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DESIGN OF PILE CAP FOR COL C1Load on column = 1579.16667 Kn
Moment on footing = 116.666667 Kn.m
Dia of Pile = 400 mm
No of piles = 4
Dia of underream, Du = 900 mm
C/C of piles along x axis = 1200 mm
C/c of piles = 1200 mm
Eccentricity of loading = 0 m
Moment due to eccentricity = 0 Kn m
Total moment on footing = 116.666667 Kn m
Distance of centre of pile from cap centre = 600 mm
Reaction on each pile = 443.402778 Kn
Uplift on pile = 297.569444 Kn
Length of pile used = 7 m
Load acrrying capacity for 8 m length for
double under reamed piles = 420 Kn
Increase for every 30 cm above 4 m = 19 Kn
Load acrrying capacity for 9 m pile = 610 Kn
Reduction if pile spacing less than 2Du = 10 %
Net load acrrying capacity = 549 Kn
Width of column = 610 mm
Depth of column,D = 380 mm
Moment about col face II to x axis = 261.607639 Kn.m
Moment about col face II to Y - axis = 363.590278
Projection of pile cap beyond end of pile = 100 mm
Width of pile cap, B = 1800 mm
Grade of concrete used, Fck = 25 N/sq mm
Grade of steel used, Fy = 415 N/sq mm
Qu = 0.133 Fck = 3.325 N/sq mm
Depth of footing=Sqrt(Mu/QB) = 301.869811 mm
Critical one way ultimate shear, Vu = 1330.20833 Kn
Shear strength of concrete,זc = 0.36 N/sq mm
Depth of footing required = 2052.79064 mm
Ultimate shear for two way punching shear = 2368.75 Kn
Permissible punching shear=.25srt(Fck) = 1.25 N/sq mm
Depth on punching shear = Dpu mm
Depth on punching shear = 524.037814 mm
Depth of cap provided = 750 mm
Cover provided = 75 mm
Effective depth = 675 mm
Mu/(b*d*d) = 0.66500279
%age of steel required = 0.19190404
Area of steel required = 2331.63407 sq mm
Min steel area required=.85/Fy*Bxd = 2488.55422 sq mm
Dia of bar provided = 20 mm
Area of bar = 314 sq mm
Spacing of bars = 222.204679 mm
Provide 20 mm dia bars @ 7" c/c.
Nominal shear stress,זuv = 1.09482167 N/sq mm
Dia of stirrup = 10 mm
No of legs = 8
Area of shear stirrups, Asv = 628 sq mm
Spacing of stps,Sv=.87*Fy*Asv/(זuv-זc)xB = 171.424358 mm
Provide 10 mm dia 8Legged stirrups @6" c/c.
DESIGN OF PILE CAP FOR COL C2Load on column = 1485.83333 Kn
Moment on footing = 83.3333333 Kn.m
Dia of Pile = 400 mm
No of piles = 6
Dia of underream, Du = 900 mm
C/C of piles along x axis = 1200 mm
C/c of piles = 1200 mm
Eccentricity of loading = 0.595 m
Moment due to eccentricity = 884.070833 Kn m
Total moment on footing = 967.404167 Kn m
Distance of centre of pile from cap centre = 1200 mm
Reaction on each pile = 449.181424 Kn
Uplift on pile = 46.0963542 Kn
Length of pile used = 7 m
Load acrrying capacity for 8 m length for
double under reamed piles = 420 Kn
Increase for every 30 cm above 4 m = 19 Kn
Load acrrying capacity for 9 m pile = 610 Kn
Reduction if pile spacing less than 2Du = 10 %
Net load acrrying capacity = 549 Kn
Width of column = 610 mm
Depth of column,D = 381 mm
Moment about col face II to x axis = 443.273611 Kn.m
Moment about col face II to Y - axis = 181.089527
Projection of pile cap beyond end of pile = 100 mm
Width of pile cap, B = 1800 mm
Grade of concrete used, Fck = 25 N/sq mm
Grade of steel used, Fy = 415 N/sq mm
Qu = 0.133 Fck = 3.325 N/sq mm
Depth of footing=Sqrt(Mu/QB) = 333.310881 mm
Critical one way ultimate shear, Vu = 1347.54427 Kn
Shear strength of concrete,זc = 0.36 N/sq mm
Depth of footing required = 2079.54363 mm
Ultimate shear for two way punching shear = 2228.75 Kn
Permissible punching shear=.25srt(Fck) = 1.25 N/sq mm
Depth on punching shear = Dpu mm
Depth on punching shear = 503.791185 mm
Depth of cap provided = 750 mm
Cover provided = 75 mm
Effective depth = 675 mm
Mu/(b*d*d) = 0.81074277
%age of steel required = 0.2362337
Area of steel required = 2870.23943 sq mm
Min steel area required=.85/Fy*Bxd = 2488.55422 sq mm
Dia of bar provided = 20 mm
Area of bar = 314 sq mm
Spacing of bars = 180.507589 mm
Provide 20 mm dia bars @ 6.25" c/c.
Nominal shear stress,זuv = 1.10908993 N/sq mm
Dia of stirrup = 10 mm
No of legs = 8
Area of shear stirrups, Asv = 628 sq mm
Spacing of stps,Sv=.87*Fy*Asv/(זuv-זc)xB = 168.159159 mm
Provide 10 mm dia 8Legged stirrups @ 6" c/c.
DESIGN OF PILE CAP FOR COL C3Load on column = 2275 Kn
Moment on footing = 200 Kn.m
Dia of Pile = 400 mm
No of piles = 6
Dia of underream, Du = 900 mm
C/C of piles along x axis = 1200 mm
C/c of piles = 1200 mm
Eccentricity of loading = 0 m
Moment due to eccentricity = 0 Kn m
Total moment on footing = 200 Kn m
Distance of centre of pile from cap centre = 1200 mm
Reaction on each pile = 420.833333 Kn
Uplift on pile = 337.5 Kn
Length of pile used = 7 m
Load acrrying capacity for 8 m length for
double under reamed piles = 420 Kn
Increase for every 30 cm above 4 m = 19 Kn
Load acrrying capacity for 9 m pile = 610 Kn
Reduction if pile spacing less than 2Du = 10 %
Net load acrrying capacity = 549 Kn
Width of column = 610 mm
Depth of column,D = 381 mm
Moment about col face II to x axis = 678.708333 Kn.m
Moment about col face II to Y - axis = 718.36875
Projection of pile cap beyond end of pile = 100 mm
Width of pile cap, B = 1800 mm
Grade of concrete used, Fck = 25 N/sq mm
Grade of steel used, Fy = 415 N/sq mm
Qu = 0.133 Fck = 3.325 N/sq mm
Depth of footing=Sqrt(Mu/QB) = 424.313909 mm
Critical one way ultimate shear, Vu = 1262.5 Kn
Shear strength of concrete,זc = 0.36 N/sq mm
Depth of footing required = 1948.30247 mm
Ultimate shear for two way punching shear = 3412.5 Kn
Permissible punching shear=.25srt(Fck) = 1.25 N/sq mm
Depth on punching shear = Dpu mm
Depth on punching shear = 657.314986 mm
Depth of cap provided = 750 mm
Cover provided = 75 mm
Effective depth = 675 mm
Mu/(b*d*d) = 1.31388889
%age of steel required = 0.39680073
Area of steel required = 4821.12883 sq mm
Min steel area required=.85/Fy*Bxd = 2488.55422 sq mm
Dia of bar provided = 25 mm
Area of bar = 490.625 sq mm
Spacing of bars = 167.913217 mm
Provide 25 mm dia bars @ 6" c/c.
Nominal shear stress,זuv = 1.03909465 N/sq mm
Dia of stirrup = 10 mm
No of legs = 8
Area of shear stirrups, Asv = 628 sq mm
Spacing of stps,Sv=.87*Fy*Asv/(זuv-זc)xB = 185.491571 mm
Provide 10 mm dia 8 Legged stirrups @ 6.5" c/c.
DESIGN OF PILE CAP FOR COL C4Load on column = 1683.33333 Kn
Moment on footing = 91.6666667 Kn.m
Dia of Pile = 400 mm
No of piles = 4
Dia of underream, Du = 900 mm
C/C of piles along x axis = 1200 mm
C/c of piles = 1200 mm
Eccentricity of loading = 0 m
Moment due to eccentricity = 0 Kn m
Total moment on footing = 91.6666667 Kn m
Distance of centre of pile from cap centre = 600 mm
Reaction on each pile = 459.027778 Kn
Uplift on pile = 344.444444 Kn
Length of pile used = 7 m
Load acrrying capacity for 8 m length for
double under reamed piles = 420 Kn
Increase for every 30 cm above 4 m = 19 Kn
Load acrrying capacity for 9 m pile = 610 Kn
Reduction if pile spacing less than 2Du = 10 %
Net load acrrying capacity = 549 Kn
Width of column = 610 mm
Depth of column,D = 380 mm
Moment about col face II to x axis = 270.826389 Kn.m
Moment about col face II to Y - axis = 376.402778
Projection of pile cap beyond end of pile = 100 mm
Width of pile cap, B = 1800 mm
Grade of concrete used, Fck = 25 N/sq mm
Grade of steel used, Fy = 415 N/sq mm
Qu = 0.133 Fck = 3.325 N/sq mm
Depth of footing=Sqrt(Mu/QB) = 307.142533 mm
Critical one way ultimate shear, Vu = 1377.08333 Kn
Shear strength of concrete,זc = 0.36 N/sq mm
Depth of footing required = 2125.1286 mm
Ultimate shear for two way punching shear = 2525 Kn
Permissible punching shear=.25srt(Fck) = 1.25 N/sq mm
Depth on punching shear = Dpu mm
Depth on punching shear = 545.594997 mm
Depth of cap provided = 750 mm
Cover provided = 75 mm
Effective depth = 675 mm
Mu/(b*d*d) = 0.68843672
%age of steel required = 0.19897169
Area of steel required = 2417.50599 sq mm
Min steel area required=.85/Fy*Bxd = 2488.55422 sq mm
Dia of bar provided = 20 mm
Area of bar = 314 sq mm
Spacing of bars = 214.311775 mm
Provide 20 mm dia bars @ 6.5" c/c.
Nominal shear stress,זuv = 1.13340192 N/sq mm
Dia of stirrup = 10 mm
No of legs = 8
Area of shear stirrups, Asv = 628 sq mm
Spacing of stps,Sv=.87*Fy*Asv/(זuv-זc)xB = 162.873055 mm
Provide 10 mm dia 8Legged stirrups @5.5" c/c.
DESIGN OF PILE CAP FOR COL C5 & C8Load on column = 1875 Kn
Moment on footing = 104.166667 Kn.m
Dia of Pile = 400 mm
No of piles = 6
Dia of underream, Du = 900 mm
C/C of piles along x axis = 1200 mm
C/c of piles = 1200 mm
Eccentricity of loading = 0.595 m
Moment due to eccentricity = 1115.625 Kn m
Total moment on footing = 1219.79167 Kn m
Distance of centre of pile from cap centre = 1200 mm
Reaction on each pile = 566.623264 Kn
Uplift on pile = 58.3767361 Kn
Length of pile used = 9 m
Load acrrying capacity for 8 m length for
double under reamed piles = 420 Kn
Increase for every 30 cm above 4 m = 19 Kn
Load acrrying capacity for 9 m pile = 736.666667 Kn
Reduction if pile spacing less than 2Du = 10 %
Net load acrrying capacity = 663 Kn
Width of column = 610 mm
Depth of column,D = 381 mm
Moment about col face II to x axis = 559.375 Kn.m
Moment about col face II to Y - axis = 229.333008
Projection of pile cap beyond end of pile = 100 mm
Width of pile cap, B = 1800 mm
Grade of concrete used, Fck = 25 N/sq mm
Grade of steel used, Fy = 415 N/sq mm
Qu = 0.133 Fck = 3.325 N/sq mm
Depth of footing=Sqrt(Mu/QB) = 374.425207 mm
Critical one way ultimate shear, Vu = 1699.86979 Kn
Shear strength of concrete,זc = 0.36 N/sq mm
Depth of footing required = 2623.25585 mm
Ultimate shear for two way punching shear = 2812.5 Kn
Permissible punching shear=.25srt(Fck) = 1.25 N/sq mm
Depth on punching shear = Dpu mm
Depth on punching shear = 583.315385 mm
Depth of cap provided = 750 mm
Cover provided = 75 mm
Effective depth = 675 mm
Mu/(b*d*d) = 1.02309099
%age of steel required = 0.3024999
Area of steel required = 3675.37381 sq mm
Min steel area required=.85/Fy*Bxd = 2488.55422 sq mm
Dia of bar provided = 20 mm
Area of bar = 314 sq mm
Spacing of bars = 140.965253 mm
Provide 20 mm dia bars @ 4.5" c/c.
Nominal shear stress,זuv = 1.39906979 N/sq mm
Dia of stirrup = 10 mm
No of legs = 8
Area of shear stirrups, Asv = 628 sq mm
Spacing of stps,Sv=.87*Fy*Asv/(זuv-זc)xB = 121.229907 mm
Provide 10 mm dia 8Legged stirrups @ 4" c/c.
DESIGN OF PILE CAP FOR COL C6Load on column = 2643.33333 Kn
Moment on footing = 108.333333 Kn.m
Dia of Pile = 400 mm
No of piles = 6
Dia of underream, Du = 900 mm
C/C of piles along x axis = 1200 mm
C/c of piles = 1200 mm
Eccentricity of loading = 0 m
Moment due to eccentricity = 0 Kn m
Total moment on footing = 108.333333 Kn m
Distance of centre of pile from cap centre = 1200 mm
Reaction on each pile = 463.125 Kn
Uplift on pile = 417.986111 Kn
Length of pile used = 7 m
Load acrrying capacity for 8 m length for
double under reamed piles = 420 Kn
Increase for every 30 cm above 4 m = 19 Kn
Load acrrying capacity for 9 m pile = 610 Kn
Reduction if pile spacing less than 2Du = 10 %
Net load acrrying capacity = 549 Kn
Width of column = 610 mm
Depth of column,D = 381 mm
Moment about col face II to x axis = 788.594444 Kn.m
Moment about col face II to Y - axis = 889.683438
Projection of pile cap beyond end of pile = 100 mm
Width of pile cap, B = 1800 mm
Grade of concrete used, Fck = 25 N/sq mm
Grade of steel used, Fy = 415 N/sq mm
Qu = 0.133 Fck = 3.325 N/sq mm
Depth of footing=Sqrt(Mu/QB) = 472.205787 mm
Critical one way ultimate shear, Vu = 1389.375 Kn
Shear strength of concrete,זc = 0.36 N/sq mm
Depth of footing required = 2144.09722 mm
Ultimate shear for two way punching shear = 3965 Kn
Permissible punching shear=.25srt(Fck) = 1.25 N/sq mm
Depth on punching shear = Dpu mm
Depth on punching shear = 720.153749 mm
Depth of cap provided = 750 mm
Cover provided = 75 mm
Effective depth = 675 mm
Mu/(b*d*d) = 1.62722165
%age of steel required = 0.5036505
Area of steel required = 6119.35359 sq mm
Min steel area required=.85/Fy*Bxd = 2488.55422 sq mm
Dia of bar provided = 25 mm
Area of bar = 490.625 sq mm
Spacing of bars = 132.290321 mm
Provide 25 mm dia bars @ 4" c/c.
Nominal shear stress,זuv = 1.14351852 N/sq mm
Dia of stirrup = 10 mm
No of legs = 8
Area of shear stirrups, Asv = 628 sq mm
Spacing of stps,Sv=.87*Fy*Asv/(זuv-זc)xB = 160.770078 mm
Provide 10 mm dia 8 Legged stirrups @ 5.5" c/c.
DESIGN OF PILE CAP FOR COL C7, C9Load on column = 1591.66667 Kn
Moment on footing = 108.333333 Kn.m
Dia of Pile = 400 mm
No of piles = 4
Dia of underream, Du = 900 mm
C/C of piles along x axis = 1200 mm
C/c of piles = 1200 mm
Eccentricity of loading = 0 m
Moment due to eccentricity = 0 Kn m
Total moment on footing = 108.333333 Kn m
Distance of centre of pile from cap centre = 600 mm
Reaction on each pile = 443.055556 Kn
Uplift on pile = 307.638889 Kn
Length of pile used = 7 m
Load acrrying capacity for 8 m length for
double under reamed piles = 420 Kn
Increase for every 30 cm above 4 m = 19 Kn
Load acrrying capacity for 9 m pile = 610 Kn
Reduction if pile spacing less than 2Du = 10 %
Net load acrrying capacity = 549 Kn
Width of column = 610 mm
Depth of column,D = 380 mm
Moment about col face II to x axis = 261.402778 Kn.m
Moment about col face II to Y - axis = 363.305556
Projection of pile cap beyond end of pile = 100 mm
Width of pile cap, B = 1800 mm
Grade of concrete used, Fck = 25 N/sq mm
Grade of steel used, Fy = 415 N/sq mm
Qu = 0.133 Fck = 3.325 N/sq mm
Depth of footing=Sqrt(Mu/QB) = 301.751593 mm
Critical one way ultimate shear, Vu = 1329.16667 Kn
Shear strength of concrete,זc = 0.36 N/sq mm
Depth of footing required = 2051.18313 mm
Ultimate shear for two way punching shear = 2387.5 Kn
Permissible punching shear=.25srt(Fck) = 1.25 N/sq mm
Depth on punching shear = Dpu mm
Depth on punching shear = 526.658915 mm
Depth of cap provided = 750 mm
Cover provided = 75 mm
Effective depth = 675 mm
Mu/(b*d*d) = 0.66448204
%age of steel required = 0.19174724
Area of steel required = 2329.72893 sq mm
Min steel area required=.85/Fy*Bxd = 2488.55422 sq mm
Dia of bar provided = 20 mm
Area of bar = 314 sq mm
Spacing of bars = 222.386387 mm
Provide 20 mm dia bars @ 6.5" c/c.
Nominal shear stress,זuv = 1.09396433 N/sq mm
Dia of stirrup = 10 mm
No of legs = 8
Area of shear stirrups, Asv = 628 sq mm
Spacing of stps,Sv=.87*Fy*Asv/(זuv-זc)xB = 171.624597 mm
Provide 10 mm dia 8Legged stirrups @5.5" c/c.
DESIGN OF PILE CAP FOR COL C10Load on column = 3000 Kn
Moment on footing = 10 Kn.m
Dia of Pile = 400 mm
No of piles = 6
Dia of underream, Du = 900 mm
C/C of piles along x axis = 1200 mm
C/c of piles = 1200 mm
Eccentricity of loading = 0 m
Moment due to eccentricity = 0 Kn m
Total moment on footing = 10 Kn m
Distance of centre of pile from cap centre = 1200 mm
Reaction on each pile = 502.083333 Kn
Uplift on pile = 497.916667 Kn
Length of pile used = 9 m
Load acrrying capacity for 8 m length for
double under reamed piles = 420 Kn
Increase for every 30 cm above 4 m = 19 Kn
Load acrrying capacity for 9 m pile = 736.666667 Kn
Reduction if pile spacing less than 2Du = 10 %
Net load acrrying capacity = 663 Kn
Width of column = 610 mm
Depth of column,D = 381 mm
Moment about col face II to x axis = 895 Kn.m
Moment about col face II to Y - axis = 1059.81563
Projection of pile cap beyond end of pile = 100 mm
Width of pile cap, B = 1800 mm
Grade of concrete used, Fck = 25 N/sq mm
Grade of steel used, Fy = 415 N/sq mm
Qu = 0.133 Fck = 3.325 N/sq mm
Depth of footing=Sqrt(Mu/QB) = 515.381365 mm
Critical one way ultimate shear, Vu = 2259.375 Kn
Shear strength of concrete,זc = 0.36 N/sq mm
Depth of footing required = 3486.68981 mm
Ultimate shear for two way punching shear = 4500 Kn
Permissible punching shear=.25srt(Fck) = 1.25 N/sq mm
Depth on punching shear = Dpu mm
Depth on punching shear = 777.120923 mm
Depth of cap provided = 915 mm
Cover provided = 75 mm
Effective depth = 840 mm
Mu/(b*d*d) = 1.25167189
%age of steel required = 0.37625528
Area of steel required = 5688.97982 sq mm
Min steel area required=.85/Fy*Bxd = 3096.86747 sq mm
Dia of bar provided = 25 mm
Area of bar = 490.625 sq mm
Spacing of bars = 142.298141 mm
Provide 25 mm dia bars @ 4.5" c/c.
Nominal shear stress,זuv = 1.49429563 N/sq mm
Dia of stirrup = 10 mm
No of legs = 8
Area of shear stirrups, Asv = 628 sq mm
Spacing of stps,Sv=.87*Fy*Asv/(זuv-זc)xB = 111.052471 mm
Provide 10 mm dia 8 Legged stirrups @ 4" c/c.
DESIGN OF PILE CAP FOR COL C11Load on column = 2500 Kn
Moment on footing = 208.333333 Kn.m
Dia of Pile = 400 mm
No of piles = 6
Dia of underream, Du = 900 mm
C/C of piles along x axis = 1200 mm
C/c of piles = 1200 mm
Eccentricity of loading = 0 m
Moment due to eccentricity = 0 Kn m
Total moment on footing = 208.333333 Kn m
Distance of centre of pile from cap centre = 1200 mm
Reaction on each pile = 460.069444 Kn
Uplift on pile = 373.263889 Kn
Length of pile used = 7 m
Load acrrying capacity for 8 m length for
double under reamed piles = 420 Kn
Increase for every 30 cm above 4 m = 19 Kn
Load acrrying capacity for 9 m pile = 610 Kn
Reduction if pile spacing less than 2Du = 10 %
Net load acrrying capacity = 549 Kn
Width of column = 610 mm
Depth of column,D = 381 mm
Moment about col face II to x axis = 745.833333 Kn.m
Moment about col face II to Y - axis = 794.492188
Projection of pile cap beyond end of pile = 100 mm
Width of pile cap, B = 1800 mm
Grade of concrete used, Fck = 25 N/sq mm
Grade of steel used, Fy = 415 N/sq mm
Qu = 0.133 Fck = 3.325 N/sq mm
Depth of footing=Sqrt(Mu/QB) = 446.229592 mm
Critical one way ultimate shear, Vu = 1380.20833 Kn
Shear strength of concrete,זc = 0.36 N/sq mm
Depth of footing required = 2129.95113 mm
Ultimate shear for two way punching shear = 3750 Kn
Permissible punching shear=.25srt(Fck) = 1.25 N/sq mm
Depth on punching shear = Dpu mm
Depth on punching shear = 696.230089 mm
Depth of cap provided = 750 mm
Cover provided = 75 mm
Effective depth = 675 mm
Mu/(b*d*d) = 1.45311786
%age of steel required = 0.44355873
Area of steel required = 5389.23862 sq mm
Min steel area required=.85/Fy*Bxd = 2488.55422 sq mm
Dia of bar provided = 25 mm
Area of bar = 490.625 sq mm
Spacing of bars = 150.212545 mm
Provide 25 mm dia bars @ 5" c/c.
Nominal shear stress,זuv = 1.13597394 N/sq mm
Dia of stirrup = 10 mm
No of legs = 8
Area of shear stirrups, Asv = 628 sq mm
Spacing of stps,Sv=.87*Fy*Asv/(זuv-זc)xB = 162.333201 mm
Provide 10 mm dia 8 Legged stirrups @ 5.5" c/c.
DESIGN OF PILE CAP FOR COL C12, C13Load on column = 1241.66667 Kn
Moment on footing = 75 Kn.m
Dia of Pile = 400 mm
No of piles = 4
Dia of underream, Du = 900 mm
C/C of piles along x axis = 1200 mm
C/c of piles = 1200 mm
Eccentricity of loading = 0 m
Moment due to eccentricity = 0 Kn m
Total moment on footing = 75 Kn m
Distance of centre of pile from cap centre = 600 mm
Reaction on each pile = 341.666667 Kn
Uplift on pile = 247.916667 Kn
Length of pile used = 7 m
Load acrrying capacity for 8 m length for
double under reamed piles = 420 Kn
Increase for every 30 cm above 4 m = 19 Kn
Load acrrying capacity for 9 m pile = 610 Kn
Reduction if pile spacing less than 2Du = 10 %
Net load acrrying capacity = 549 Kn
Width of column = 610 mm
Depth of column,D = 380 mm
Moment about col face II to x axis = 201.583333 Kn.m
Moment about col face II to Y - axis = 280.166667
Projection of pile cap beyond end of pile = 100 mm
Width of pile cap, B = 1800 mm
Grade of concrete used, Fck = 25 N/sq mm
Grade of steel used, Fy = 415 N/sq mm
Qu = 0.133 Fck = 3.325 N/sq mm
Depth of footing=Sqrt(Mu/QB) = 264.985301 mm
Critical one way ultimate shear, Vu = 1025 Kn
Shear strength of concrete,זc = 0.36 N/sq mm
Depth of footing required = 1581.79012 mm
Ultimate shear for two way punching shear = 1862.5 Kn
Permissible punching shear=.25srt(Fck) = 1.25 N/sq mm
Depth on punching shear = Dpu mm
Depth on punching shear = 449.218273 mm
Depth of cap provided = 750 mm
Cover provided = 75 mm
Effective depth = 675 mm
Mu/(b*d*d) = 0.51242189
%age of steel required = 0.14642774
Area of steel required = 1779.09708 sq mm
Min steel area required=.85/Fy*Bxd = 2488.55422 sq mm
Dia of bar provided = 20 mm
Area of bar = 314 sq mm
Spacing of bars = 208.193174 mm
Provide 20 mm dia bars @ 7" c/c.
Nominal shear stress,זuv = 0.8436214 N/sq mm
Dia of stirrup = 8 mm
No of legs = 8
Area of shear stirrups, Asv = 401.92 sq mm
Spacing of stps,Sv=.87*Fy*Asv/(זuv-זc)xB = 166.697449 mm
Provide 10 mm dia 8Legged stirrups @ 5.5" c/c.
DESIGN OF PILE CAP FOR COL C10Load on column = 3256.66667 Kn
Moment on footing = 325.833333 Kn.m
Dia of Pile = 450 mm
No of piles = 8
Dia of underream, Du = 1012.5 mm
C/C of piles along x axis = 1100 mm
C/c of piles = 1100 mm
Eccentricity of loading = 0.57 m
Moment due to eccentricity = 1856.3 Kn m
Total moment on footing = 2182.13333 Kn m
Distance of centre of pile from cap centre = 1200 mm
Reaction on each pile = 679.85 Kn
Uplift on pile = 104.009259 Kn
Length of pile used = 9 m
Load acrrying capacity for 8 m length for
double under reamed piles = 525 Kn
Increase for every 30 cm above 4 m = 23 Kn
Load acrrying capacity for 9 m pile = 908.333333 Kn
Reduction if pile spacing less than 2Du = 10 %
Net load acrrying capacity = 817.5 Kn
Width of column = 610 mm
Depth of column,D = 610 mm
Moment about col face II to x axis = 1372.42534 Kn.m
Moment about col face II to Y - axis = 465.961481
Projection of pile cap beyond end of pile = 100 mm
Width of pile cap, B = 1750 mm
Grade of concrete used, Fck = 25 N/sq mm
Grade of steel used, Fy = 500 N/sq mm
Qu = 0.133 Fck = 3.325 N/sq mm
Depth of footing=Sqrt(Mu/QB) = 594.805732 mm
Critical one way ultimate shear, Vu = 4079.1 Kn
Shear strength of concrete,זc = 0.36 N/sq mm
Depth of footing required = 6474.7619 mm
Ultimate shear for two way punching shear = 4885 Kn
Permissible punching shear=.25srt(Fck) = 1.25 N/sq mm
Depth on punching shear = Dpu mm
Depth on punching shear = 729.420127 mm
Depth of cap provided = 915 mm
Cover provided = 75 mm
Effective depth = 840 mm
Mu/(b*d*d) = 1.66718336
%age of steel required = 0.41824658
Area of steel required = 6148.22478 sq mm
Min steel area required=.85/Fy*Bxd = 2499 sq mm
Dia of bar provided = 25 mm
Area of bar = 490.625 sq mm
Spacing of bars = 127.679131 mm
Provide 25 mm dia bars @ 4" c/c.
Nominal shear stress,זuv = 2.77489796 N/sq mm
Dia of stirrup = 12 mm
No of legs = 10
Area of shear stirrups, Asv = 1130.4 sq mm
Spacing of stps,Sv=.87*Fy*Asv/(זuv-זc)xB = 116.354872 mm
Provide 12 mm dia 10 Legged stirrups @ 4 " c/c.
DESIGN OF PILE CAP FOR COL C12
Load on column = 6856.66667 Kn
Moment on footing = 783.333333 Kn.m
Dia of Pile = 450 mm
No of piles = 10
Dia of underream, Du = 1012.5 mm
C/c of piles = 1200 mm
C/c of piles = 1200 mm
Eccentricity of loading = 0 m
Moment due to eccentricity = 0 Kn m
Total moment on footing = 783.333333 Kn m
Distance of centre of pile from cap centre = 1200 mm
Reaction on each pile = 767.263889 Kn
Uplift on pile = 604.069444 Kn
Length of pile used = 9 m
Load acrrying capacity for 4 m length for
double under reamed piles = 525 Kn
Increase for every 30 cm above 4 m = 25 Kn
Load acrrying capacity for 8 m pile = 941.666667 Kn
Reduction if pile spacing less than 2Du = 10 %
Net load acrrying capacity = 847.5 Kn
Width of column = 610 mm
Depth of column,D = 610 mm
Moment about col face parallel to Y axis = 2746.80472 Kn.m
Moment about col face parallel to X axis = 5040.92375 Kn.m
Projection of pile cap beyond end of pile = 100 mm
Width of pile cap, B = 3050 mm
Grade of concrete used, Fck = 25 N/sq mm
Grade of steel used, Fy = 500 N/sq mm
Qu = 0.133 Fck = 3.325 N/sq mm
Depth of footing=Sqrt(Mu/QB) = 863.485301 mm
Critical one way ultimate shear, Vu = 5754.47917 Kn
Shear strength of concrete,זc = 0.36 N/sq mm
Depth of footing required = 5240.87356 mm
Ultimate shear for two way punching shear = 10285 Kn
Permissible punching shear=.25srt(Fck) = 1.25 N/sq mm
Depth on punching shear = Dpu mm
Depth on punching shear = 1161.29635 mm
Depth of cap provided = 1200 mm
Cover provided = 75 mm
Effective depth = 1125 mm
Mu/(b*d*d) = 1.9588289
%age of steel required = 0.49716741
Area of steel required = 17059.0566 sq mm
Min steel area required=.85/Fy*Bxd = 5833.125 sq mm
Dia of bar provided = 25 mm
Area of bar = 490.625 sq mm
Spacing of bars = 83.4051103 mm
Provide 25 mm dia bars @ 3" c/c.
Nominal shear stress,זuv = 1.67707954 N/sq mm
Dia of stirrup = 12 mm
No of legs = 10
Area of shear stirrups, Asv = 1130.4 sq mm
Spacing of stps,Sv=.87*Fy*Asv/(זuv-זc)xB = 122.407933 mm
Provide 12 mm dai 10 Legged stirrups @ 4" c/c.
DESIGN OF PILE CAP FOR COL C13Load on column = 2204 Kn
Moment on footing = 266.666667 Kn.m
Dia of Pile = 450 mm
No of piles = 6
Dia of underream, Du = 1012.5 mm
C/C of piles along x axis = 1200 mm
C/c of piles = 1200 mm
Eccentricity of loading = 0.62 m
Moment due to eccentricity = 1366.48 Kn m
Total moment on footing = 1633.14667 Kn m
Distance of centre of pile from cap centre = 1200 mm
Reaction on each pile = 707.572222 Kn
Uplift on pile = 27.0944444 Kn
Length of pile used = 9 m
Load acrrying capacity for 8 m length for
double under reamed piles = 525 Kn
Increase for every 30 cm above 4 m = 25 Kn
Load acrrying capacity for 9 m pile = 941.666667 Kn
Reduction if pile spacing less than 2Du = 10 %
Net load acrrying capacity = 847.5 Kn
Width of column = 610 mm
Depth of column,D = 610 mm
Moment about col face II to x axis = 657.526667 Kn.m
Moment about col face II to Y - axis = 99.1656667
Projection of pile cap beyond end of pile = 100 mm
Width of pile cap, B = 1850 mm
Grade of concrete used, Fck = 25 N/sq mm
Grade of steel used, Fy = 500 N/sq mm
Qu = 0.133 Fck = 3.325 N/sq mm
Depth of footing=Sqrt(Mu/QB) = 400.424485 mm
Critical one way ultimate shear, Vu = 2122.71667 Kn
Shear strength of concrete,זc = 0.36 N/sq mm
Depth of footing required = 3187.26226 mm
Ultimate shear for two way punching shear = 3306 Kn
Permissible punching shear=.25srt(Fck) = 1.25 N/sq mm
Depth on punching shear = Dpu mm
Depth on punching shear = 563.461283 mm
Depth of cap provided = 750 mm
Cover provided = 75 mm
Effective depth = 675 mm
Mu/(b*d*d) = 1.1701064
%age of steel required = 0.28526523
Area of steel required = 3562.24953 sq mm
Min steel area required=.85/Fy*Bxd = 2122.875 sq mm
Dia of bar provided = 20 mm
Area of bar = 314 sq mm
Spacing of bars = 149.849132 mm
Provide 20 mm dia bars @ 5" c/c.
Nominal shear stress,זuv = 1.69987321 N/sq mm
Dia of stirrup = 10 mm
No of legs = 10
Area of shear stirrups, Asv = 785 sq mm
Spacing of stps,Sv=.87*Fy*Asv/(זuv-זc)xB = 137.760111 mm
Provide 10 mm dia 10 Legged stirrups @ 4.5" c/c.
DESIGN OF PILE CAP FOR COL C14Load on column = 2750 Kn
Moment on footing = 300 Kn.m
Dia of Pile = 450 mm
No of piles = 8
Dia of underream, Du = 1012.5 mm
C/C of piles along x axis = 1200 mm
C/c of piles = 1100 mm
Eccentricity of loading = 0.57 m
Moment due to eccentricity = 1567.5 Kn m
Total moment on footing = 1867.5 Kn m
Distance of centre of pile from cap centre = 1200 mm
Reaction on each pile = 577.1875 Kn
Uplift on pile = 84.375 Kn
Length of pile used = 9 m
Load acrrying capacity for 8 m length for
double under reamed piles = 420 Kn
Increase for every 30 cm above 4 m = 19 Kn
Load acrrying capacity for 9 m pile = 736.666667 Kn
Reduction if pile spacing less than 2Du = 10 %
Net load acrrying capacity = 663 Kn
Width of column = 610 mm
Depth of column,D = 610 mm
Moment about col face II to x axis = 1159.30625 Kn.m
Moment about col face II to Y - axis = 411.75
Projection of pile cap beyond end of pile = 100 mm
Width of pile cap, B = 1850 mm
Grade of concrete used, Fck = 25 N/sq mm
Grade of steel used, Fy = 500 N/sq mm
Qu = 0.133 Fck = 3.325 N/sq mm
Depth of footing=Sqrt(Mu/QB) = 531.695554 mm
Critical one way ultimate shear, Vu = 3463.125 Kn
Shear strength of concrete,זc = 0.36 N/sq mm
Depth of footing required = 5199.88739 mm
Ultimate shear for two way punching shear = 4125 Kn
Permissible punching shear=.25srt(Fck) = 1.25 N/sq mm
Depth on punching shear = Dpu mm
Depth on punching shear = 653.136212 mm
Depth of cap provided = 915 mm
Cover provided = 75 mm
Effective depth = 840 mm
Mu/(b*d*d) = 1.33216842
%age of steel required = 0.32772655
Area of steel required = 5092.87064 sq mm
Min steel area required=.85/Fy*Bxd = 2641.8 sq mm
Dia of bar provided = 20 mm
Area of bar = 314 sq mm
Spacing of bars = 202.059202 mm
Provide 20 mm dia bars @ 6" c/c.
Nominal shear stress,זuv = 2.22852317 N/sq mm
Dia of stirrup = 12 mm
No of legs = 10
Area of shear stirrups, Asv = 1130.4 sq mm
Spacing of stps,Sv=.87*Fy*Asv/(זuv-זc)xB = 142.249645 mm
Provide 12 mm dia 10 Legged stirrups @ 5" c/c.
DESIGN OF PILE CAP FOR COL C16A
Load on column = 4166.66667 Kn
Moment on footing = 254.166667 Kn.m
Dia of Pile = 400 mm
No of piles = 8
Dia of underream, Du = 900 mm
C/c of piles = 1200 mm
C/c of piles = 1200 mm
Eccentricity of loading = 0 m
Moment due to eccentricity = 0 Kn m
Total moment on footing = 254.166667 Kn m
Distance of centre of pile from cap centre = 1200 mm
Reaction on each pile = 556.134259 Kn
Uplift on pile = 485.532407 Kn
Length of pile used = 9 m
Load acrrying capacity for 4 m length for
double under reamed piles = 420 Kn
Increase for every 30 cm above 4 m = 19 Kn
Load acrrying capacity for 8 m pile = 736.666667 Kn
Reduction if pile spacing less than 2Du = 10 %
Net load acrrying capacity = 663 Kn
Width of column = 610 mm
Depth of column,D = 610 mm
Moment about col face parallel to Y axis = 1493.22049 Kn.m
Moment about col face parallel to X axis = 1493.22049 Kn.m
Projection of pile cap beyond end of pile = 100 mm
Width of pile cap, B = 3000 mm
Grade of concrete used, Fck = 25 N/sq mm
Grade of steel used, Fy = 500 N/sq mm
Qu = 0.133 Fck = 3.325 N/sq mm
Depth of footing=Sqrt(Mu/QB) = 473.861197 mm
Critical one way ultimate shear, Vu = 2502.60417 Kn
Shear strength of concrete,זc = 0.36 N/sq mm
Depth of footing required = 2317.22608 mm
Ultimate shear for two way punching shear = 6250 Kn
Permissible punching shear=.25srt(Fck) = 1.25 N/sq mm
Depth on punching shear = Dpu mm
Depth on punching shear = 853.889555 mm
Depth of cap provided = 915 mm
Cover provided = 75 mm
Effective depth = 840 mm
Mu/(b*d*d) = 1.05812109
%age of steel required = 0.2548455
Area of steel required = 6422.10648 sq mm
Min steel area required=.85/Fy*Bxd = 4284 sq mm
Dia of bar provided = 20 mm
Area of bar = 314 sq mm
Spacing of bars = 139.346802 mm
Provide 20 mm dia bars @ 4.5" c/c.
Nominal shear stress,זuv = 0.99309689 N/sq mm
Dia of stirrup = 10 mm
No of legs = 8
Area of shear stirrups, Asv = 628 sq mm
Spacing of stps,Sv=.87*Fy*Asv/(זuv-זc)xB = 143.832644 mm
Provide 10 mm dai 8Legged stirrups @ 5" c/c.
DESIGN OF PILE CAP FOR COL C17
Load on column = 2316.66667 Kn
Moment on footing = 305.833333 Kn.m
Dia of Pile = 450 mm
No of piles = 6
Dia of underream, Du = 1012.5 mm
C/C of piles along x axis = 1200 mm
C/c of piles = 1200 mm
Eccentricity of loading = 0.62 m
Moment due to eccentricity = 1436.33333 Kn m
Total moment on footing = 1742.16667 Kn m
Distance of centre of pile from cap centre = 1200 mm
Reaction on each pile = 749.0625 Kn
Uplift on pile = 23.1597222 Kn
Length of pile used = 9 m
Load acrrying capacity for 8 m length for
double under reamed piles = 525 Kn
Increase for every 30 cm above 4 m = 24 Kn
Load acrrying capacity for 9 m pile = 925 Kn
Reduction if pile spacing less than 2Du = 10 %
Net load acrrying capacity = 832.5 Kn
Width of column = 610 mm
Depth of column,D = 610 mm
Moment about col face II to x axis = 691.138889 Kn.m
Moment about col face II to Y - axis = 84.7645833
Projection of pile cap beyond end of pile = 100 mm
Width of pile cap, B = 1850 mm
Grade of concrete used, Fck = 25 N/sq mm
Grade of steel used, Fy = 500 N/sq mm
Qu = 0.133 Fck = 3.325 N/sq mm
Depth of footing=Sqrt(Mu/QB) = 410.531613 mm
Critical one way ultimate shear, Vu = 2247.1875 Kn
Shear strength of concrete,זc = 0.36 N/sq mm
Depth of footing required = 3374.15541 mm
Ultimate shear for two way punching shear = 3475 Kn
Permissible punching shear=.25srt(Fck) = 1.25 N/sq mm
Depth on punching shear = Dpu mm
Depth on punching shear = 582.707722 mm
Depth of cap provided = 750 mm
Cover provided = 75 mm
Effective depth = 675 mm
Mu/(b*d*d) = 1.22992128
%age of steel required = 0.30084167
Area of steel required = 3756.7603 sq mm
Min steel area required=.85/Fy*Bxd = 2122.875 sq mm
Dia of bar provided = 20 mm
Area of bar = 314 sq mm
Spacing of bars = 142.090514 mm
Provide 20 mm dia bars @4.5" c/c.
Nominal shear stress,זuv = 1.79954955 N/sq mm
Dia of stirrup = 10 mm
No of legs = 10
Area of shear stirrups, Asv = 785 sq mm
Spacing of stps,Sv=.87*Fy*Asv/(זuv-זc)xB = 128.221416 mm
Provide 10 mm dia 10 Legged stirrups @ 4" c/c.
DESIGN OF PILE CAP FOR COL C18Load on column = 2441.66667 Kn
Moment on footing = 270.833333 Kn.m
Dia of Pile = 450 mm
No of piles = 6
Dia of underream, Du = 1012.5 mm
C/C of piles along x axis = 1200 mm
C/c of piles = 1200 mm
Eccentricity of loading = 0.62 m
Moment due to eccentricity = 1513.83333 Kn m
Total moment on footing = 1784.66667 Kn m
Distance of centre of pile from cap centre = 1200 mm
Reaction on each pile = 778.75 Kn
Uplift on pile = 35.1388889 Kn
Length of pile used = 9 m
Load acrrying capacity for 8 m length for
double under reamed piles = 525 Kn
Increase for every 30 cm above 4 m = 24 Kn
Load acrrying capacity for 9 m pile = 925 Kn
Reduction if pile spacing less than 2Du = 10 %
Net load acrrying capacity = 832.5 Kn
Width of column = 610 mm
Depth of column,D = 610 mm
Moment about col face II to x axis = 728.430556 Kn.m
Moment about col face II to Y - axis = 128.608333
Projection of pile cap beyond end of pile = 100 mm
Width of pile cap, B = 1850 mm
Grade of concrete used, Fck = 25 N/sq mm
Grade of steel used, Fy = 500 N/sq mm
Qu = 0.133 Fck = 3.325 N/sq mm
Depth of footing=Sqrt(Mu/QB) = 421.461606 mm
Critical one way ultimate shear, Vu = 2336.25 Kn
Shear strength of concrete,זc = 0.36 N/sq mm
Depth of footing required = 3507.88288 mm
Ultimate shear for two way punching shear = 3662.5 Kn
Permissible punching shear=.25srt(Fck) = 1.25 N/sq mm
Depth on punching shear = Dpu mm
Depth on punching shear = 603.584063 mm
Depth of cap provided = 750 mm
Cover provided = 75 mm
Effective depth = 675 mm
Mu/(b*d*d) = 1.29628394
%age of steel required = 0.31825335
Area of steel required = 3974.18866 sq mm
Min steel area required=.85/Fy*Bxd = 2122.875 sq mm
Dia of bar provided = 20 mm
Area of bar = 314 sq mm
Spacing of bars = 134.316724 mm
Provide 20 mm dia bars @ 4" c/c.
Nominal shear stress,זuv = 1.87087087 N/sq mm
Dia of stirrup = 10 mm
No of legs = 10
Area of shear stirrups, Asv = 785 sq mm
Spacing of stps,Sv=.87*Fy*Asv/(זuv-זc)xB = 122.168668 mm
Provide 10 mm dia10 Legged stirrups @ 4" c/c.
DESIGN OF PILE CAP FOR COL C22Load on column = 2991.66667 Kn
Moment on footing = 250 Kn.m
Dia of Pile = 400 mm
No of piles = 6
Dia of underream, Du = 900 mm
C/C of piles along x axis = 1200 mm
C/c of piles = 1200 mm
Eccentricity of loading = 0 m
Moment due to eccentricity = 0 Kn m
Total moment on footing = 250 Kn m
Distance of centre of pile from cap centre = 1200 mm
Reaction on each pile = 550.694444 Kn
Uplift on pile = 446.527778 Kn
Length of pile used = 9 m
Load acrrying capacity for 8 m length for
double under reamed piles = 420 Kn
Increase for every 30 cm above 4 m = 19 Kn
Load acrrying capacity for 9 m pile = 736.666667 Kn
Reduction if pile spacing less than 2Du = 10 %
Net load acrrying capacity = 663 Kn
Width of column = 610 mm
Depth of column,D = 610 mm
Moment about col face II to x axis = 892.513889 Kn.m
Moment about col face II to Y - axis = 1600.80208
Projection of pile cap beyond end of pile = 100 mm
Width of pile cap, B = 3000 mm
Grade of concrete used, Fck = 25 N/sq mm
Grade of steel used, Fy = 500 N/sq mm
Qu = 0.133 Fck = 3.325 N/sq mm
Depth of footing=Sqrt(Mu/QB) = 366.350399 mm
Critical one way ultimate shear, Vu = 2478.125 Kn
Shear strength of concrete,זc = 0.36 N/sq mm
Depth of footing required = 2294.56019 mm
Ultimate shear for two way punching shear = 4487.5 Kn
Permissible punching shear=.25srt(Fck) = 1.25 N/sq mm
Depth on punching shear = Dpu mm
Depth on punching shear = 690.251225 mm
Depth of cap provided = 750 mm
Cover provided = 75 mm
Effective depth = 675 mm
Mu/(b*d*d) = 1.75671011
%age of steel required = 0.44311085
Area of steel required = 8972.99468 sq mm
Min steel area required=.85/Fy*Bxd = 3442.5 sq mm
Dia of bar provided = 25 mm
Area of bar = 490.625 sq mm
Spacing of bars = 155.832172 mm
Provide 25 mm dia bars @ 5" c/c.
Nominal shear stress,זuv = 1.22376543 N/sq mm
Dia of stirrup = 10 mm
No of legs = 10
Area of shear stirrups, Asv = 785 sq mm
Spacing of stps,Sv=.87*Fy*Asv/(זuv-זc)xB = 131.777675 mm
Provide 10 mm dia 10 Legged stirrups @ 4" c/c.
DESIGN OF PILE CAP FOR COL C23Load on column = 1875 Kn
Moment on footing = 283.333333 Kn.m
Dia of Pile = 400 mm
No of piles = 6
Dia of underream, Du = 900 mm
C/C of piles along x axis = 1200 mm
C/c of piles = 1200 mm
Eccentricity of loading = 0.595 m
Moment due to eccentricity = 1115.625 Kn m
Total moment on footing = 1398.95833 Kn m
Distance of centre of pile from cap centre = 1200 mm
Reaction on each pile = 603.949653 Kn
Uplift on pile = 21.0503472 Kn
Length of pile used = 9 m
Load acrrying capacity for 8 m length for
double under reamed piles = 420 Kn
Increase for every 30 cm above 4 m = 19 Kn
Load acrrying capacity for 9 m pile = 736.666667 Kn
Reduction if pile spacing less than 2Du = 10 %
Net load acrrying capacity = 663 Kn
Width of column = 610 mm
Depth of column,D = 610 mm
Moment about col face II to x axis = 559.375 Kn.m
Moment about col face II to Y - axis = 75.4654948
Projection of pile cap beyond end of pile = 100 mm
Width of pile cap, B = 3000 mm
Grade of concrete used, Fck = 25 N/sq mm
Grade of steel used, Fy = 500 N/sq mm
Qu = 0.133 Fck = 3.325 N/sq mm
Depth of footing=Sqrt(Mu/QB) = 290.028518 mm
Critical one way ultimate shear, Vu = 1811.84896 Kn
Shear strength of concrete,זc = 0.36 N/sq mm
Depth of footing required = 1677.63792 mm
Ultimate shear for two way punching shear = 2812.5 Kn
Permissible punching shear=.25srt(Fck) = 1.25 N/sq mm
Depth on punching shear = Dpu mm
Depth on punching shear = 504.644984 mm
Depth of cap provided = 750 mm
Cover provided = 75 mm
Effective depth = 675 mm
Mu/(b*d*d) = 0.6138546
%age of steel required = 0.14534079
Area of steel required = 2943.15095 sq mm
Min steel area required=.85/Fy*Bxd = 3442.5 sq mm
Dia of bar provided = 16 mm
Area of bar = 200.96 sq mm
Spacing of bars = 166.372113 mm
Provide 16 mm dia bars @ 6" c/c.
Nominal shear stress,זuv = 0.89474023 N/sq mm
Dia of stirrup = 10 mm
No of legs = 8
Area of shear stirrups, Asv = 628 sq mm
Spacing of stps,Sv=.87*Fy*Asv/(זuv-זc)xB = 170.288292 mm
Provide 10 mm dia 8Legged stirrups @ 6" c/c.
DESIGN OF PILE CAP FOR COL C24Load on column = 2476.66667 Kn
Moment on footing = 270.833333 Kn.m
Dia of Pile = 450 mm
No of piles = 6
Dia of underream, Du = 1012.5 mm
C/C of piles along x axis = 1200 mm
C/c of piles = 1200 mm
Eccentricity of loading = 0.62 m
Moment due to eccentricity = 1535.53333 Kn m
Total moment on footing = 1806.36667 Kn m
Distance of centre of pile from cap centre = 1200 mm
Reaction on each pile = 789.104167 Kn
Uplift on pile = 36.4513889 Kn
Length of pile used = 9 m
Load acrrying capacity for 8 m length for
double under reamed piles = 525 Kn
Increase for every 30 cm above 4 m = 25 Kn
Load acrrying capacity for 9 m pile = 941.666667 Kn
Reduction if pile spacing less than 2Du = 10 %
Net load acrrying capacity = 847.5 Kn
Width of column = 610 mm
Depth of column,D = 610 mm
Moment about col face II to x axis = 738.872222 Kn.m
Moment about col face II to Y - axis = 133.412083
Projection of pile cap beyond end of pile = 100 mm
Width of pile cap, B = 1850 mm
Grade of concrete used, Fck = 25 N/sq mm
Grade of steel used, Fy = 500 N/sq mm
Qu = 0.133 Fck = 3.325 N/sq mm
Depth of footing=Sqrt(Mu/QB) = 424.471573 mm
Critical one way ultimate shear, Vu = 2367.3125 Kn
Shear strength of concrete,זc = 0.36 N/sq mm
Depth of footing required = 3554.52327 mm
Ultimate shear for two way punching shear = 3715 Kn
Permissible punching shear=.25srt(Fck) = 1.25 N/sq mm
Depth on punching shear = Dpu mm
Depth on punching shear = 609.344027 mm
Depth of cap provided = 750 mm
Cover provided = 75 mm
Effective depth = 675 mm
Mu/(b*d*d) = 1.31486548
%age of steel required = 0.32315357
Area of steel required = 4035.38025 sq mm
Min steel area required=.85/Fy*Bxd = 2122.875 sq mm
Dia of bar provided = 20 mm
Area of bar = 314 sq mm
Spacing of bars = 132.279975 mm
Provide 20 mm dia bars @ 4.5" c/c.
Nominal shear stress,זuv = 1.89574575 N/sq mm
Dia of stirrup = 10 mm
No of legs = 10
Area of shear stirrups, Asv = 785 sq mm
Spacing of stps,Sv=.87*Fy*Asv/(זuv-זc)xB = 120.18987 mm
Provide 10 mm dia 10 Legged stirrups @ 4" c/c.
DESIGN OF PILE CAP FOR COL C26Load on column = 2225 Kn
Moment on footing = 216.666667 Kn.m
Dia of Pile = 400 mm
No of piles = 6
Dia of underream, Du = 900 mm
C/C of piles along x axis = 1200 mm
C/c of piles = 1200 mm
Eccentricity of loading = 0 m
Moment due to eccentricity = 0 Kn m
Total moment on footing = 216.666667 Kn m
Distance of centre of pile from cap centre = 1200 mm
Reaction on each pile = 415.972222 Kn
Uplift on pile = 325.694444 Kn
Length of pile used = 7 m
Load acrrying capacity for 8 m length for
double under reamed piles = 420 Kn
Increase for every 30 cm above 4 m = 19 Kn
Load acrrying capacity for 9 m pile = 610 Kn
Reduction if pile spacing less than 2Du = 10 %
Net load acrrying capacity = 549 Kn
Width of column = 610 mm
Depth of column,D = 610 mm
Moment about col face II to x axis = 663.791667 Kn.m
Moment about col face II to Y - axis = 1167.61458
Projection of pile cap beyond end of pile = 100 mm
Width of pile cap, B = 3000 mm
Grade of concrete used, Fck = 25 N/sq mm
Grade of steel used, Fy = 500 N/sq mm
Qu = 0.133 Fck = 3.325 N/sq mm
Depth of footing=Sqrt(Mu/QB) = 315.940336 mm
Critical one way ultimate shear, Vu = 1871.875 Kn
Shear strength of concrete,זc = 0.36 N/sq mm
Depth of footing required = 1733.21759 mm
Ultimate shear for two way punching shear = 3337.5 Kn
Permissible punching shear=.25srt(Fck) = 1.25 N/sq mm
Depth on punching shear = Dpu mm
Depth on punching shear = 567.080845 mm
Depth of cap provided = 750 mm
Cover provided = 75 mm
Effective depth = 675 mm
Mu/(b*d*d) = 1.28133288
%age of steel required = 0.31431851
Area of steel required = 6364.94976 sq mm
Min steel area required=.85/Fy*Bxd = 3442.5 sq mm
Dia of bar provided = 25 mm
Area of bar = 490.625 sq mm
Spacing of bars = 219.68457 mm
Provide 25 mm dia bars @ 7" c/c.
Nominal shear stress,זuv = 0.92438272 N/sq mm
Dia of stirrup = 10 mm
No of legs = 8
Area of shear stirrups, Asv = 628 sq mm
Spacing of stps,Sv=.87*Fy*Asv/(זuv-זc)xB = 161.344416 mm
Provide 10 mm dia 8Legged stirrups @ 5" c/c.
DESIGN OF PILE CAP FOR COL C27Load on column = 2366.66667 Kn
Moment on footing = 195.833333 Kn.m
Dia of Pile = 400 mm
No of piles = 6
Dia of underream, Du = 900 mm
C/C of piles along x axis = 1200 mm
C/c of piles = 1200 mm
Eccentricity of loading = 0 m
Moment due to eccentricity = 0 Kn m
Total moment on footing = 195.833333 Kn m
Distance of centre of pile from cap centre = 1200 mm
Reaction on each pile = 435.243056 Kn
Uplift on pile = 353.645833 Kn
Length of pile used = 7 m
Load acrrying capacity for 8 m length for
double under reamed piles = 420 Kn
Increase for every 30 cm above 4 m = 19 Kn
Load acrrying capacity for 9 m pile = 610 Kn
Reduction if pile spacing less than 2Du = 10 %
Net load acrrying capacity = 549 Kn
Width of column = 610 mm
Depth of column,D = 610 mm
Moment about col face II to x axis = 706.055556 Kn.m
Moment about col face II to Y - axis = 1267.82031
Projection of pile cap beyond end of pile = 100 mm
Width of pile cap, B = 3000 mm
Grade of concrete used, Fck = 25 N/sq mm
Grade of steel used, Fy = 500 N/sq mm
Qu = 0.133 Fck = 3.325 N/sq mm
Depth of footing=Sqrt(Mu/QB) = 325.843164 mm
Critical one way ultimate shear, Vu = 1958.59375 Kn
Shear strength of concrete,זc = 0.36 N/sq mm
Depth of footing required = 1813.51273 mm
Ultimate shear for two way punching shear = 3550 Kn
Permissible punching shear=.25srt(Fck) = 1.25 N/sq mm
Depth on punching shear = Dpu mm
Depth on punching shear = 591.116622 mm
Depth of cap provided = 750 mm
Cover provided = 75 mm
Effective depth = 675 mm
Mu/(b*d*d) = 1.39129801
%age of steel required = 0.34342705
Area of steel required = 6954.39778 sq mm
Min steel area required=.85/Fy*Bxd = 3442.5 sq mm
Dia of bar provided = 25 mm
Area of bar = 490.625 sq mm
Spacing of bars = 201.064318 mm
Provide 25 mm dia bars @7" c/c.
Nominal shear stress,זuv = 0.96720679 N/sq mm
Dia of stirrup = 10 mm
No of legs = 8
Area of shear stirrups, Asv = 628 sq mm
Spacing of stps,Sv=.87*Fy*Asv/(זuv-זc)xB = 149.965385 mm
Provide 10 mm dia 8 Legged stirrups @5" c/c.
DESIGN OF PILE CAP FOR COL C27ALoad on column = 2050 Kn
Moment on footing = 200 Kn.m
Dia of Pile = 400 mm
No of piles = 6
Dia of underream, Du = 900 mm
C/C of piles along x axis = 1200 mm
C/c of piles = 1200 mm
Eccentricity of loading = 0 m
Moment due to eccentricity = 0 Kn m
Total moment on footing = 200 Kn m
Distance of centre of pile from cap centre = 1200 mm
Reaction on each pile = 383.333333 Kn
Uplift on pile = 300 Kn
Length of pile used = 7 m
Load acrrying capacity for 8 m length for
double under reamed piles = 420 Kn
Increase for every 30 cm above 4 m = 19 Kn
Load acrrying capacity for 9 m pile = 610 Kn
Reduction if pile spacing less than 2Du = 10 %
Net load acrrying capacity = 549 Kn
Width of column = 610 mm
Depth of column,D = 610 mm
Moment about col face II to x axis = 611.583333 Kn.m
Moment about col face II to Y - axis = 1075.5
Projection of pile cap beyond end of pile = 100 mm
Width of pile cap, B = 3000 mm
Grade of concrete used, Fck = 25 N/sq mm
Grade of steel used, Fy = 500 N/sq mm
Qu = 0.133 Fck = 3.325 N/sq mm
Depth of footing=Sqrt(Mu/QB) = 303.261304 mm
Critical one way ultimate shear, Vu = 1725 Kn
Shear strength of concrete,זc = 0.36 N/sq mm
Depth of footing required = 1597.22222 mm
Ultimate shear for two way punching shear = 3075 Kn
Permissible punching shear=.25srt(Fck) = 1.25 N/sq mm
Depth on punching shear = Dpu mm
Depth on punching shear = 536.442214 mm
Depth of cap provided = 750 mm
Cover provided = 75 mm
Effective depth = 675 mm
Mu/(b*d*d) = 1.18024691
%age of steel required = 0.2878982
Area of steel required = 5829.93865 sq mm
Min steel area required=.85/Fy*Bxd = 3442.5 sq mm
Dia of bar provided = 25 mm
Area of bar = 490.625 sq mm
Spacing of bars = 239.844934 mm
Provide 25 mm dia bars @7" c/c.
Nominal shear stress,זuv = 0.85185185 N/sq mm
Dia of stirrup = 10 mm
No of legs = 8
Area of shear stirrups, Asv = 628 sq mm
Spacing of stps,Sv=.87*Fy*Asv/(זuv-זc)xB = 185.137048 mm
Provide 10 mm dia 8 Legged stirrups @6" c/c.
DESIGN OF PILE CAP FOR COL C28Load on column = 2100 Kn
Moment on footing = 283.333333 Kn.m
Dia of Pile = 450 mm
No of piles = 6
Dia of underream, Du = 1012.5 mm
C/C of piles along x axis = 1200 mm
C/c of piles = 1200 mm
Eccentricity of loading = 0.62 m
Moment due to eccentricity = 1302 Kn m
Total moment on footing = 1585.33333 Kn m
Distance of centre of pile from cap centre = 1200 mm
Reaction on each pile = 680.277778 Kn
Uplift on pile = 19.7222222 Kn
Length of pile used = 9 m
Load acrrying capacity for 8 m length for
double under reamed piles = 525 Kn
Increase for every 30 cm above 4 m = 25 Kn
Load acrrying capacity for 9 m pile = 941.666667 Kn
Reduction if pile spacing less than 2Du = 10 %
Net load acrrying capacity = 847.5 Kn
Width of column = 610 mm
Depth of column,D = 610 mm
Moment about col face II to x axis = 626.5 Kn.m
Moment about col face II to Y - axis = 72.1833333
Projection of pile cap beyond end of pile = 100 mm
Width of pile cap, B = 1850 mm
Grade of concrete used, Fck = 25 N/sq mm
Grade of steel used, Fy = 500 N/sq mm
Qu = 0.133 Fck = 3.325 N/sq mm
Depth of footing=Sqrt(Mu/QB) = 390.862925 mm
Critical one way ultimate shear, Vu = 2040.83333 Kn
Shear strength of concrete,זc = 0.36 N/sq mm
Depth of footing required = 3064.31431 mm
Ultimate shear for two way punching shear = 3150 Kn
Permissible punching shear=.25srt(Fck) = 1.25 N/sq mm
Depth on punching shear = Dpu mm
Depth on punching shear = 545.308767 mm
Depth of cap provided = 750 mm
Cover provided = 75 mm
Effective depth = 675 mm
Mu/(b*d*d) = 1.11489267
%age of steel required = 0.27098359
Area of steel required = 3383.90754 sq mm
Min steel area required=.85/Fy*Bxd = 2122.875 sq mm
Dia of bar provided = 20 mm
Area of bar = 314 sq mm
Spacing of bars = 157.746627 mm
Provide 20 mm dia bars @ 5" c/c.
Nominal shear stress,זuv = 1.63430097 N/sq mm
Dia of stirrup = 10 mm
No of legs = 10
Area of shear stirrups, Asv = 785 sq mm
Spacing of stps,Sv=.87*Fy*Asv/(זuv-זc)xB = 144.84889 mm
Provide 10 mm dia10 Legged stirrups @ 4.5" c/c.
DESIGN OF PILE CAP FOR COL C29 & C34Load on column = 208.333333 Kn
Moment on footing = 91.6666667 Kn.m
Dia of Pile = 300 mm
No of piles = 4
Dia of underream, Du = 675 mm
C/C of piles along x axis = 1200 mm
C/c of piles = 1200 mm
Eccentricity of loading = 0.62 m
Moment due to eccentricity = 129.166667 Kn m
Total moment on footing = 220.833333 Kn m
Distance of centre of pile from cap centre = 600 mm
Reaction on each pile = 144.097222 Kn
Uplift on pile = -39.9305556 Kn
Length of pile used = 6 m
Load acrrying capacity for 8 m length for
double under reamed piles = 240 Kn
Increase for every 30 cm above 4 m = 14 Kn
Load acrrying capacity for 8 m pile = 356.666667 Kn
Reduction if pile spacing less than 2Du = 10 %
Net load acrrying capacity = 321 Kn
Width of column = 460 mm
Depth of column,D = 460 mm
Moment about col face II to x axis = 38.5416667 Kn.m
Moment about col face II to Y - axis = -97.4305556
Projection of pile cap beyond end of pile = 100 mm
Width of pile cap, B = 1700 mm
Grade of concrete used, Fck = 25 N/sq mm
Grade of steel used, Fy = 500 N/sq mm
Qu = 0.133 Fck = 3.325 N/sq mm
Depth of footing=Sqrt(Mu/QB) = 160.795146 mm
Critical one way ultimate shear, Vu = 432.291667 Kn
Shear strength of concrete,זc = 0.36 N/sq mm
Depth of footing required = 706.358932 mm
Ultimate shear for two way punching shear = 312.5 Kn
Permissible punching shear=.25srt(Fck) = 1.25 N/sq mm
Depth on punching shear = Dpu mm
Depth on punching shear = 109.705755 mm
Depth of cap provided = 750 mm
Cover provided = 75 mm
Effective depth = 675 mm
Mu/(b*d*d) = 0.18868178
%age of steel required = 0.04375808
Area of steel required = 502.123926 sq mm
Min steel area required=.85/Fy*Bxd = 1950.75 sq mm
Dia of bar provided = 16 mm
Area of bar = 200.96 sq mm
Spacing of bars = 159.676022 mm
Provide 16 mm dia bars @ 6" c/c.
Nominal shear stress,זuv = 0.37672476 N/sq mm
Dia of stirrup = 8 mm
No of legs = 8
Area of shear stirrups, Asv = 401.92 sq mm
Spacing of stps,Sv=.87*Fy*Asv/(זuv-זc)xB = 6149.21893 mm
Provide 8 mm dia 8Legged stirrups @ 8" c/c.
