =
Area of reinforcement provide = 6872 mm^2 4398 mm^2
Area of steel provided in% = 0.573% 0.364%
Err:511 Err:511
Design for shear reinforcement
Nominal Shear Stress, = 0.7 N/SQMM
β = 29
Nominal Shear Strength of Concrete, Ʈc= 0.265 N/mm2
Shear Stress to be resisted by Stirrups, vs = 0.387 N/mm2
Dia of Stirrups Provided, ds = 8 mm
No. of Legs along the Width of Footing = 5 NOS.
Required Spacing for Stirrups = 151 mm
PROVIDED SPACING FOR 8 -TOR, 150 HOOKS
2] PUNCHING SHEAR CHECK ----
MAX LOAD ON COLUMN 1485.8 KN
EFFECTIVE DEPTH OF FOOTING 804.5 MM
PUNCHING AREA 5726431 SQMM
PUNCHING STRESS 0.26 N/SQMM
PERMISSIBLE STRESS 1.37
SINCE ACTUAL STRESS IS LESS THAN PERMISSIBLE STRESS HENCE; SAFE
Moment-Y Moment-Z ABS MZ
kNm kNm
80.044 462.313 462.313
Moment-Y Moment-Z
kNm kNm
47.084 -247.577
69.96 KN-m
87.955 t
95.42 t
0.80 N/mm^2
Moment-Y Moment-Z ABS MZ
kNm kNm
80.044 462.313 462.313
Moment-Y Moment-Z
kNm kNm
47.084 -247.577
69.96 KN-m
87.955 t
95.42 t
0.80 N/mm^2
Extra Reinforcement provided in %
1
provided in % 0.333% 0.244%
