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AVANT GARDE

Project :Ram Nagar Chinni Mills - Boiler foundation

ANALYSIS OF 6 PILE GROUP

Column Grid: F3

Load Combination : DL + LL + Self WeightColumn size = 1050 x 1050 Axis:

Design Data :Y(dn) X

Sum Column Load Z500 P2

p1

Unit KN-m P3Fy 3197.5 3197.5 4000 3000 P4Fz 0.8 0.8Mx 0.72 0.72 P5 P6Fx 5.7 5.7 500Mz 5.13 5.13 500 1500 500

2500

Unit Weight of soil gs 16.00 kN/m3

Length of Pile Cap l 2.50 m

Width of Pile Cap b 4.00 m

Depth of Pile Cap Dpc 1.00 m

No of Piles n 6Nos.

Area of pedestal Apeach 1.10 m

Total area of pedestal Ap 1.10 m2

Capacity of pile

Vertical Ppv 550 kN

Lateral Ppp 55 kN

Pullout Pph 300 kN

Increment Factor for Wind loads Fincw 1 Increment for current load case

Increment Factor for Seismic forces Fincs 1 finc = 1

Calculations :

Vertical Loads

Area of Pile Cap Apc l * b 10 m2

Apcnett = (Apc-Ap) 8.90 m

Soil Weight Wsoil (df-dpc) *gs * Apcnett 199.30 kN

Self Weight of Pile Cap Wswpc Apc * Dpc * 25 250 kN

Total SW 449.30 kN

Vertical Load Pv SFy + SW 3646.80 kN

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Pile Forces

PV = Pv / n + Mx/ z* n + Mz / x n

Sl No Pile x z Pv / n Fp

Desig (m) (m) (kN) (kN)1 P1 -0.75 -1.50 531.7 531.657

2 P2 0.75 -1.50 533.9 533.937

3 P3 -0.75 0.00 531.8 531.777

4 P4 0.75 0.00 534.1 534.057

5 P5 -0.75 1.50 531.9 531.897

6 P6 0.75 1.50 534.2 534.177

SFp 3197.5

Sx2 3.375 Max 534.18 kN

Sz2 9.0 Min 531.66 kN

Check for Compressive Force

Pile group efficency for For Six pile Ge = 1.00

Max force in Pile = 534.2 kN Safe

Permissible Compressive Force Finc * Ppv * Ge = 550 kN

Check for Lateral Force

SHx 5.7 kNSHz 0.8 kN

Resultant H sqrt( SHx2 + SHy2) 5.76 kNLateral Force per Pile H / n 0.96 kN Safe

Permissible Lateral force Finc * Pph * Ge = 55.0 kN

Check for Pull Out

Since all Piles are in Compression,Pull Out Check is Not necessary

Minimum compressive force 531.66 kN Safe

Permissible Tensile Force Finc * Ppp 300 kN

175319119.xls.ms_office ANALYSIS 2

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3/29

AVANT GARDE

Project :Ram Nagar Chinni Mills - Boiler foundation

ANALYSIS OF 6 PILE GROUP

Column Grid: F3

Load Combination : DL + LL + Self Weight + Wind Load/sl(case 1)Column size = 1050 x 1050 Axis:

Design Data :Y(dn) X

Sum Column Load Z500 P2

p1

Unit KN-m P3Fy 2733.8 2733.8 4000 3000 P4Fz 0.8 0.8Mx 0.72 0.72 P5 P6Fx 91.3 91.3 500Mz 82.17 82.17 500 1500 500

2500

Unit Weight of soil gs 16.00 kN/m3

Length of Pile Cap l 2.50 m

Width of Pile Cap b 4.00 m

Depth of Pile Cap Dpc 1.00 m

No of Piles n 6Nos.

Area of pedestal Apeach 1.10 m

Total area of pedestal Ap 1.10 m2

Capacity of pile

Vertical Ppv 550 kN

Lateral Ppp 55 kN

Pullout Pph 300 kN

Increment Factor for Wind loads Fincw 1.25 Increment for current load case

Increment Factor for Seismic forces Fincs 1.25 finc = 1.25

Calculations :

Vertical Loads

Area of Pile Cap Apc l * b 10 m2

Apcnett = (Apc-Ap) 8.90 m

Soil Weight Wsoil (df-dpc) *gs * Apcnett 199.30 kN

Self Weight of Pile Cap Wswpc Apc * Dpc * 25 250 kN

Total SW 449.30 kN

Vertical Load Pv SFy + SW 3183.10 kN

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Pile Forces

PV = Pv / n + Mx/ z* n + Mz / x n

Sl No Pile x z Pv / n Fp

Desig (m) (m) (kN) (kN)1 P1 -0.75 -1.50 437.3 437.253

2 P2 0.75 -1.50 473.8 473.773

3 P3 -0.75 0.00 437.4 437.373

4 P4 0.75 0.00 473.9 473.893

5 P5 -0.75 1.50 437.5 437.493

6 P6 0.75 1.50 474 474.013

SFp 2733.8

Sx2 3.375 Max 474.01 kN

Sz2 9.0 Min 437.25 kN

Check for Compressive Force

Pile group efficency for For Six pile Ge = 1.00

Max force in Pile = 474.0 kN Safe

Permissible Compressive Force Finc * Ppv * Ge = 687.5 kN

Check for Lateral Force

SHx 91.3 kNSHz 0.8 kN

Resultant H sqrt( SHx2 + SHy2) 91.30 kNLateral Force per Pile H / n 15.22 kN Safe

Permissible Lateral force Finc * Pph * Ge = 68.8 kN

Check for Pull Out

Since all Piles are in Compression,Pull Out Check is Not necessary

Minimum compressive force 437.25 kN Safe

Permissible Tensile Force Finc * Ppp 375 kN

175319119.xls.ms_office ANALYSIS 4

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AVANT GARDE

Project :Ram Nagar Chinni Mills - Boiler foundation

ANALYSIS OF 6 PILE GROUP

Column Grid: F3

Load Combination : DL + LL + Self Weight + Wind Load/sl(case 2)Column size = 1050 x 1050 Axis:

Design Data :Y(dn) X

Sum Column Load Z500 P2

p1

Unit KN-m P3Fy 3429.7 3429.7 4000 3000 P4Fz 4.7 4.7Mx 4.23 4.23 P5 P6Fx 5.7 5.7 500Mz 5.13 5.13 500 1500 500

2500

Unit Weight of soil gs 16.00 kN/m3

Length of Pile Cap l 2.50 m

Width of Pile Cap b 4.00 m

Depth of Pile Cap Dpc 1.00 m

No of Piles n 6Nos.

Area of pedestal Apeach 1.10 m

Total area of pedestal Ap 1.10 m2

Capacity of pile

Vertical Ppv 550 kN

Lateral Ppp 55 kN

Pullout Pph 300 kN

Increment Factor for Wind loads Fincw 1.25 Increment for current load case

Increment Factor for Seismic forces Fincs 1.25 finc = 1.25

Calculations :

Vertical Loads

Area of Pile Cap Apc l * b 10 m2

Apcnett = (Apc-Ap) 8.90 m

Soil Weight Wsoil (df-dpc) *gs * Apcnett 199.30 kN

Self Weight of Pile Cap Wswpc Apc * Dpc * 25 250 kN

Total SW 449.30 kN

Vertical Load Pv SFy + SW 3879.00 kN

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Pile Forces

PV = Pv / n + Mx/ z* n + Mz / x n

Sl No Pile x z Pv / n Fp

Desig (m) (m) (kN) (kN)1 P1 -0.75 -1.50 569.8 569.772

2 P2 0.75 -1.50 572.1 572.052

3 P3 -0.75 0.00 570.5 570.477

4 P4 0.75 0.00 572.8 572.757

5 P5 -0.75 1.50 571.2 571.182

6 P6 0.75 1.50 573.5 573.462

SFp 3429.7

Sx2 3.375 Max 573.46 kN

Sz2 9.0 Min 569.77 kN

Check for Compressive Force

Pile group efficency for For Six pile Ge = 1.00

Max force in Pile = 573.5 kN Safe

Permissible Compressive Force Finc * Ppv * Ge = 687.5 kN

Check for Lateral Force

SHx 5.7 kNSHz 4.7 kN

Resultant H sqrt( SHx2 + SHy2) 7.39 kNLateral Force per Pile H / n 1.23 kN Safe

Permissible Lateral force Finc * Pph * Ge = 68.8 kN

Check for Pull Out

Since all Piles are in Compression,Pull Out Check is Not necessary

Minimum compressive force 569.77 kN Safe

Permissible Tensile Force Finc * Ppp 375 kN

175319119.xls.ms_office ANALYSIS 6

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AVANT GARDE

Project :Ram Nagar Chinni Mills - Boiler foundation

ANALYSIS OF 6 PILE GROUP

Column Grid: H3

Load Combination : DL + LL + Self WeightColumn size = 1050 x 1050 Axis:

Design Data :Y(dn) X

Sum Column Load Z500 P2

p1

Unit KN-m P3Fy 3271.4 3271.4 4000 3000 P4Fz 2.6 2.6Mx 2.34 2.34 P5 P6Fx 0.7 0.7 500Mz 0.63 0.63 500 1500 500

2500

Unit Weight of soil gs 16.00 kN/m3

Length of Pile Cap l 2.50 m

Width of Pile Cap b 4.00 m

Depth of Pile Cap Dpc 1.00 m

No of Piles n 6Nos.

Area of pedestal Apeach 1.10 m

Total area of pedestal Ap 1.10 m2

Capacity of pile

Vertical Ppv 550 kN

Lateral Ppp 55 kN

Pullout Pph 300 kN

Increment Factor for Wind loads Fincw 1 Increment for current load case

Increment Factor for Seismic forces Fincs 1 finc = 1

Calculations :

Vertical Loads

Area of Pile Cap Apc l * b 10 m2

Apcnett = (Apc-Ap) 8.90 m

Soil Weight Wsoil (df-dpc) *gs * Apcnett 199.30 kN

Self Weight of Pile Cap Wswpc Apc * Dpc * 25 250 kN

Total SW 449.30 kN

Vertical Load Pv SFy + SW 3720.70 kN

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Pile Forces

PV = Pv / n + Mx/ z* n + Mz / x n

Sl No Pile x z Pv / n Fp

Desig (m) (m) (kN) (kN)1 P1 -0.75 -1.50 544.7 544.703

2 P2 0.75 -1.50 545 544.983

3 P3 -0.75 0.00 545.1 545.093

4 P4 0.75 0.00 545.4 545.373

5 P5 -0.75 1.50 545.5 545.483

6 P6 0.75 1.50 545.8 545.763

SFp 3271.4

Sx2 3.375 Max 545.76 kN

Sz2 9.0 Min 544.7 kN

Check for Compressive Force

Pile group efficency for For Six pile Ge = 1.00

Max force in Pile = 545.8 kN Safe

Permissible Compressive Force Finc * Ppv * Ge = 550 kN

Check for Lateral Force

SHx 0.7 kNSHz 2.6 kN

Resultant H sqrt( SHx2 + SHy2) 2.69 kNLateral Force per Pile H / n 0.45 kN Safe

Permissible Lateral force Finc * Pph * Ge = 55.0 kN

Check for Pull Out

Since all Piles are in Compression,Pull Out Check is Not necessary

Minimum compressive force 544.70 kN Safe

Permissible Tensile Force Finc * Ppp 300 kN

175319119.xls.ms_office ANALYSIS 8

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AVANT GARDE

Project :Ram Nagar Chinni Mills - Boiler foundation

ANALYSIS OF 6 PILE GROUP

Column Grid: H3

Load Combination : DL + LL + Self Weight +WL /SL(CASE 1)Column size = 1050 x 1050 Axis:

Design Data :Y(dn) X

Sum Column Load Z500 P2

p1

Unit KN-m P3Fy 2966.5 2966.5 4000 3000 P4Fz 2.6 2.6Mx 2.34 2.34 P5 P6Fx 38.1 38.1 500Mz 34.29 34.29 500 1500 500

2500

Unit Weight of soil gs 16.00 kN/m3

Length of Pile Cap l 2.50 m

Width of Pile Cap b 4.00 m

Depth of Pile Cap Dpc 1.00 m

No of Piles n 6Nos.

Area of pedestal Apeach 1.10 m

Total area of pedestal Ap 1.10 m2

Capacity of pile

Vertical Ppv 550 kN

Lateral Ppp 55 kN

Pullout Pph 300 kN

Increment Factor for Wind loads Fincw 1.25 Increment for current load case

Increment Factor for Seismic forces Fincs 1.25 finc = 1.25

Calculations :

Vertical Loads

Area of Pile Cap Apc l * b 10 m2

Apcnett = (Apc-Ap) 8.90 m

Soil Weight Wsoil (df-dpc) *gs * Apcnett 199.30 kN

Self Weight of Pile Cap Wswpc Apc * Dpc * 25 250 kN

Total SW 449.30 kN

Vertical Load Pv SFy + SW 3415.80 kN

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Pile Forces

PV = Pv / n + Mx/ z* n + Mz / x n

Sl No Pile x z Pv / n Fp

Desig (m) (m) (kN) (kN)1 P1 -0.75 -1.50 486.4 486.407

2 P2 0.75 -1.50 501.6 501.647

3 P3 -0.75 0.00 486.8 486.797

4 P4 0.75 0.00 502 502.037

5 P5 -0.75 1.50 487.2 487.187

6 P6 0.75 1.50 502.4 502.427

SFp 2966.5

Sx2 3.375 Max 502.43 kN

Sz2 9.0 Min 486.41 kN

Check for Compressive Force

Pile group efficency for For Six pile Ge = 1.00

Max force in Pile = 502.4 kN Safe

Permissible Compressive Force Finc * Ppv * Ge = 687.5 kN

Check for Lateral Force

SHx 38.1 kNSHz 2.6 kN

Resultant H sqrt( SHx2 + SHy2) 38.19 kNLateral Force per Pile H / n 6.36 kN Safe

Permissible Lateral force Finc * Pph * Ge = 68.8 kN

Check for Pull Out

Since all Piles are in Compression,Pull Out Check is Not necessary

Minimum compressive force 486.41 kN Safe

Permissible Tensile Force Finc * Ppp 375 kN

175319119.xls.ms_office ANALYSIS 10

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AVANT GARDE

Project :Ram Nagar Chinni Mills - Boiler foundation

ANALYSIS OF 6 PILE GROUP

Column Grid: H3

Load Combination : DL + LL + Self Weight +WL /SL(CASE 2)Column size = 1050 x 1050 Axis:

Design Data :Y(dn) X

Sum Column Load Z500 P2

p1

Unit KN-m P3Fy 3609.9 3609.9 4000 3000 P4Fz 3.7 3.7Mx 3.33 3.33 P5 P6Fx 0.7 0.7 500Mz 0.63 0.63 500 1500 500

2500

Unit Weight of soil gs 16.00 kN/m3

Length of Pile Cap l 2.50 m

Width of Pile Cap b 4.00 m

Depth of Pile Cap Dpc 1.00 m

No of Piles n 6Nos.

Area of pedestal Apeach 1.10 m

Total area of pedestal Ap 1.10 m2

Capacity of pile

Vertical Ppv 550 kN

Lateral Ppp 55 kN

Pullout Pph 300 kN

Increment Factor for Wind loads Fincw 1.25 Increment for current load case

Increment Factor for Seismic forces Fincs 1.25 finc = 1.25

Calculations :

Vertical Loads

Area of Pile Cap Apc l * b 10 m2

Apcnett = (Apc-Ap) 8.90 m

Soil Weight Wsoil (df-dpc) *gs * Apcnett 199.30 kN

Self Weight of Pile Cap Wswpc Apc * Dpc * 25 250 kN

Total SW 449.30 kN

Vertical Load Pv SFy + SW 4059.20 kN

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Pile Forces

PV = Pv / n + Mx/ z* n + Mz / x n

Sl No Pile x z Pv / n Fp

Desig (m) (m) (kN) (kN)1 P1 -0.75 -1.50 601 600.955

2 P2 0.75 -1.50 601.2 601.235

3 P3 -0.75 0.00 601.5 601.510

4 P4 0.75 0.00 601.8 601.790

5 P5 -0.75 1.50 602.1 602.065

6 P6 0.75 1.50 602.3 602.345

SFp 3609.9

Sx2 3.375 Max 602.35 kN

Sz2 9.0 Min 600.96 kN

Check for Compressive Force

Pile group efficency for For Six pile Ge = 1.00

Max force in Pile = 602.3 kN Safe

Permissible Compressive Force Finc * Ppv * Ge = 687.5 kN

Check for Lateral Force

SHx 0.7 kNSHz 3.7 kN

Resultant H sqrt( SHx2 + SHy2) 3.77 kNLateral Force per Pile H / n 0.63 kN Safe

Permissible Lateral force Finc * Pph * Ge = 68.8 kN

Check for Pull Out

Since all Piles are in Compression,Pull Out Check is Not necessary

Minimum compressive force 600.96 kN Safe

Permissible Tensile Force Finc * Ppp 375 kN

175319119.xls.ms_office ANALYSIS 12

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AVANT GARDE

Project :Ram Nagar Chinni Mills - Boiler foundation

ANALYSIS OF 6 PILE GROUP

Column Grid: H5

Load Combination : DL + LL + Self WeightColumn size = 1050 x 1050 Axis:

Design Data :Y(dn) X

Sum Column Load Z500 P2

p1

Unit KN-m P3Fy 3298.1 3298.1 4000 3000 P4Fz 2.5 2.5Mx 2.25 2.25 P5 P6Fx 0.5 0.5 500Mz 0.45 0.45 500 1500 500

2500

Unit Weight of soil gs 16.00 kN/m3

Length of Pile Cap l 2.50 m

Width of Pile Cap b 4.00 m

Depth of Pile Cap Dpc 1.00 m

No of Piles n 6Nos.

Area of pedestal Apeach 1.10 m

Total area of pedestal Ap 1.10 m2

Capacity of pile

Vertical Ppv 550 kN

Lateral Ppp 55 kN

Pullout Pph 300 kN

Increment Factor for Wind loads Fincw 1 Increment for current load case

Increment Factor for Seismic forces Fincs 1 finc = 1

Calculations :

Vertical Loads

Area of Pile Cap Apc l * b 10 m2

Apcnett = (Apc-Ap) 8.90 m

Soil Weight Wsoil (df-dpc) *gs * Apcnett 199.30 kN

Self Weight of Pile Cap Wswpc Apc * Dpc * 25 250 kN

Total SW 449.30 kN

Vertical Load Pv SFy + SW 3747.40 kN

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Pile Forces

PV = Pv / n + Mx/ z* n + Mz / x n

Sl No Pile x z Pv / n Fp

Desig (m) (m) (kN) (kN)1 P1 -0.75 -1.50 549.2 549.208

2 P2 0.75 -1.50 549.4 549.408

3 P3 -0.75 0.00 549.6 549.583

4 P4 0.75 0.00 549.8 549.783

5 P5 -0.75 1.50 550 549.958

6 P6 0.75 1.50 550.2 550.158

SFp 3298.1

Sx2 3.375 Max 550.16 kN

Sz2 9.0 Min 549.21 kN

Check for Compressive Force

Pile group efficency for For Six pile Ge = 1.00

Max force in Pile = 550.2 kN UNSAFE

Permissible Compressive Force Finc * Ppv * Ge = 550 kN

Check for Lateral Force

SHx 0.5 kNSHz 2.5 kN

Resultant H sqrt( SHx2 + SHy2) 2.55 kNLateral Force per Pile H / n 0.42 kN Safe

Permissible Lateral force Finc * Pph * Ge = 55.0 kN

Check for Pull Out

Since all Piles are in Compression,Pull Out Check is Not necessary

Minimum compressive force 549.21 kN Safe

Permissible Tensile Force Finc * Ppp 300 kN

175319119.xls.ms_office ANALYSIS 14

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AVANT GARDE

Project :Ram Nagar Chinni Mills - Boiler foundation

ANALYSIS OF 6 PILE GROUP

Column Grid: H5

Load Combination : DL + LL + Self Weight +WL /SL(CASE 2)Column size = 1050 x 1050 Axis:

Design Data :Y(dn) X

Sum Column Load Z500 P2

p1

Unit KN-m P3Fy 3350.8 3350.8 4000 3000 P4Fz 2.5 2.5Mx 2.25 2.25 P5 P6Fx 37.8 37.8 500Mz 34.02 34.02 500 1500 500

2500

Unit Weight of soil gs 16.00 kN/m3

Length of Pile Cap l 2.50 m

Width of Pile Cap b 4.00 m

Depth of Pile Cap Dpc 1.00 m

No of Piles n 6Nos.

Area of pedestal Apeach 1.10 m

Total area of pedestal Ap 1.10 m2

Capacity of pile

Vertical Ppv 550 kN

Lateral Ppp 55 kN

Pullout Pph 300 kN

Increment Factor for Wind loads Fincw 1.25 Increment for current load case

Increment Factor for Seismic forces Fincs 1.25 finc = 1.25

Calculations :

Vertical Loads

Area of Pile Cap Apc l * b 10 m2

Apcnett = (Apc-Ap) 8.90 m

Soil Weight Wsoil (df-dpc) *gs * Apcnett 199.30 kN

Self Weight of Pile Cap Wswpc Apc * Dpc * 25 250 kN

Total SW 449.30 kN

Vertical Load Pv SFy + SW 3800.10 kN

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Pile Forces

PV = Pv / n + Mx/ z* n + Mz / x n

Sl No Pile x z Pv / n Fp

Desig (m) (m) (kN) (kN)1 P1 -0.75 -1.50 550.5 550.532

2 P2 0.75 -1.50 565.7 565.652

3 P3 -0.75 0.00 550.9 550.907

4 P4 0.75 0.00 566 566.027

5 P5 -0.75 1.50 551.3 551.282

6 P6 0.75 1.50 566.4 566.402

SFp 3350.8

Sx2 3.375 Max 566.4 kN

Sz2 9.0 Min 550.53 kN

Check for Compressive Force

Pile group efficency for For Six pile Ge = 1.00

Max force in Pile = 566.4 kN Safe

Permissible Compressive Force Finc * Ppv * Ge = 687.5 kN

Check for Lateral Force

SHx 37.8 kNSHz 2.5 kN

Resultant H sqrt( SHx2 + SHy2) 37.88 kNLateral Force per Pile H / n 6.31 kN Safe

Permissible Lateral force Finc * Pph * Ge = 68.8 kN

Check for Pull Out

Since all Piles are in Compression,Pull Out Check is Not necessary

Minimum compressive force 550.53 kN Safe

Permissible Tensile Force Finc * Ppp 375 kN

175319119.xls.ms_office ANALYSIS 16

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AVANT GARDE

Project :Ram Nagar Chinni Mills - Boiler foundation

ANALYSIS OF 6 PILE GROUP

Column Grid: H5

Load Combination : DL + LL + Self Weight +WL /SL(CASE 2)Column size = 1050 x 1050 Axis:

Design Data :Y(dn) X

Sum Column Load Z500 P2

p1

Unit KN-m P3Fy 2969.9 2969.9 4000 3000 P4Fz 8.4 8.4Mx 7.56 7.56 P5 P6Fx 0.5 0.5 500Mz 0.45 0.45 500 1500 500

2500

Unit Weight of soil gs 16.00 kN/m3

Length of Pile Cap l 2.50 m

Width of Pile Cap b 4.00 m

Depth of Pile Cap Dpc 1.00 m

No of Piles n 6Nos.

Area of pedestal Apeach 1.10 m

Total area of pedestal Ap 1.10 m2

Capacity of pile

Vertical Ppv 550 kN

Lateral Ppp 55 kN

Pullout Pph 300 kN

Increment Factor for Wind loads Fincw 1.25 Increment for current load case

Increment Factor for Seismic forces Fincs 1.25 finc = 1.25

Calculations :

Vertical Loads

Area of Pile Cap Apc l * b 10 m2

Apcnett = (Apc-Ap) 8.90 m

Soil Weight Wsoil (df-dpc) *gs * Apcnett 199.30 kN

Self Weight of Pile Cap Wswpc Apc * Dpc * 25 250 kN

Total SW 449.30 kN

Vertical Load Pv SFy + SW 3419.20 kN

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Pile Forces

PV = Pv / n + Mx/ z* n + Mz / x n

Sl No Pile x z Pv / n Fp

Desig (m) (m) (kN) (kN)1 P1 -0.75 -1.50 493.6 493.623

2 P2 0.75 -1.50 493.8 493.823

3 P3 -0.75 0.00 494.9 494.883

4 P4 0.75 0.00 495.1 495.083

5 P5 -0.75 1.50 496.1 496.143

6 P6 0.75 1.50 496.3 496.343

SFp 2969.9

Sx2 3.375 Max 496.34 kN

Sz2 9.0 Min 493.62 kN

Check for Compressive Force

Pile group efficency for For Six pile Ge = 1.00

Max force in Pile = 496.3 kN Safe

Permissible Compressive Force Finc * Ppv * Ge = 687.5 kN

Check for Lateral Force

SHx 0.5 kNSHz 8.4 kN

Resultant H sqrt( SHx2 + SHy2) 8.41 kNLateral Force per Pile H / n 1.40 kN Safe

Permissible Lateral force Finc * Pph * Ge = 68.8 kN

Check for Pull Out

Since all Piles are in Compression,Pull Out Check is Not necessary

Minimum compressive force 493.62 kN Safe

Permissible Tensile Force Finc * Ppp 375 kN

175319119.xls.ms_office ANALYSIS 18

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AVANT GARDE

Project :Ram Nagar Chinni Mills - Boiler foundation

ANALYSIS OF 6 PILE GROUP

Column Grid: F5

Load Combination : DL + LL + Self WeightColumn size = 1050 x 1050 Axis:

Design Data :Y(dn) X

Sum Column Load Z500 P2

p1

Unit KN-m P3Fy 3280.8 3280.8 4000 3000 P4Fz 0.9 0.9Mx 0.81 0.81 P5 P6Fx 5 5 500Mz 4.5 4.5 500 1500 500

2500

Unit Weight of soil gs 16.00 kN/m3

Length of Pile Cap l 2.50 m

Width of Pile Cap b 4.00 m

Depth of Pile Cap Dpc 1.00 m

No of Piles n 6Nos.

Area of pedestal Apeach 1.10 m

Total area of pedestal Ap 1.10 m2

Capacity of pile

Vertical Ppv 550 kN

Lateral Ppp 55 kN

Pullout Pph 300 kN

Increment Factor for Wind loads Fincw 1 Increment for current load case

Increment Factor for Seismic forces Fincs 1 finc = 1

Calculations :

Vertical Loads

Area of Pile Cap Apc l * b 10 m2

Apcnett = (Apc-Ap) 8.90 m

Soil Weight Wsoil (df-dpc) *gs * Apcnett 199.30 kN

Self Weight of Pile Cap Wswpc Apc * Dpc * 25 250 kN

Total SW 449.30 kN

Vertical Load Pv SFy + SW 3730.10 kN

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Pile Forces

PV = Pv / n + Mx/ z* n + Mz / x n

Sl No Pile x z Pv / n Fp

Desig (m) (m) (kN) (kN)1 P1 -0.75 -1.50 545.7 545.665

2 P2 0.75 -1.50 547.7 547.665

3 P3 -0.75 0.00 545.8 545.800

4 P4 0.75 0.00 547.8 547.800

5 P5 -0.75 1.50 545.9 545.935

6 P6 0.75 1.50 547.9 547.935

SFp 3280.8

Sx2 3.375 Max 547.94 kN

Sz2 9.0 Min 545.67 kN

Check for Compressive Force

Pile group efficency for For Six pile Ge = 1.00

Max force in Pile = 547.9 kN Safe

Permissible Compressive Force Finc * Ppv * Ge = 550 kN

Check for Lateral Force

SHx 5 kNSHz 0.9 kN

Resultant H sqrt( SHx2 + SHy2) 5.08 kNLateral Force per Pile H / n 0.85 kN Safe

Permissible Lateral force Finc * Pph * Ge = 55.0 kN

Check for Pull Out

Since all Piles are in Compression,Pull Out Check is Not necessary

Minimum compressive force 545.67 kN Safe

Permissible Tensile Force Finc * Ppp 300 kN

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AVANT GARDE

Project :Ram Nagar Chinni Mills - Boiler foundation

ANALYSIS OF 6 PILE GROUP

Column Grid: F5

Load Combination : DL + LL + Self Weight +WL/SL(CASE1)Column size = 1050 x 1050 Axis:

Design Data :Y(dn) X

Sum Column Load Z500 P2

p1

Unit KN-m P3Fy 2836.5 2836.5 4000 3000 P4Fz 0.9 0.9Mx 0.81 0.81 P5 P6Fx 95.8 95.8 500Mz 86.22 86.22 500 1500 500

2500

Unit Weight of soil gs 16.00 kN/m3

Length of Pile Cap l 2.50 m

Width of Pile Cap b 4.00 m

Depth of Pile Cap Dpc 1.00 m

No of Piles n 6Nos.

Area of pedestal Apeach 1.10 m

Total area of pedestal Ap 1.10 m2

Capacity of pile

Vertical Ppv 550 kN

Lateral Ppp 55 kN

Pullout Pph 300 kN

Increment Factor for Wind loads Fincw 1.25 Increment for current load case

Increment Factor for Seismic forces Fincs 1.25 finc = 1.25

Calculations :

Vertical Loads

Area of Pile Cap Apc l * b 10 m2

Apcnett = (Apc-Ap) 8.90 m

Soil Weight Wsoil (df-dpc) *gs * Apcnett 199.30 kN

Self Weight of Pile Cap Wswpc Apc * Dpc * 25 250 kN

Total SW 449.30 kN

Vertical Load Pv SFy + SW 3285.80 kN

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Pile Forces

PV = Pv / n + Mx/ z* n + Mz / x n

Sl No Pile x z Pv / n Fp

Desig (m) (m) (kN) (kN)1 P1 -0.75 -1.50 453.5 453.455

2 P2 0.75 -1.50 491.8 491.775

3 P3 -0.75 0.00 453.6 453.590

4 P4 0.75 0.00 491.9 491.910

5 P5 -0.75 1.50 453.7 453.725

6 P6 0.75 1.50 492 492.045

SFp 2836.5

Sx2 3.375 Max 492.05 kN

Sz2 9.0 Min 453.46 kN

Check for Compressive Force

Pile group efficency for For Six pile Ge = 1.00

Max force in Pile = 492.0 kN Safe

Permissible Compressive Force Finc * Ppv * Ge = 687.5 kN

Check for Lateral Force

SHx 95.8 kNSHz 0.9 kN

Resultant H sqrt( SHx2 + SHy2) 95.80 kNLateral Force per Pile H / n 15.97 kN Safe

Permissible Lateral force Finc * Pph * Ge = 68.8 kN

Check for Pull Out

Since all Piles are in Compression,Pull Out Check is Not necessary

Minimum compressive force 453.46 kN Safe

Permissible Tensile Force Finc * Ppp 375 kN

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AVANT GARDE

Project :Ram Nagar Chinni Mills - Boiler foundation

ANALYSIS OF 6 PILE GROUP

Column Grid: F5

Load Combination : DL + LL + Self Weight +WL/SL(CASE1)Column size = 1050 x 1050 Axis:

Design Data :Y(dn) X

Sum Column Load Z500 P2

p1

Unit KN-m P3Fy 3532.3 3532.3 4000 3000 P4Fz 0.9 0.9Mx 0.81 0.81 P5 P6Fx 84.5 84.5 500Mz 76.05 76.05 500 1500 500

2500

Unit Weight of soil gs 16.00 kN/m3

Length of Pile Cap l 2.50 m

Width of Pile Cap b 4.00 m

Depth of Pile Cap Dpc 1.00 m

No of Piles n 6Nos.

Area of pedestal Apeach 1.10 m

Total area of pedestal Ap 1.10 m2

Capacity of pile

Vertical Ppv 550 kN

Lateral Ppp 55 kN

Pullout Pph 300 kN

Increment Factor for Wind loads Fincw 1.25 Increment for current load case

Increment Factor for Seismic forces Fincs 1.25 finc = 1.25

Calculations :

Vertical Loads

Area of Pile Cap Apc l * b 10 m2

Apcnett = (Apc-Ap) 8.90 m

Soil Weight Wsoil (df-dpc) *gs * Apcnett 199.30 kN

Self Weight of Pile Cap Wswpc Apc * Dpc * 25 250 kN

Total SW 449.30 kN

Vertical Load Pv SFy + SW 3981.60 kN

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Pile Forces

PV = Pv / n + Mx/ z* n + Mz / x n

Sl No Pile x z Pv / n Fp

Desig (m) (m) (kN) (kN)1 P1 -0.75 -1.50 571.7 571.682

2 P2 0.75 -1.50 605.5 605.482

3 P3 -0.75 0.00 571.8 571.817

4 P4 0.75 0.00 605.6 605.617

5 P5 -0.75 1.50 572 571.952

6 P6 0.75 1.50 605.8 605.752

SFp 3532.3

Sx2 3.375 Max 605.75 kN

Sz2 9.0 Min 571.68 kN

Check for Compressive Force

Pile group efficency for For Six pile Ge = 1.00

Max force in Pile = 605.8 kN Safe

Permissible Compressive Force Finc * Ppv * Ge = 687.5 kN

Check for Lateral Force

SHx 84.5 kNSHz 0.9 kN

Resultant H sqrt( SHx2 + SHy2) 84.50 kNLateral Force per Pile H / n 14.08 kN Safe

Permissible Lateral force Finc * Pph * Ge = 68.8 kN

Check for Pull Out

Since all Piles are in Compression,Pull Out Check is Not necessary

Minimum compressive force 571.68 kN Safe

Permissible Tensile Force Finc * Ppp 375 kN

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AVANT GARDE

Project :Ram Nagar Chinni Mills - Boiler foundation

Design of Pile Cap for PC

Column Grid: F3

500 P1 P2

P3 P4

4000 3000

P5 P6

500

500 1500 500

2500

Pedestal Size

Width B = 500 mm Strength of Concrete fck = 25 N/mm

Depth D = 900 mm Strength of Steel fy = 415 N/mm

Assuming the Dia of Main Bar 20 mmAssuming the Dia of Main Bar (other direction) 16 mm

Clear Cover to the Tie Reinf. 40 mm

Effective Cov. 40+20/2 50 mm

Eff. Depth of Pile Cap deff 950.00 mm

Loads on pile cap :

Self Weigth of pile cap = 25 kN/m2

unit wt. of Soil 18.00 kN/m

Thickness of PC 1.00 m

Total pressure = 25.00 kN/m2

pile diameter 500 mm

Pile reaction = 550 + 550.0

Distance of Pile from the face of = 1050 mm

pedestal

Distance from the face of Ped. = 1550 mm

to edge of PC

B.M at the face of pedestal (550.00 + 550.00)x1.05 - 25 x 2.5 x 1.55/2

= 1079.92 + 0.288

= 1080.21 kNm

Shear force at d/2 from face of pedestal

Critical shear section = 475 mm from face of column (As per cl34.2.4

Factor = 1.00

Shear force at critical section = (550.00 + 550.00)x 1.000 -25x2.5 x 1.075

= 1032.81 kN

OTHER DIRECTION

Max. pile reaction occur in pile = 550 + 1100.00 ( 437.37+437.49)

Distance of Pile from the face of pedeatal = 500 mm

Distance from the face of coln to edge of PC = 1000 mm

B.M at the face of pedestal (550.00 + 1100.00)x0.5 - 25 x 4 x 1/2

= 775 + 20.5425

= 795.543 kNm

Shear force at d/2 from face of pedestal

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Direction 1 Direction. 2

Load Factor 1.5 1.5

Factored Moment 648.13 298.33 648.13 kN.m / m - width

Factored Shear 619.69 599.06 619.69 kN / m -width

Reinforcement Longer span:

Mu = 648.13

= 648.13 kN.m

Mu/bd2

= 648.13 / (1000 x 950^2)

= 0.7181451 N/mm2

Pt = 0.206 %

Ast = 1957.4939 mm2

Required Spacing = 160.49055 mm

Provide 20 @ 125 mm C/C Pt = 0.26

Reinforcement shorter span:

Mu = 298.33

= 298.33 kN.m

Mu/bd2

= 298.33 / (1000 x 950^2)

= 0.3305578 N/mm2

Pt = 0.093 % < 0.15%

Provide minimum Pt = 0.15 %

Ast = 1425 mm2

Required Spacing = 141.09609 mm

Provide 16 @ 125 mm C/C Pt = 0.26

Top Reinforcement

Providing Minimum % of Steel = 0.12 %

Ast = 0.12 x 1000 x 1000

100

= 1200 mm2

Providing 12 mm dia Bar at 100 mm C/C in Shorter Span

Providing 12 mm dia Bar at 100 mm C/C in Longer Span

Check for Punching Shear :

For Column load :

Maximum column load (V) = 3300 kN Load Factor 1.5

Vu = 1.5 x 3300.00

= 4950.00 kN

Shear stress = Vu / bo x d

bo = (500 + 950 + 900 +950)x 2

= 6600 mm

Shear stress = 0.79 N/mm2

Permisible shear stress = 0.25 x fck

1.25 N/mm2

SAFE

For pile reaction :

Maximum pile reaction = 474.01 kN Load Factor 1.5

Vu = 1.5 x 474.01

= 711.0 kN

Punching shear at pile perimeter = 711.0x1000/(3.14x(500+950))*950

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Check for one way shear

Maximum shear force Vu = 619.69 kN

(Calculated above)

= 619.69

= 619.7 kN

Width of pilecap at shear section = 1000 mm

Shear stress, tv = 0.65 N/mmAllowable shear stress for Pt 0.26 tc = 0.36 N/mm (IS456:2000 Table 19)Increased Shear Stress = 2d x tc/av av = d (IS456:2000 Cl.40.5.1)

= 0.72 N/mm> 0.65

SAFE

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AVANT GARDE

Project :Ram Nagar Chinni Mills - Boiler foundation

ANALYSIS OF 6 PILE GROUP

Column Grid: E3

Load Combination : DL + LL + Self Weight + Wind LoadColumn size = 1050 x 1050 Axis:

Design Data :Y(dn) X

Sum Column Load Z500 P2

p1

Unit KN-m P3Fy 2664.5 2664.5 4000 3000 P4Fz 3.42 3.42Mx 2.74 2.74 P5 P6Fx 162.5 162.5 500Mz 117 117 500 1500 500

2500

Unit Weight of soil gs 16.00 kN/m3

Length of Pile Cap l 2.50 m

Width of Pile Cap b 4.00 m

Depth of Pile Cap Dpc 1.00 m

No of Piles n 6Nos.

Area of pedestal Apeach 0.27 m

Total area of pedestal Ap 0.27 m2

Capacity of pile

Vertical Ppv 450 kN

Lateral Ppp 45 kN

Pullout Pph 210 kN

Increment Factor for Wind loads Fincw 1.25 Increment for current load case

Increment Factor for Seismic forces Fincs 1.25 finc = 1.25

Calculations :

Vertical Loads

Area of Pile Cap Apc l * b 10 m2

Apcnett = (Apc-Ap) 9.73 m

Soil Weight Wsoil (df-dpc) *gs * Apcnett 217.95 kN

Self Weight of Pile Cap Wswpc Apc * Dpc * 25 250 kN

Total SW 467.95 kN

Vertical Load Pv SFy + SW 3132.45 kN

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Pile Forces

PV = Pv / n + Mx/ z* n + Mz / x n

Sl No Pile x z Pv / n Fp

Desig (m) (m) (kN) (kN)1 P1 -0.75 -1.50 417.6 417.627

2 P2 0.75 -1.50 469.6 469.627

3 P3 -0.75 0.00 418.1 418.083

4 P4 0.75 0.00 470.1 470.083

5 P5 -0.75 1.50 418.5 418.540

6 P6 0.75 1.50 470.5 470.540

SFp 2664.5

Sx2 3.375 Max 470.54 kN

Sz2 9.0 Min 417.63 kN

Check for Compressive Force

Pile group efficency for For Six pile Ge = 1.00

Max force in Pile = 470.5 kN Safe

Permissible Compressive Force Finc * Ppv * Ge = 562.5 kN

Check for Lateral Force

SHx 162.5 kNSHz 3.42 kN

Resultant H sqrt( SHx2 + SHy2) 162.54 kNLateral Force per Pile H / n 27.09 kN Safe

Permissible Lateral force Finc * Pph * Ge = 56.3 kN

Check for Pull Out

Since all Piles are in Compression,Pull Out Check is Not necessary

Minimum compressive force 417.63 kN Safe

Permissible Tensile Force Finc * Ppp 262.5 kN