3 Piles

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AVANT GARDE

RAM NAGAR CHINNI MILLS LTD - UNIT III - TG BUILDING

INPUT DATA FOR FOUNDATION

TYPE OF PILE - UNDEREEMD

NGL to FFL = 0.30 m DAIMETER OF PILE - 500 mm

Projection of pedestal above FGL = 0.30 m

Founding lvl (Top - pdstl - Pile cap) D = 2.55 m - 48.00 t

Dpth - Pdstl. Upto pile cap(belw GL) Ds = 2.25 m - 4.50 t

Density of soil gs = 18 kN/m3

- 30.00 t

Bearing capacity factor = 1.25

Net Safe bearing cap. SBC = 85 kN/m2

Clear cover d' = 50 mm Seismic zone - 4 IV

Wind Pressure - 47 m/s

COLUMN SIZE = 600 mm X 750 mm Soil - Foundation Coeff. - 1

Importance Factor - 1.5

DEPTH OF PILE CAP = 1.00 m

#REF! FOOTING fy fx fz FOOTING CASE Fy

913 52 0 101 1369.5

963 52 0 102 1444.5

1403 202 0 103 2104.5

523 -98 0 104 784.5

363 22 -120 105 544.5

363 22 -120 106 544.5

963 52 0 107 1444.5

963 52 0 108 1444.5

963 52 0 109 1444.5

963 52 0 110 1444.5

maximum forces of wl/sl com 1403 202 0

363 -98 -120

913 52 0

No of piles = 1.902 DL + LL - COMB

No of piles = 2.338 DL + LL + WL/SL - COMB

Uplift

CLIENT

PROJECT

All loads are in kN-m

Compression

Horiz. Thrust

FOR PEDESAL DESIG

load comb

1 N6'

DL+DUST LOAD

N6'

DL+DUST LOAD+LL

DL+DUST LOAD+LL+WL +X

DL+DUST LOAD+LL+WL-X

DL+DUST LOAD+LL+WL+Z

DL+DUST LOAD+LL+SL-Z

minimum forces of wl/sl comb

dl+dust load+ll comb

DL+DUST LOAD+LL+WL-Z

DL+DUST LOAD+LL+SL+X

DL+DUST LOAD+LL+SL-X

DL+DUST LOAD+LL+SL+Z

CAPACITY OF PILE

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Analysis of 3 Pile groupx s:

Load Data : N6'X

Load Case DL+DUST LOAD

COLUMN SIZE = 600 mm X 750 mm Z

Sum Column Load 1443

3163 Total LengthFy 913 913 720Fz 0 0 P1 P2Mx 0 0 500

Fx 52 52 500 2500 500

Mz 0 0

3500

Unit Weight of soil gs 18.00 mver ur en ressure wover . m

Length of Pile Cap l 3.16 mWidth of Pile Cap b 3.50 mDepth of Pile Cap Dpc 1.00 mNo of Piles n 3 Nos.

rea o pe esta peach . m

Total area of pedestal Ap 0.45 m

Capacity of pileVertical Ppv 480 kNLateral Ppp 45 kNPullout Pph 300 kNIncrement Factor for Wind loads Fincw 1.00 Increment for current load caseIncrement Factor for Seismic forc Fincs 1.00 finc = 1.00

Calculations :

Vertical Loads

Area of Pile Cap Apc l * b 11.0705 m

Apcnett = (Apc-Ap) 10.62 m

Self Weight of Pile Ca Wswpc Apc * Dpc * 25 276.763 kN

Self weight of pedestal Wp = Ap*(dforc-Dpc) -11.25 kNTotal SW 265.51 kNVertical Load Pv SFy + SW 1178.51 kN

Pile Forces

Sl No Pile x z Pv / n Fp

Desig (m) (m) (kN) (kN)

1 P1 0.0000 2.1087 392.8 392.838

2 P2 -1.2500 -1.0543 392.8 392.838

3 P3 1.2500 -1.0543 392.8 392.838

SFp 1178.5

Sx2 3.125 Max 392.84 kN

Sz2 6.66971 Min 392.84 kN

Check for Compressive Force

Max force in Pile 392.84 kN Safe

Permissible Compressive Force Finc * Ppv 480 kN

Mz

Mx

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Design of 3 Pile Cap N6'

500

P3

1443

720

P1 P2

500

500 2500 500

Pedestal Size

Width B = 600 mm Strength of Concrete fck = 25 N/mm

Breadt D = 750 mm Strength of Steel fy = 415 N/mm

Assuming the Dia of Main Bar 20 mm

Clear Cover to the Tie Reinf. 50 mm

Effective Cover 50+20/2 60 mm

Eff. Depth of Pile Cap deff 940.00 mm

Loads on pile cap :

Overburden pressure

Self Weigth of pile cap = 25 kN/m unit wt. of Soil 18.00 kN/m

Thickness of PC 1.00 m

Total pressure = 25.00 kN/m pile diameter 500 mm

Max. pile reaction = 392.8375

Distance of Pile from the face of pedes = 1068 mm

Distance from the face of Ped. to edge = 1568 mm

B.M at the face of pedestal = (392.84 ) x 1.068 - 25 x 1.568 x 1.568/2

= 371.36 kN.m

Max. pile reaction = 392.84 + 392.84

= 785.68

Distance of Pile from the face of pedes = 345 mm

Distance from the face of Ped. to edge = 845 mm

B.M at the face of pedestal = (785.68 ) x(0.35) - (25.00) x (0.845) x 0.845/2

= 263.52 kN.m

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Shear force at d/2 from face of pedestal

Critical shear section = 470 mm from face of colum (As per cl34.2.4.1 IS456:2000)

Factor = 1.696

Shear force at critical section = (392.84)x 1.696 -25x1.568 x 1.098

= 623.2108 kN

OTHER DIRECTION

Max. pile reaction occur in pile = 392.84

Distance of Pile from the face of pedea = 950 mm

Distance from the face of coln to edge = 1450 mm

B.M at the face of pedestal = (392.84)x0.95 - 25 x 1.45 x 1.45/2

= 335.09 kN.m

Shear force at d/2 from face of pedestal

Critical shear section = 470 mm from face of colum (As per cl34.2.4.1 IS456:2000)Factor = 1.00

Shear force at critical section = (392.84 )x 1.000 -25x1.45 x 0.98

= 357.3125 kN

Direction 1 Direction. 2

Load Factor 1.5 1.5

Factored Mome 557.04 502.63 557.04 kN.m / m - width

Factored Shear 934.82 535.97 934.82 kN / m -width

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Reinforcement:

Mu = 557.04

= 557.04 kN.m

Mu/bd

= 557.04 / (1000 x 940^2)

= 0.630423N/mm

Pt = 0.180 % < 0.2%

Provide minimum Pt = 0.2 %

Ast = 1880 mm

Required Spacing = 167.106 mm

Provide 20 @ 125 mm C/C Pt = 0.27 SAFE

Check for Punching Shear :

For Column load :

Maximum column load (V) = 1210 kN Load Factor 1.5

Vu = 1.5 x 1210.00

= 1815.00 kN

Shear stress = Vu / bo x d

bo = (600 + 940 + 750 +940)x 2

= 6460 mm

Shear stress = 0.30 N/mm

Permisible shear stres = 0.25 x fck

1.25N/mm SAFE

For pile reaction :

Maximum pile reaction = 392.84 kN Load Factor 1.5

Vu = 1.5 x 392.84

= 589.3 kN

Punching shear at pile perimeter = 589.3x1000/(3.14x(500+940))*940

= 0.14 N/mm

< 1.25 N/mm SAFE

Check for one way shear

Maximum shear force Vu = 741.00 kN

(Calculated above)= 741.00

= 741.0 kN

Width of pilecap at shear sectio = 1000 mm

Shear stress, tv = 0.79 N/mmAllowable shear stress for Pt 0. tc = 0.360 N/mm (IS456:2000 Table 19)Increased Shear Stress = 2d x tc/av av = d/2 (IS456:2000 Cl.40.5.1)

= 1.44N/mm

> 0.79 SAFE

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Analysis of 3 Pile groupx s:

Load Data : N6'X

Load Case DL+DUST LOAD+LL

COLUMN SIZE = 600 mm X 750 mm Z

Sum Column Load 1443

3163 Total LengthFy 963 963 720Fz 0 0 P1 P2Mx 0 0 500

Fx 52 52 500 2500 500

Mz 0 0

3500

Unit Weight of soil gs 18.00 mver ur en ressure wover . m

Length of Pile Cap l 3.16 mWidth of Pile Cap b 3.50 mDepth of Pile Cap Dpc 1.00 mNo of Piles n 3 Nos.

rea o pe esta peach . m

Total area of pedestal Ap 0.45 m

Capacity of pileVertical Ppv 480 kNLateral Ppp 45 kNPullout Pph 300 kNIncrement Factor for Wind loads Fincw 1.25 Increment for current load caseIncrement Factor for Seismic forc Fincs 1.25 finc = 1.25

Calculations :

Vertical Loads

Area of Pile Cap Apc l * b 11.0705 m

Apcnett = (Apc-Ap) 10.62 m

Self Weight of Pile Ca Wswpc Apc * Dpc * 25 276.763 kN

Self weight of pedestal Wp = Ap*(dforc-Dpc) -11.25 kNTotal SW 265.51 kNVertical Load Pv SFy + SW 1228.51 kN

Pile Forces

Sl No Pile x z Pv / n Fp

Desig (m) (m) (kN) (kN)

1 P1 0.0000 2.1087 409.5 409.504

2 P2 -1.2500 -1.0543 409.5 409.504

3 P3 1.2500 -1.0543 409.5 409.504

SFp 1228.5

Sx2 3.125 Max 409.5 kN

Sz2 6.66971 Min 409.5 kN

Check for Compressive Force

Max force in Pile 409.50 kN Safe

Permissible Compressive Force Finc * Ppv 600 kN

Mz

Mx

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Design of 3 Pile Cap N6'

500

P3

1443

720

P1 P2

500

500 2500 500

Pedestal Size

Width B = 600 mm Strength of Concrete fck = 25 N/mm

Breadt D = 750 mm Strength of Steel fy = 415 N/mm

Assuming the Dia of Main Bar 20 mm

Clear Cover to the Tie Reinf. 50 mm

Effective Cover 50+20/2 60 mm

Eff. Depth of Pile Cap deff 940.00 mm

Loads on pile cap :

Overburden pressure

Self Weigth of pile cap = 25 kN/m unit wt. of Soil 18.00 kN/m

Thickness of PC 1.00 m

Total pressure = 25.00 kN/m pile diameter 500 mm

Max. pile reaction = 409.5042

Distance of Pile from the face of pedes = 1068 mm

Distance from the face of Ped. to edge = 1568 mm

B.M at the face of pedestal = (409.50 ) x 1.068 - 25 x 1.568 x 1.568/2

= 389.16 kN.m

Max. pile reaction = 409.50 + 409.50

= 819.01

Distance of Pile from the face of pedes = 345 mm

Distance from the face of Ped. to edge = 845 mm

B.M at the face of pedestal = (819.01 ) x(0.35) - (25.00) x (0.845) x 0.845/2

= 275.02 kN.m

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Shear force at d/2 from face of pedestal

Critical shear section = 470 mm from face of colum (As per cl34.2.4.1 IS456:2000)

Factor = 1.696

Shear force at critical section = (409.50)x 1.696 -25x1.568 x 1.098

= 651.4775 kN

OTHER DIRECTION

Max. pile reaction occur in pile = 409.50

Distance of Pile from the face of pedea = 950 mm

Distance from the face of coln to edge = 1450 mm

B.M at the face of pedestal = (409.50)x0.95 - 25 x 1.45 x 1.45/2

= 350.92 kN.m

Shear force at d/2 from face of pedestal

Critical shear section = 470 mm from face of colum (As per cl34.2.4.1 IS456:2000)Factor = 1.00

Shear force at critical section = (409.50 )x 1.000 -25x1.45 x 0.98

= 373.9792 kN

Direction 1 Direction. 2

Load Factor 1.5 1.5

Factored Mome 583.74 526.38 583.74 kN.m / m - width

Factored Shear 977.22 560.97 977.22 kN / m -width

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Reinforcement:

Mu = 583.74

= 583.74 kN.m

Mu/bd

= 583.74 / (1000 x 940^2)

= 0.660641N/mm

Pt = 0.189 % < 0.2%

Provide minimum Pt = 0.2 %

Ast = 1880 mm

Required Spacing = 167.106 mm

Provide 20 @ 125 mm C/C Pt = 0.27 SAFE

Check for Punching Shear :

For Column load :

Maximum column load (V) = 1210 kN Load Factor 1.5

Vu = 1.5 x 1210.00

= 1815.00 kN

Shear stress = Vu / bo x d

bo = (600 + 940 + 750 +940)x 2

= 6460 mm

Shear stress = 0.30 N/mm

Permisible shear stres = 0.25 x fck

1.25N/mm SAFE

For pile reaction :

Maximum pile reaction = 409.50 kN Load Factor 1.5

Vu = 1.5 x 409.50

= 614.3 kN

Punching shear at pile perimeter = 614.3x1000/(3.14x(500+940))*940

= 0.14 N/mm

< 1.25 N/mm SAFE

Check for one way shear

Maximum shear force Vu = 741.00 kN

(Calculated above)= 741.00

= 741.0 kN

Width of pilecap at shear sectio = 1000 mm

Shear stress, tv = 0.79 N/mmAllowable shear stress for Pt 0. tc = 0.360 N/mm (IS456:2000 Table 19)Increased Shear Stress = 2d x tc/av av = d/2 (IS456:2000 Cl.40.5.1)

= 1.44N/mm

> 0.79 SAFE

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Analysis of 3 Pile groupx s:

Load Data : N6'X

Load Case DL+DUST LOAD+LL+WL +X

COLUMN SIZE = 600 mm X 750 mm Z

Sum Column Load 1443

3163 Total LengthFy 1403 1403 720Fz 0 0 P1 P2Mx 0 0 500

Fx 202 202 500 2500 500

Mz 0 0

3500

Unit Weight of soil gs 18.00 mver ur en ressure wover . m

Length of Pile Cap l 3.16 mWidth of Pile Cap b 3.50 mDepth of Pile Cap Dpc 1.00 mNo of Piles n 3 Nos.

rea o pe esta peach . m

Total area of pedestal Ap 0.45 m

Capacity of pileVertical Ppv 480 kNLateral Ppp 45 kNPullout Pph 300 kNIncrement Factor for Wind loads Fincw 1.25 Increment for current load caseIncrement Factor for Seismic forc Fincs 1.25 finc = 1.25

Calculations :

Vertical Loads

Area of Pile Cap Apc l * b 11.0705 m

Apcnett = (Apc-Ap) 10.62 m

Self Weight of Pile Ca Wswpc Apc * Dpc * 25 276.763 kN

Self weight of pedestal Wp = Ap*(dforc-Dpc) -11.25 kNTotal SW 265.51 kNVertical Load Pv SFy + SW 1668.51 kN

Pile Forces

Sl No Pile x z Pv / n Fp

Desig (m) (m) (kN) (kN)

1 P1 0.0000 2.1087 556.2 556.171

2 P2 -1.2500 -1.0543 556.2 556.171

3 P3 1.2500 -1.0543 556.2 556.171

SFp 1668.5

Sx2 3.125 Max 556.17 kN

Sz2 6.66971 Min 556.17 kN

Check for Compressive Force

Max force in Pile 556.17 kN Safe

Permissible Compressive Force Finc * Ppv 600 kN

Mz

Mx

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Design of 3 Pile Cap N6'

500

P3

1443

720

P1 P2

500

500 2500 500

Pedestal Size

Width B = 600 mm Strength of Concrete fck = 25 N/mm

Breadt D = 750 mm Strength of Steel fy = 415 N/mm

Assuming the Dia of Main Bar 20 mm

Clear Cover to the Tie Reinf. 50 mm

Effective Cover 50+20/2 60 mm

Eff. Depth of Pile Cap deff 940.00 mm

Loads on pile cap :

Overburden pressure

Self Weigth of pile cap = 25 kN/m unit wt. of Soil 18.00 kN/m

Thickness of PC 1.00 m

Total pressure = 25.00 kN/m pile diameter 500 mm

Max. pile reaction = 556.1708

Distance of Pile from the face of pedes = 1068 mm

Distance from the face of Ped. to edge = 1568 mm

B.M at the face of pedestal = (556.17 ) x 1.068 - 25 x 1.568 x 1.568/2

= 545.80 kN.m

Max. pile reaction = 556.17 + 556.17

= 1112.34

Distance of Pile from the face of pedes = 345 mm

Distance from the face of Ped. to edge = 845 mm

B.M at the face of pedestal = (1112.34 ) x(0.35) - (25.00) x (0.845) x 0.845/2

= 376.22 kN.m

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Shear force at d/2 from face of pedestal

Critical shear section = 470 mm from face of colum (As per cl34.2.4.1 IS456:2000)

Factor = 1.696

Shear force at critical section = (556.17)x 1.696 -25x1.568 x 1.098

= 900.2241 kN

OTHER DIRECTION

Max. pile reaction occur in pile = 556.17

Distance of Pile from the face of pedea = 950 mm

Distance from the face of coln to edge = 1450 mm

B.M at the face of pedestal = (556.17)x0.95 - 25 x 1.45 x 1.45/2

= 490.25 kN.m

Shear force at d/2 from face of pedestal

Critical shear section = 470 mm from face of colum (As per cl34.2.4.1 IS456:2000)Factor = 1.00

Shear force at critical section = (556.17 )x 1.000 -25x1.45 x 0.98

= 520.6458 kN

Direction 1 Direction. 2

Load Factor 1.5 1.5

Factored Mome 818.70 735.38 818.70 kN.m / m - width

Factored Shear 1350.34 780.97 1350.34 kN / m -width

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Reinforcement:

Mu = 818.70

= 818.70 kN.m

Mu/bd

= 818.70 / (1000 x 940^2)

= 0.926553N/mm

Pt = 0.269 %

Ast = 2526.201 mm

Required Spacing = 124.3604 mm

Provide 20 @ 125 mm C/C Pt = 0.27 UNSAFE

Check for Punching Shear :

For Column load :

Maximum column load (V) = 1210 kN Load Factor 1.5

Vu = 1.5 x 1210.00

= 1815.00 kN

Shear stress = Vu / bo x d

bo = (600 + 940 + 750 +940)x 2

= 6460 mm

Shear stress = 0.30 N/mm

Permisible shear stres = 0.25 x fck

1.25N/mm SAFE

For pile reaction :

Maximum pile reaction = 556.17 kN Load Factor 1.5

Vu = 1.5 x 556.17

= 834.3 kN

Punching shear at pile perimeter = 834.3x1000/(3.14x(500+940))*940

= 0.20 N/mm

< 1.25 N/mm SAFE

Check for one way shear

Maximum shear force Vu = 741.00 kN

(Calculated above)= 741.00

= 741.0 kN

Width of pilecap at shear sectio = 1000 mm

Shear stress, tv = 0.79 N/mmAllowable shear stress for Pt 0. tc = 0.360 N/mm (IS456:2000 Table 19)Increased Shear Stress = 2d x tc/av av = d/2 (IS456:2000 Cl.40.5.1)

= 1.44N/mm

> 0.79 SAFE

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Analysis of 3 Pile groupx s:

Load Data : N6'X

Load Case DL+DUST LOAD+LL+WL-X

COLUMN SIZE = 600 mm X 750 mm Z

Sum Column Load 1443

3163 Total LengthFy 523 523 720Fz 0 0 P1 P2Mx 0 0 500

Fx -98 -98 500 2500 500

Mz 0 0

3500

Unit Weight of soil gs 18.00 mver ur en ressure wover . m

Length of Pile Cap l 3.16 mWidth of Pile Cap b 3.50 mDepth of Pile Cap Dpc 1.00 mNo of Piles n 3 Nos.

rea o pe esta peach . m

Total area of pedestal Ap 0.45 m

Capacity of pileVertical Ppv 480 kNLateral Ppp 45 kNPullout Pph 300 kNIncrement Factor for Wind loads Fincw 1.25 Increment for current load caseIncrement Factor for Seismic forc Fincs 1.25 finc = 1.25

Calculations :

Vertical Loads

Area of Pile Cap Apc l * b 11.0705 m

Apcnett = (Apc-Ap) 10.62 m

Self Weight of Pile Ca Wswpc Apc * Dpc * 25 276.763 kN

Self weight of pedestal Wp = Ap*(dforc-Dpc) -11.25 kNTotal SW 265.51 kNVertical Load Pv SFy + SW 788.51 kN

Pile Forces

Sl No Pile x z Pv / n Fp

Desig (m) (m) (kN) (kN)

1 P1 0.0000 2.1087 262.8 262.838

2 P2 -1.2500 -1.0543 262.8 262.838

3 P3 1.2500 -1.0543 262.8 262.838

SFp 788.51

Sx2 3.125 Max 262.84 kN

Sz2 6.66971 Min 262.84 kN

Check for Compressive Force

Max force in Pile 262.84 kN Safe

Permissible Compressive Force Finc * Ppv 600 kN

Mz

Mx

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Design of 3 Pile Cap N6'

500

P3

1443

720

P1 P2

500

500 2500 500

Pedestal Size

Width B = 600 mm Strength of Concrete fck = 25 N/mm

Breadt D = 750 mm Strength of Steel fy = 415 N/mm

Assuming the Dia of Main Bar 20 mm

Clear Cover to the Tie Reinf. 50 mm

Effective Cover 50+20/2 60 mm

Eff. Depth of Pile Cap deff 940.00 mm

Loads on pile cap :

Overburden pressure

Self Weigth of pile cap = 25 kN/m unit wt. of Soil 18.00 kN/m

Thickness of PC 1.00 m

Total pressure = 25.00 kN/m pile diameter 500 mm

Max. pile reaction = 262.8375

Distance of Pile from the face of pedes = 1068 mm

Distance from the face of Ped. to edge = 1568 mm

B.M at the face of pedestal = (262.84 ) x 1.068 - 25 x 1.568 x 1.568/2

= 232.52 kN.m

Max. pile reaction = 262.84 + 262.84

= 525.68

Distance of Pile from the face of pedes = 345 mm

Distance from the face of Ped. to edge = 845 mm

B.M at the face of pedestal = (525.68 ) x(0.35) - (25.00) x (0.845) x 0.845/2

= 173.82 kN.m

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Shear force at d/2 from face of pedestal

Critical shear section = 470 mm from face of colum (As per cl34.2.4.1 IS456:2000)

Factor = 1.696

Shear force at critical section = (262.84)x 1.696 -25x1.568 x 1.098

= 402.7308 kN

OTHER DIRECTION

Max. pile reaction occur in pile = 262.84

Distance of Pile from the face of pedea = 950 mm

Distance from the face of coln to edge = 1450 mm

B.M at the face of pedestal = (262.84)x0.95 - 25 x 1.45 x 1.45/2

= 211.59 kN.m

Shear force at d/2 from face of pedestal

Critical shear section = 470 mm from face of colum (As per cl34.2.4.1 IS456:2000)Factor = 1.00

Shear force at critical section = (262.84 )x 1.000 -25x1.45 x 0.98

= 227.3125 kN

Direction 1 Direction. 2

Load Factor 1.5 1.5

Factored Mome 348.78 317.38 348.78 kN.m / m - width

Factored Shear 604.10 340.97 604.10 kN / m -width

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Reinforcement:

Mu = 348.78

= 348.78 kN.m

Mu/bd

= 348.78 / (1000 x 940^2)

= 0.394729N/mm

Pt = 0.111 % < 0.2%

Provide minimum Pt = 0.2 %

Ast = 1880 mm

Required Spacing = 167.106 mm

Provide 20 @ 125 mm C/C Pt = 0.27 SAFE

Check for Punching Shear :

For Column load :

Maximum column load (V) = 1210 kN Load Factor 1.5

Vu = 1.5 x 1210.00

= 1815.00 kN

Shear stress = Vu / bo x d

bo = (600 + 940 + 750 +940)x 2

= 6460 mm

Shear stress = 0.30 N/mm

Permisible shear stres = 0.25 x fck

1.25N/mm SAFE

For pile reaction :

Maximum pile reaction = 262.84 kN Load Factor 1.5

Vu = 1.5 x 262.84

= 394.3 kN

Punching shear at pile perimeter = 394.3x1000/(3.14x(500+940))*940

= 0.09 N/mm

< 1.25 N/mm SAFE

Check for one way shear

Maximum shear force Vu = 741.00 kN

(Calculated above)= 741.00

= 741.0 kN

Width of pilecap at shear sectio = 1000 mm

Shear stress, tv = 0.79 N/mmAllowable shear stress for Pt 0. tc = 0.360 N/mm (IS456:2000 Table 19)Increased Shear Stress = 2d x tc/av av = d/2 (IS456:2000 Cl.40.5.1)

= 1.44N/mm

> 0.79 SAFE

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Analysis of 3 Pile groupx s:

Load Data : N6'X

Load Case DL+DUST LOAD+LL+WL+Z

COLUMN SIZE = 600 mm X 750 mm Z

Sum Column Load 1443

3163 Total LengthFy 363 363 720Fz -120 -120 P1 P2Mx 0 0 500

Fx 22 22 500 2500 500

Mz 0 0

3500

Unit Weight of soil gs 18.00 mver ur en ressure wover . m

Length of Pile Cap l 3.16 mWidth of Pile Cap b 3.50 mDepth of Pile Cap Dpc 1.00 mNo of Piles n 3 Nos.

rea o pe esta peach . m

Total area of pedestal Ap 0.45 m

Capacity of pileVertical Ppv 480 kNLateral Ppp 45 kNPullout Pph 300 kNIncrement Factor for Wind loads Fincw 1.25 Increment for current load caseIncrement Factor for Seismic forc Fincs 1.25 finc = 1.25

Calculations :

Vertical Loads

Area of Pile Cap Apc l * b 11.0705 m

Apcnett = (Apc-Ap) 10.62 m

Self Weight of Pile Ca Wswpc Apc * Dpc * 25 276.763 kN

Self weight of pedestal Wp = Ap*(dforc-Dpc) -11.25 kNTotal SW 265.51 kNVertical Load Pv SFy + SW 628.51 kN

Pile Forces

Sl No Pile x z Pv / n Fp

Desig (m) (m) (kN) (kN)

1 P1 0.0000 2.1087 209.5 209.504

2 P2 -1.2500 -1.0543 209.5 209.504

3 P3 1.2500 -1.0543 209.5 209.504

SFp 628.51

Sx2 3.125 Max 209.5 kN

Sz2 6.66971 Min 209.5 kN

Check for Compressive Force

Max force in Pile 209.50 kN Safe

Permissible Compressive Force Finc * Ppv 600 kN

Mz

Mx

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Design of 3 Pile Cap N6'

500

P3

1443

720

P1 P2

500

500 2500 500

Pedestal Size

Width B = 600 mm Strength of Concrete fck = 25 N/mm

Breadt D = 750 mm Strength of Steel fy = 415 N/mm

Assuming the Dia of Main Bar 20 mm

Clear Cover to the Tie Reinf. 50 mm

Effective Cover 50+20/2 60 mm

Eff. Depth of Pile Cap deff 940.00 mm

Loads on pile cap :

Overburden pressure

Self Weigth of pile cap = 25 kN/m unit wt. of Soil 18.00 kN/m

Thickness of PC 1.00 m

Total pressure = 25.00 kN/m pile diameter 500 mm

Max. pile reaction = 209.5042

Distance of Pile from the face of pedes = 1068 mm

Distance from the face of Ped. to edge = 1568 mm

B.M at the face of pedestal = (209.50 ) x 1.068 - 25 x 1.568 x 1.568/2

= 175.56 kN.m

Max. pile reaction = 209.50 + 209.50

= 419.01

Distance of Pile from the face of pedes = 345 mm

Distance from the face of Ped. to edge = 845 mm

B.M at the face of pedestal = (419.01 ) x(0.35) - (25.00) x (0.845) x 0.845/2

= 137.02 kN.m

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Shear force at d/2 from face of pedestal

Critical shear section = 470 mm from face of colum (As per cl34.2.4.1 IS456:2000)

Factor = 1.696

Shear force at critical section = (209.50)x 1.696 -25x1.568 x 1.098

= 312.2775 kN

OTHER DIRECTION

Max. pile reaction occur in pile = 209.50

Distance of Pile from the face of pedea = 950 mm

Distance from the face of coln to edge = 1450 mm

B.M at the face of pedestal = (209.50)x0.95 - 25 x 1.45 x 1.45/2

= 160.92 kN.m

Shear force at d/2 from face of pedestal

Critical shear section = 470 mm from face of colum (As per cl34.2.4.1 IS456:2000)Factor = 1.00

Shear force at critical section = (209.50 )x 1.000 -25x1.45 x 0.98

= 173.9792 kN

Direction 1 Direction. 2

Load Factor 1.5 1.5

Factored Mome 263.34 241.38 263.34 kN.m / m - width

Factored Shear 468.42 260.97 468.42 kN / m -width

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Reinforcement:

Mu = 263.34

= 263.34 kN.m

Mu/bd

= 263.34 / (1000 x 940^2)

= 0.298033N/mm

Pt = 0.084 % < 0.2%

Provide minimum Pt = 0.2 %

Ast = 1880 mm

Required Spacing = 167.106 mm

Provide 20 @ 125 mm C/C Pt = 0.27 SAFE

Check for Punching Shear :

For Column load :

Maximum column load (V) = 1210 kN Load Factor 1.5

Vu = 1.5 x 1210.00

= 1815.00 kN

Shear stress = Vu / bo x d

bo = (600 + 940 + 750 +940)x 2

= 6460 mm

Shear stress = 0.30 N/mm

Permisible shear stres = 0.25 x fck

1.25N/mm SAFE

For pile reaction :

Maximum pile reaction = 209.50 kN Load Factor 1.5

Vu = 1.5 x 209.50

= 314.3 kN

Punching shear at pile perimeter = 314.3x1000/(3.14x(500+940))*940

= 0.07 N/mm

< 1.25 N/mm SAFE

Check for one way shear

Maximum shear force Vu = 741.00 kN

(Calculated above)= 741.00

= 741.0 kN

Width of pilecap at shear sectio = 1000 mm

Shear stress, tv = 0.79 N/mmAllowable shear stress for Pt 0. tc = 0.360 N/mm (IS456:2000 Table 19)Increased Shear Stress = 2d x tc/av av = d/2 (IS456:2000 Cl.40.5.1)

= 1.44N/mm

> 0.79 SAFE

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Analysis of 3 Pile groupx s:

Load Data : N6'X

Load Case DL+DUST LOAD+LL+WL-Z

COLUMN SIZE = 600 mm X 750 mm Z

Sum Column Load 1443

3163 Total LengthFy 363 363 720Fz -120 -120 P1 P2Mx 0 0 500

Fx 22 22 500 2500 500

Mz 0 0

3500

Unit Weight of soil gs 18.00 mver ur en ressure wover . m

Length of Pile Cap l 3.16 mWidth of Pile Cap b 3.50 mDepth of Pile Cap Dpc 1.00 mNo of Piles n 3 Nos.

rea o pe esta peach . m

Total area of pedestal Ap 0.45 m

Capacity of pileVertical Ppv 480 kNLateral Ppp 45 kNPullout Pph 300 kNIncrement Factor for Wind loads Fincw 1.25 Increment for current load caseIncrement Factor for Seismic forc Fincs 1.25 finc = 1.25

Calculations :

Vertical Loads

Area of Pile Cap Apc l * b 11.0705 m

Apcnett = (Apc-Ap) 10.62 m

Self Weight of Pile Ca Wswpc Apc * Dpc * 25 276.763 kN

Self weight of pedestal Wp = Ap*(dforc-Dpc) -11.25 kNTotal SW 265.51 kNVertical Load Pv SFy + SW 628.51 kN

Pile Forces

Sl No Pile x z Pv / n Fp

Desig (m) (m) (kN) (kN)

1 P1 0.0000 2.1087 209.5 209.504

2 P2 -1.2500 -1.0543 209.5 209.504

3 P3 1.2500 -1.0543 209.5 209.504

SFp 628.51

Sx2 3.125 Max 209.5 kN

Sz2 6.66971 Min 209.5 kN

Check for Compressive Force

Max force in Pile 209.50 kN Safe

Permissible Compressive Force Finc * Ppv 600 kN

Mz

Mx

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Design of 3 Pile Cap N6'

500

P3

1443

720

P1 P2

500

500 2500 500

Pedestal Size

Width B = 600 mm Strength of Concrete fck = 25 N/mm

Breadt D = 750 mm Strength of Steel fy = 415 N/mm

Assuming the Dia of Main Bar 20 mm

Clear Cover to the Tie Reinf. 50 mm

Effective Cover 50+20/2 60 mm

Eff. Depth of Pile Cap deff 940.00 mm

Loads on pile cap :

Overburden pressure

Self Weigth of pile cap = 25 kN/m unit wt. of Soil 18.00 kN/m

Thickness of PC 1.00 m

Total pressure = 25.00 kN/m pile diameter 500 mm

Max. pile reaction = 209.5042

Distance of Pile from the face of pedes = 1068 mm

Distance from the face of Ped. to edge = 1568 mm

B.M at the face of pedestal = (209.50 ) x 1.068 - 25 x 1.568 x 1.568/2

= 175.56 kN.m

Max. pile reaction = 209.50 + 209.50

= 419.01

Distance of Pile from the face of pedes = 345 mm

Distance from the face of Ped. to edge = 845 mm

B.M at the face of pedestal = (419.01 ) x(0.35) - (25.00) x (0.845) x 0.845/2

= 137.02 kN.m

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Shear force at d/2 from face of pedestal

Critical shear section = 470 mm from face of colum (As per cl34.2.4.1 IS456:2000)

Factor = 1.696

Shear force at critical section = (209.50)x 1.696 -25x1.568 x 1.098

= 312.2775 kN

OTHER DIRECTION

Max. pile reaction occur in pile = 209.50

Distance of Pile from the face of pedea = 950 mm

Distance from the face of coln to edge = 1450 mm

B.M at the face of pedestal = (209.50)x0.95 - 25 x 1.45 x 1.45/2

= 160.92 kN.m

Shear force at d/2 from face of pedestal

Critical shear section = 470 mm from face of colum (As per cl34.2.4.1 IS456:2000)Factor = 1.00

Shear force at critical section = (209.50 )x 1.000 -25x1.45 x 0.98

= 173.9792 kN

Direction 1 Direction. 2

Load Factor 1.5 1.5

Factored Mome 263.34 241.38 263.34 kN.m / m - width

Factored Shear 468.42 260.97 468.42 kN / m -width

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Reinforcement:

Mu = 263.34

= 263.34 kN.m

Mu/bd

= 263.34 / (1000 x 940^2)

= 0.298033N/mm

Pt = 0.084 % < 0.2%

Provide minimum Pt = 0.2 %

Ast = 1880 mm

Required Spacing = 167.106 mm

Provide 20 @ 125 mm C/C Pt = 0.27 SAFE

Check for Punching Shear :

For Column load :

Maximum column load (V) = 1210 kN Load Factor 1.5

Vu = 1.5 x 1210.00

= 1815.00 kN

Shear stress = Vu / bo x d

bo = (600 + 940 + 750 +940)x 2

= 6460 mm

Shear stress = 0.30 N/mm

Permisible shear stres = 0.25 x fck

1.25N/mm SAFE

For pile reaction :

Maximum pile reaction = 209.50 kN Load Factor 1.5

Vu = 1.5 x 209.50

= 314.3 kN

Punching shear at pile perimeter = 314.3x1000/(3.14x(500+940))*940

= 0.07 N/mm

< 1.25 N/mm SAFE

Check for one way shear

Maximum shear force Vu = 741.00 kN

(Calculated above)= 741.00

= 741.0 kN

Width of pilecap at shear sectio = 1000 mm

Shear stress, tv = 0.79 N/mmAllowable shear stress for Pt 0. tc = 0.360 N/mm (IS456:2000 Table 19)Increased Shear Stress = 2d x tc/av av = d/2 (IS456:2000 Cl.40.5.1)

= 1.44N/mm

> 0.79 SAFE

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Analysis of 3 Pile groupx s:

Load Data : N6'X

Load Case DL+DUST LOAD+LL+SL+X

COLUMN SIZE = 600 mm X 750 mm Z

Sum Column Load 1443

3163 Total LengthFy 963 963 720Fz 0 0 P1 P2Mx 0 0 500

Fx 52 52 500 2500 500

Mz 0 0

3500

Unit Weight of soil gs 18.00 mver ur en ressure wover . m

Length of Pile Cap l 3.16 mWidth of Pile Cap b 3.50 mDepth of Pile Cap Dpc 1.00 mNo of Piles n 3 Nos.

rea o pe esta peach . m

Total area of pedestal Ap 0.45 m

Capacity of pileVertical Ppv 480 kNLateral Ppp 45 kNPullout Pph 300 kNIncrement Factor for Wind loads Fincw 1.25 Increment for current load caseIncrement Factor for Seismic forc Fincs 1.25 finc = 1.25

Calculations :

Vertical Loads

Area of Pile Cap Apc l * b 11.0705 m

Apcnett = (Apc-Ap) 10.62 m

Self Weight of Pile Ca Wswpc Apc * Dpc * 25 276.763 kN

Self weight of pedestal Wp = Ap*(dforc-Dpc) -11.25 kNTotal SW 265.51 kNVertical Load Pv SFy + SW 1228.51 kN

Pile Forces

Sl No Pile x z Pv / n Fp

Desig (m) (m) (kN) (kN)

1 P1 0.0000 2.1087 409.5 409.504

2 P2 -1.2500 -1.0543 409.5 409.504

3 P3 1.2500 -1.0543 409.5 409.504

SFp 1228.5

Sx2 3.125 Max 409.5 kN

Sz2 6.66971 Min 409.5 kN

Check for Compressive Force

Max force in Pile 409.50 kN Safe

Permissible Compressive Force Finc * Ppv 600 kN

Mz

Mx

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Design of 3 Pile Cap N6'

500

P3

1443

720

P1 P2

500

500 2500 500

Pedestal Size

Width B = 600 mm Strength of Concrete fck = 25 N/mm

Breadt D = 750 mm Strength of Steel fy = 415 N/mm

Assuming the Dia of Main Bar 20 mm

Clear Cover to the Tie Reinf. 50 mm

Effective Cover 50+20/2 60 mm

Eff. Depth of Pile Cap deff 940.00 mm

Loads on pile cap :

Overburden pressure

Self Weigth of pile cap = 25 kN/m unit wt. of Soil 18.00 kN/m

Thickness of PC 1.00 m

Total pressure = 25.00 kN/m pile diameter 500 mm

Max. pile reaction = 409.5042

Distance of Pile from the face of pedes = 1068 mm

Distance from the face of Ped. to edge = 1568 mm

B.M at the face of pedestal = (409.50 ) x 1.068 - 25 x 1.568 x 1.568/2

= 389.16 kN.m

Max. pile reaction = 409.50 + 409.50

= 819.01

Distance of Pile from the face of pedes = 345 mm

Distance from the face of Ped. to edge = 845 mm

B.M at the face of pedestal = (819.01 ) x(0.35) - (25.00) x (0.845) x 0.845/2

= 275.02 kN.m

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Shear force at d/2 from face of pedestal

Critical shear section = 470 mm from face of colum (As per cl34.2.4.1 IS456:2000)

Factor = 1.696

Shear force at critical section = (409.50)x 1.696 -25x1.568 x 1.098

= 651.4775 kN

OTHER DIRECTION

Max. pile reaction occur in pile = 409.50

Distance of Pile from the face of pedea = 950 mm

Distance from the face of coln to edge = 1450 mm

B.M at the face of pedestal = (409.50)x0.95 - 25 x 1.45 x 1.45/2

= 350.92 kN.m

Shear force at d/2 from face of pedestal

Critical shear section = 470 mm from face of colum (As per cl34.2.4.1 IS456:2000)Factor = 1.00

Shear force at critical section = (409.50 )x 1.000 -25x1.45 x 0.98

= 373.9792 kN

Direction 1 Direction. 2

Load Factor 1.5 1.5

Factored Mome 583.74 526.38 583.74 kN.m / m - width

Factored Shear 977.22 560.97 977.22 kN / m -width

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Reinforcement:

Mu = 583.74

= 583.74 kN.m

Mu/bd

= 583.74 / (1000 x 940^2)

= 0.660641N/mm

Pt = 0.189 % < 0.2%

Provide minimum Pt = 0.2 %

Ast = 1880 mm

Required Spacing = 167.106 mm

Provide 20 @ 125 mm C/C Pt = 0.27 SAFE

Check for Punching Shear :

For Column load :

Maximum column load (V) = 1210 kN Load Factor 1.5

Vu = 1.5 x 1210.00

= 1815.00 kN

Shear stress = Vu / bo x d

bo = (600 + 940 + 750 +940)x 2

= 6460 mm

Shear stress = 0.30 N/mm

Permisible shear stres = 0.25 x fck

1.25N/mm SAFE

For pile reaction :

Maximum pile reaction = 409.50 kN Load Factor 1.5

Vu = 1.5 x 409.50

= 614.3 kN

Punching shear at pile perimeter = 614.3x1000/(3.14x(500+940))*940

= 0.14 N/mm

< 1.25 N/mm SAFE

Check for one way shear

Maximum shear force Vu = 741.00 kN

(Calculated above)= 741.00

= 741.0 kN

Width of pilecap at shear sectio = 1000 mm

Shear stress, tv = 0.79 N/mmAllowable shear stress for Pt 0. tc = 0.360 N/mm (IS456:2000 Table 19)Increased Shear Stress = 2d x tc/av av = d/2 (IS456:2000 Cl.40.5.1)

= 1.44N/mm

> 0.79 SAFE

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Analysis of 3 Pile groupx s:

Load Data : N6'X

Load Case DL+DUST LOAD+LL+SL-X

COLUMN SIZE = 600 mm X 750 mm Z

Sum Column Load 1443

3163 Total LengthFy 963 963 720Fz 0 0 P1 P2Mx 0 0 500

Fx 52 52 500 2500 500

Mz 0 0

3500

Unit Weight of soil gs 18.00 mver ur en ressure wover . m

Length of Pile Cap l 3.16 mWidth of Pile Cap b 3.50 mDepth of Pile Cap Dpc 1.00 mNo of Piles n 3 Nos.

rea o pe esta peach . m

Total area of pedestal Ap 0.45 m

Capacity of pileVertical Ppv 480 kNLateral Ppp 45 kNPullout Pph 300 kNIncrement Factor for Wind loads Fincw 1.25 Increment for current load caseIncrement Factor for Seismic forc Fincs 1.25 finc = 1.25

Calculations :

Vertical Loads

Area of Pile Cap Apc l * b 11.0705 m

Apcnett = (Apc-Ap) 10.62 m

Self Weight of Pile Ca Wswpc Apc * Dpc * 25 276.763 kN

Self weight of pedestal Wp = Ap*(dforc-Dpc) -11.25 kNTotal SW 265.51 kNVertical Load Pv SFy + SW 1228.51 kN

Pile Forces

Sl No Pile x z Pv / n Fp

Desig (m) (m) (kN) (kN)

1 P1 0.0000 2.1087 409.5 409.504

2 P2 -1.2500 -1.0543 409.5 409.504

3 P3 1.2500 -1.0543 409.5 409.504

SFp 1228.5

Sx2 3.125 Max 409.5 kN

Sz2 6.66971 Min 409.5 kN

Check for Compressive Force

Max force in Pile 409.50 kN Safe

Permissible Compressive Force Finc * Ppv 600 kN

Mz

Mx

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Design of 3 Pile Cap N6'

500

P3

1443

720

P1 P2

500

500 2500 500

Pedestal Size

Width B = 600 mm Strength of Concrete fck = 25 N/mm

Breadt D = 750 mm Strength of Steel fy = 415 N/mm

Assuming the Dia of Main Bar 20 mm

Clear Cover to the Tie Reinf. 50 mm

Effective Cover 50+20/2 60 mm

Eff. Depth of Pile Cap deff 940.00 mm

Loads on pile cap :

Overburden pressure

Self Weigth of pile cap = 25 kN/m unit wt. of Soil 18.00 kN/m

Thickness of PC 1.00 m

Total pressure = 25.00 kN/m pile diameter 500 mm

Max. pile reaction = 409.5042

Distance of Pile from the face of pedes = 1068 mm

Distance from the face of Ped. to edge = 1568 mm

B.M at the face of pedestal = (409.50 ) x 1.068 - 25 x 1.568 x 1.568/2

= 389.16 kN.m

Max. pile reaction = 409.50 + 409.50

= 819.01

Distance of Pile from the face of pedes = 345 mm

Distance from the face of Ped. to edge = 845 mm

B.M at the face of pedestal = (819.01 ) x(0.35) - (25.00) x (0.845) x 0.845/2

= 275.02 kN.m

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Shear force at d/2 from face of pedestal

Critical shear section = 470 mm from face of colum (As per cl34.2.4.1 IS456:2000)

Factor = 1.696

Shear force at critical section = (409.50)x 1.696 -25x1.568 x 1.098

= 651.4775 kN

OTHER DIRECTION

Max. pile reaction occur in pile = 409.50

Distance of Pile from the face of pedea = 950 mm

Distance from the face of coln to edge = 1450 mm

B.M at the face of pedestal = (409.50)x0.95 - 25 x 1.45 x 1.45/2

= 350.92 kN.m

Shear force at d/2 from face of pedestal

Critical shear section = 470 mm from face of colum (As per cl34.2.4.1 IS456:2000)Factor = 1.00

Shear force at critical section = (409.50 )x 1.000 -25x1.45 x 0.98

= 373.9792 kN

Direction 1 Direction. 2

Load Factor 1.5 1.5

Factored Mome 583.74 526.38 583.74 kN.m / m - width

Factored Shear 977.22 560.97 977.22 kN / m -width

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Reinforcement:

Mu = 583.74

= 583.74 kN.m

Mu/bd

= 583.74 / (1000 x 940^2)

= 0.660641N/mm

Pt = 0.189 % < 0.2%

Provide minimum Pt = 0.2 %

Ast = 1880 mm

Required Spacing = 167.106 mm

Provide 20 @ 125 mm C/C Pt = 0.27 SAFE

Check for Punching Shear :

For Column load :

Maximum column load (V) = 1210 kN Load Factor 1.5

Vu = 1.5 x 1210.00

= 1815.00 kN

Shear stress = Vu / bo x d

bo = (600 + 940 + 750 +940)x 2

= 6460 mm

Shear stress = 0.30 N/mm

Permisible shear stres = 0.25 x fck

1.25N/mm SAFE

For pile reaction :

Maximum pile reaction = 409.50 kN Load Factor 1.5

Vu = 1.5 x 409.50

= 614.3 kN

Punching shear at pile perimeter = 614.3x1000/(3.14x(500+940))*940

= 0.14 N/mm

< 1.25 N/mm SAFE

Check for one way shear

Maximum shear force Vu = 741.00 kN

(Calculated above)= 741.00

= 741.0 kN

Width of pilecap at shear sectio = 1000 mm

Shear stress, tv = 0.79 N/mmAllowable shear stress for Pt 0. tc = 0.360 N/mm (IS456:2000 Table 19)Increased Shear Stress = 2d x tc/av av = d/2 (IS456:2000 Cl.40.5.1)

= 1.44N/mm

> 0.79 SAFE

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Analysis of 3 Pile groupx s:

Load Data : N6'X

Load Case DL+DUST LOAD+LL+SL+Z

COLUMN SIZE = 600 mm X 750 mm Z

Sum Column Load 1443

3163 Total LengthFy 963 963 720Fz 0 0 P1 P2Mx 0 0 500

Fx 52 52 500 2500 500

Mz 0 0

3500

Unit Weight of soil gs 18.00 mver ur en ressure wover . m

Length of Pile Cap l 3.16 mWidth of Pile Cap b 3.50 mDepth of Pile Cap Dpc 1.00 mNo of Piles n 3 Nos.

rea o pe esta peach . m

Total area of pedestal Ap 0.45 m

Capacity of pileVertical Ppv 480 kNLateral Ppp 45 kNPullout Pph 300 kNIncrement Factor for Wind loads Fincw 1.25 Increment for current load caseIncrement Factor for Seismic forc Fincs 1.25 finc = 1.25

Calculations :

Vertical Loads

Area of Pile Cap Apc l * b 11.0705 m

Apcnett = (Apc-Ap) 10.62 m

Self Weight of Pile Ca Wswpc Apc * Dpc * 25 276.763 kN

Self weight of pedestal Wp = Ap*(dforc-Dpc) -11.25 kNTotal SW 265.51 kNVertical Load Pv SFy + SW 1228.51 kN

Pile Forces

Sl No Pile x z Pv / n Fp

Desig (m) (m) (kN) (kN)

1 P1 0.0000 2.1087 409.5 409.504

2 P2 -1.2500 -1.0543 409.5 409.504

3 P3 1.2500 -1.0543 409.5 409.504

SFp 1228.5

Sx2 3.125 Max 409.5 kN

Sz2 6.66971 Min 409.5 kN

Check for Compressive Force

Max force in Pile 409.50 kN Safe

Permissible Compressive Force Finc * Ppv 600 kN

Mz

Mx

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Design of 3 Pile Cap N6'

500

P3

1443

720

P1 P2

500

500 2500 500

Pedestal Size

Width B = 600 mm Strength of Concrete fck = 25 N/mm

Breadt D = 750 mm Strength of Steel fy = 415 N/mm

Assuming the Dia of Main Bar 20 mm

Clear Cover to the Tie Reinf. 50 mm

Effective Cover 50+20/2 60 mm

Eff. Depth of Pile Cap deff 940.00 mm

Loads on pile cap :

Overburden pressure

Self Weigth of pile cap = 25 kN/m unit wt. of Soil 18.00 kN/m

Thickness of PC 1.00 m

Total pressure = 25.00 kN/m pile diameter 500 mm

Max. pile reaction = 409.5042

Distance of Pile from the face of pedes = 1068 mm

Distance from the face of Ped. to edge = 1568 mm

B.M at the face of pedestal = (409.50 ) x 1.068 - 25 x 1.568 x 1.568/2

= 389.16 kN.m

Max. pile reaction = 409.50 + 409.50

= 819.01

Distance of Pile from the face of pedes = 345 mm

Distance from the face of Ped. to edge = 845 mm

B.M at the face of pedestal = (819.01 ) x(0.35) - (25.00) x (0.845) x 0.845/2

= 275.02 kN.m

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Shear force at d/2 from face of pedestal

Critical shear section = 470 mm from face of colum (As per cl34.2.4.1 IS456:2000)

Factor = 1.696

Shear force at critical section = (409.50)x 1.696 -25x1.568 x 1.098

= 651.4775 kN

OTHER DIRECTION

Max. pile reaction occur in pile = 409.50

Distance of Pile from the face of pedea = 950 mm

Distance from the face of coln to edge = 1450 mm

B.M at the face of pedestal = (409.50)x0.95 - 25 x 1.45 x 1.45/2

= 350.92 kN.m

Shear force at d/2 from face of pedestal

Critical shear section = 470 mm from face of colum (As per cl34.2.4.1 IS456:2000)Factor = 1.00

Shear force at critical section = (409.50 )x 1.000 -25x1.45 x 0.98

= 373.9792 kN

Direction 1 Direction. 2

Load Factor 1.5 1.5

Factored Mome 583.74 526.38 583.74 kN.m / m - width

Factored Shear 977.22 560.97 977.22 kN / m -width

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Reinforcement:

Mu = 583.74

= 583.74 kN.m

Mu/bd

= 583.74 / (1000 x 940^2)

= 0.660641N/mm

Pt = 0.189 % < 0.2%

Provide minimum Pt = 0.2 %

Ast = 1880 mm

Required Spacing = 167.106 mm

Provide 20 @ 125 mm C/C Pt = 0.27 SAFE

Check for Punching Shear :

For Column load :

Maximum column load (V) = 1210 kN Load Factor 1.5

Vu = 1.5 x 1210.00

= 1815.00 kN

Shear stress = Vu / bo x d

bo = (600 + 940 + 750 +940)x 2

= 6460 mm

Shear stress = 0.30 N/mm

Permisible shear stres = 0.25 x fck

1.25N/mm SAFE

For pile reaction :

Maximum pile reaction = 409.50 kN Load Factor 1.5

Vu = 1.5 x 409.50

= 614.3 kN

Punching shear at pile perimeter = 614.3x1000/(3.14x(500+940))*940

= 0.14 N/mm

< 1.25 N/mm SAFE

Check for one way shear

Maximum shear force Vu = 741.00 kN

(Calculated above)= 741.00

= 741.0 kN

Width of pilecap at shear sectio = 1000 mm

Shear stress, tv = 0.79 N/mmAllowable shear stress for Pt 0. tc = 0.360 N/mm (IS456:2000 Table 19)Increased Shear Stress = 2d x tc/av av = d/2 (IS456:2000 Cl.40.5.1)

= 1.44N/mm

> 0 79 SAFE