Pile Cap Design .xls s3r55
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'file:///conversion/tmp/scratch/377299138.xls'#$2-Pile
Concrete,Steel 30 Pile Dia (hp) 600 Pedestal Dim (a,b) 600 Spacing factor of piles (α) Spacing between centers of piles (l) 1650 Thickness of pile cap (h) 1200 Width of pile cap 750 Length of pile cap 2500 Tensile forces to be resisted by reinforcement Load on column (N) 240 Effective depth of pile cap (d) 1125 Neglecting Column Size
Bar Dia Number Of Bars Required Number Of Bars Provided Ast Provided DESIGN FOR SHEAR Oneway Shear One-Way shear @ 0.5d distance from face of pedestal Shear Force Percentage of Steel,Pt Shear strenth of concrete,Tc Shear stress,Tv Vus Consider 6-legged bars of dia Shear spacing,Sv
mm 600 mm mm mm mm mm
750
ton mm
88 ton
Taking size of column into consideration Tensile steel required (Sq. In) Tensile steel required (Sq.cm) Reinforcement @ 0.15% of Pile cap area
500 N/mm2
ton 5.97 #VALUE! 1350.00
1200
25
#VALUE! 9 4418.016 #VALUE!
PILE DEPT H
PROJECT : FILE PATH:
562.5 mm 1800 kN 0.52 % 0.30 N/mm2 0.64 N/mm2 1546875 N 10 mm
142.8382 Spacing Provided 150 Provide 10 mm dia bars at a spacing of 150 mm c/c Two-Way Shear punching shear @d/2 dist around the pedestal face Shear force 1800 Punching shear section bo 2850 shear stress Tv 0.56 Allowable shear stress,Tc 1.37
mm mm
kN mm N/mm2 N/mm2
75.25
Safe, provide nominal shear rein
DEALT : DATE :
1650
2500 PLAN b 0.5d
#9-25 dia B/W b
PILE DEPT H 600 Ø
600 Ø SECTION
'file:///conversion/tmp/scratch/377299138.xls'#$3-Pile
Design for 3-Pile Group Concrete Fck,Steel Fy Pile Dia (hp) Column Dim (a,b) Spacing factor of piles (α) Spacing between centers of piles (l) Thickness of pile cap (h) Width of pile cap Length of Pile Cap
30 600 600 2.75 1650 1350 2650 2430
Tensile forces to be resisted by reinforcement Load on column (N) Effective depth of pile cap (d)
360 Ton 1275 mm
Neglecting Column Size (Nl/9d) Taking size of column into consideration Parallel to X-X Parallel to Y-Y Tensile steel required (Sq. In) Tensile steel required (Sq.cm) Reinforcement @ 0.15% of Pile cap area X-X plan Reinforcement @ 0.15% of Pile cap area Y-Y plane
500 N/mm2 mm 600 mm mm mm mm mm
2430
51.76 48.34 48.34 4.29 25.88 5068.13 mm2 4647.38 mm2
1350
Provide reinforcement in X-Direction 25 mm Bar Dia Number Of Bars Required 10.3 Number Of Bars Provided 12 Ast Provided 5890.688 SAFE Provide reinforcement in Y-Direction Bar Dia Number Of Bars Required Number Of Bars Provided
Oneway Shear Diagonal tension @ 0.5d distance from face of pedestal Shear Force,VU
25 mm
2.1 12 SAFE
637.5 mm 1800 kN
Percentage of Steel,Pt
0.17 %
Shear strenth of concrete,Tc
0.21 N/mm2
Shear stress,Tv
0.53 N/mm2
Pile Depth
PROJECT : FILE PATH:
DESIGN FOR SHEAR
Design Shear,Vus Bar dia Spacing of Stirrups,Sv
1090463 N 10
239.5574 mm say provide stirrups 6lgd-10Ø @ 200 mm c/c
78.5
Two-Way Shear pedestal face Shear force
Punching shear section bo Nominal shear stress Tv Allowable shear stress,Tc Safe, provide nominal sh
DEALT : DATE :
Y
1650 a X
X
b b
Y 2650y PLAN
1025
b c c o
#12-25Ø B/W
b c c o
Pile Depth 600 Ø SECTION
600 Ø
Two-Way Shear pedestal face Shear force Punching shear section bo Nominal shear stress Tv Allowable shear stress,Tc Safe, provide nominal shear rein
1800 kN 3150 mm 0.45 N/mm2 1.37 N/mm2
PROJECT : FILE PATH:
'file:///conversion/tmp/scratch/377299138.xls'#$4-Pile
Design for 4-Pile Group (Square group) Concrete Fck,Steel Fy Pile Dia (hp) Column Dim (a,b) Spacing factor of piles (α) Spacing between centers of piles (l) Thickness of pile cap (h) Width of pile cap Length of Pile Cap
30 600 750 2.75 1650 1350 2550 2550
Tensile forces to be resisted by reinforcement Load on column (N) Effective depth of pile cap (d)
480 Ton 1275 mm
Neglecting Column Size (Nl/8d) Tensile for to be resisted by reinforcement
77.65
Taking size of column into consideration Parallel to X-X Parallel to Y-Y
72.30 72.30
Tensile steel required (Sq. In) Tensile steel required (Sq.In) Reinforcement @ 0.15% of Pile cap area X-X plane Reinforcement @ 0.15% of Pile cap area Y-Y plane Provide reinforcement in X-Direction Bar Dia Number Of Bars Required Number Of Bars Provided Ast Provided
500 N/mm2 mm 750 mm mm mm mm mm
6.44 6.44 4876.88 mm2 4876.88 mm2
20 mm
15.5 17 5338 SAFE
Provide reinforcement in Y-Direction Bar Dia Number Of Bars Required Number Of Bars Provided
Two way Shear Diagonal tension @ 0.5d distance from face of pedestal
20 mm
15.5 17 SAFE
637.5 mm
Shear Force,VU
720 kN
Percentage of Steel,Pt
0.1 %
Shear strenth of concrete,Tc
0.33 N/mm2
Shear stress,Tv
0.19 N/mm2
Safe, provide nominal shear reinf Design Shear,Vus Bar dia Spacing of Stirrups,Sv say provide stirrups 6lgd-10Ø @ 200 mm c/c
-542250 N 10 -481.749 mm
78.5
DEALT : DATE : 1650
750
2550
2550 PLAN
1350
#17-20 dia B/W
PILE DEP TH 600 Ø
600 Ø SECTION
PROJECT : FILE PATH:
'file:///conversion/tmp/scratch/377299138.xls'#$5-Pile
Design for 5-Pile Group (Square group) Concrete Fck,Steel Fy Pile Dia (hp) Column Dim (a,b) Spacing factor of piles (α) Spacing between centers of piles (l) Thickness of pile cap (h) Width of pile cap Length of Pile Cap
30 600 600 2.75 2333 1350 3233 3233
Tensile forces to be resisted by reinforcement Load on column (N) Effective depth of pile cap (d)
360 Ton 1275 mm
Neglecting Column Size (Nl/10d) Tensile for to be resisted by reinforcement
65.89
Taking size of column into consideration Parallel to X-X Parallel to Y-Y
64.43 64.43
Tensile steel required (Sq. In) Tensile steel required (Sq.cm) Reinforcement @ 0.15% of Pile cap area X-X plane Reinforcement @ 0.15% of Pile cap area Y-Y plane Provide reinforcement in X-Direction Bar Dia Number Of Bars Required Number Of Bars Provided Ast Provided
Provide reinforcement in Y-Direction Bar Dia Number Of Bars Required Number Of Bars Provided
Oneway Shear Diagonal tension @ 0.5d distance from face of pedestal Shear Force,VU Percentage of Steel,Pt
500 N/mm2 mm 600 mm mm mm mm mm
5.47 5.47 6183.98 mm2 6183.98 mm2
20 mm
19.7 20 6280 SAFE
25 mm
20.0 25 SAFE
637.5 mm 1800 kN 0.00 %
Shear strenth of concrete,Tc
0.21 N/mm2
Shear stress,Tv
0.44 N/mm2
DESIGN FOR SHEAR
Design Shear,Vus Bar dia Spacing of Stirrups,Sv say provide stirrups 6lgd-10Ø @ 200 mm c/c
934243.1 N 10 279.615 mm
78.5
DEALT : DATE :
2333
3233
3233 PLAN
1350
#20-20 dia B/W PILE DEPTH 600 Ø
600 Ø SECTION
600 Ø
Concrete,Steel 30 Pile Dia (hp) 600 Pedestal Dim (a,b) 600 Spacing factor of piles (α) Spacing between centers of piles (l) 1650 Thickness of pile cap (h) 1200 Width of pile cap 750 Length of pile cap 2500 Tensile forces to be resisted by reinforcement Load on column (N) 240 Effective depth of pile cap (d) 1125 Neglecting Column Size
Bar Dia Number Of Bars Required Number Of Bars Provided Ast Provided DESIGN FOR SHEAR Oneway Shear One-Way shear @ 0.5d distance from face of pedestal Shear Force Percentage of Steel,Pt Shear strenth of concrete,Tc Shear stress,Tv Vus Consider 6-legged bars of dia Shear spacing,Sv
mm 600 mm mm mm mm mm
750
ton mm
88 ton
Taking size of column into consideration Tensile steel required (Sq. In) Tensile steel required (Sq.cm) Reinforcement @ 0.15% of Pile cap area
500 N/mm2
ton 5.97 #VALUE! 1350.00
1200
25
#VALUE! 9 4418.016 #VALUE!
PILE DEPT H
PROJECT : FILE PATH:
562.5 mm 1800 kN 0.52 % 0.30 N/mm2 0.64 N/mm2 1546875 N 10 mm
142.8382 Spacing Provided 150 Provide 10 mm dia bars at a spacing of 150 mm c/c Two-Way Shear punching shear @d/2 dist around the pedestal face Shear force 1800 Punching shear section bo 2850 shear stress Tv 0.56 Allowable shear stress,Tc 1.37
mm mm
kN mm N/mm2 N/mm2
75.25
Safe, provide nominal shear rein
DEALT : DATE :
1650
2500 PLAN b 0.5d
#9-25 dia B/W b
PILE DEPT H 600 Ø
600 Ø SECTION
'file:///conversion/tmp/scratch/377299138.xls'#$3-Pile
Design for 3-Pile Group Concrete Fck,Steel Fy Pile Dia (hp) Column Dim (a,b) Spacing factor of piles (α) Spacing between centers of piles (l) Thickness of pile cap (h) Width of pile cap Length of Pile Cap
30 600 600 2.75 1650 1350 2650 2430
Tensile forces to be resisted by reinforcement Load on column (N) Effective depth of pile cap (d)
360 Ton 1275 mm
Neglecting Column Size (Nl/9d) Taking size of column into consideration Parallel to X-X Parallel to Y-Y Tensile steel required (Sq. In) Tensile steel required (Sq.cm) Reinforcement @ 0.15% of Pile cap area X-X plan Reinforcement @ 0.15% of Pile cap area Y-Y plane
500 N/mm2 mm 600 mm mm mm mm mm
2430
51.76 48.34 48.34 4.29 25.88 5068.13 mm2 4647.38 mm2
1350
Provide reinforcement in X-Direction 25 mm Bar Dia Number Of Bars Required 10.3 Number Of Bars Provided 12 Ast Provided 5890.688 SAFE Provide reinforcement in Y-Direction Bar Dia Number Of Bars Required Number Of Bars Provided
Oneway Shear Diagonal tension @ 0.5d distance from face of pedestal Shear Force,VU
25 mm
2.1 12 SAFE
637.5 mm 1800 kN
Percentage of Steel,Pt
0.17 %
Shear strenth of concrete,Tc
0.21 N/mm2
Shear stress,Tv
0.53 N/mm2
Pile Depth
PROJECT : FILE PATH:
DESIGN FOR SHEAR
Design Shear,Vus Bar dia Spacing of Stirrups,Sv
1090463 N 10
239.5574 mm say provide stirrups 6lgd-10Ø @ 200 mm c/c
78.5
Two-Way Shear pedestal face Shear force
Punching shear section bo Nominal shear stress Tv Allowable shear stress,Tc Safe, provide nominal sh
DEALT : DATE :
Y
1650 a X
X
b b
Y 2650y PLAN
1025
b c c o
#12-25Ø B/W
b c c o
Pile Depth 600 Ø SECTION
600 Ø
Two-Way Shear pedestal face Shear force Punching shear section bo Nominal shear stress Tv Allowable shear stress,Tc Safe, provide nominal shear rein
1800 kN 3150 mm 0.45 N/mm2 1.37 N/mm2
PROJECT : FILE PATH:
'file:///conversion/tmp/scratch/377299138.xls'#$4-Pile
Design for 4-Pile Group (Square group) Concrete Fck,Steel Fy Pile Dia (hp) Column Dim (a,b) Spacing factor of piles (α) Spacing between centers of piles (l) Thickness of pile cap (h) Width of pile cap Length of Pile Cap
30 600 750 2.75 1650 1350 2550 2550
Tensile forces to be resisted by reinforcement Load on column (N) Effective depth of pile cap (d)
480 Ton 1275 mm
Neglecting Column Size (Nl/8d) Tensile for to be resisted by reinforcement
77.65
Taking size of column into consideration Parallel to X-X Parallel to Y-Y
72.30 72.30
Tensile steel required (Sq. In) Tensile steel required (Sq.In) Reinforcement @ 0.15% of Pile cap area X-X plane Reinforcement @ 0.15% of Pile cap area Y-Y plane Provide reinforcement in X-Direction Bar Dia Number Of Bars Required Number Of Bars Provided Ast Provided
500 N/mm2 mm 750 mm mm mm mm mm
6.44 6.44 4876.88 mm2 4876.88 mm2
20 mm
15.5 17 5338 SAFE
Provide reinforcement in Y-Direction Bar Dia Number Of Bars Required Number Of Bars Provided
Two way Shear Diagonal tension @ 0.5d distance from face of pedestal
20 mm
15.5 17 SAFE
637.5 mm
Shear Force,VU
720 kN
Percentage of Steel,Pt
0.1 %
Shear strenth of concrete,Tc
0.33 N/mm2
Shear stress,Tv
0.19 N/mm2
Safe, provide nominal shear reinf Design Shear,Vus Bar dia Spacing of Stirrups,Sv say provide stirrups 6lgd-10Ø @ 200 mm c/c
-542250 N 10 -481.749 mm
78.5
DEALT : DATE : 1650
750
2550
2550 PLAN
1350
#17-20 dia B/W
PILE DEP TH 600 Ø
600 Ø SECTION
PROJECT : FILE PATH:
'file:///conversion/tmp/scratch/377299138.xls'#$5-Pile
Design for 5-Pile Group (Square group) Concrete Fck,Steel Fy Pile Dia (hp) Column Dim (a,b) Spacing factor of piles (α) Spacing between centers of piles (l) Thickness of pile cap (h) Width of pile cap Length of Pile Cap
30 600 600 2.75 2333 1350 3233 3233
Tensile forces to be resisted by reinforcement Load on column (N) Effective depth of pile cap (d)
360 Ton 1275 mm
Neglecting Column Size (Nl/10d) Tensile for to be resisted by reinforcement
65.89
Taking size of column into consideration Parallel to X-X Parallel to Y-Y
64.43 64.43
Tensile steel required (Sq. In) Tensile steel required (Sq.cm) Reinforcement @ 0.15% of Pile cap area X-X plane Reinforcement @ 0.15% of Pile cap area Y-Y plane Provide reinforcement in X-Direction Bar Dia Number Of Bars Required Number Of Bars Provided Ast Provided
Provide reinforcement in Y-Direction Bar Dia Number Of Bars Required Number Of Bars Provided
Oneway Shear Diagonal tension @ 0.5d distance from face of pedestal Shear Force,VU Percentage of Steel,Pt
500 N/mm2 mm 600 mm mm mm mm mm
5.47 5.47 6183.98 mm2 6183.98 mm2
20 mm
19.7 20 6280 SAFE
25 mm
20.0 25 SAFE
637.5 mm 1800 kN 0.00 %
Shear strenth of concrete,Tc
0.21 N/mm2
Shear stress,Tv
0.44 N/mm2
DESIGN FOR SHEAR
Design Shear,Vus Bar dia Spacing of Stirrups,Sv say provide stirrups 6lgd-10Ø @ 200 mm c/c
934243.1 N 10 279.615 mm
78.5
DEALT : DATE :
2333
3233
3233 PLAN
1350
#20-20 dia B/W PILE DEPTH 600 Ø
600 Ø SECTION
600 Ø
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