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NODE NO. FOR COMBINED FO

3188

3392 2801

33811 2794

16 2998

1 2991

3195

XY

Z

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TING CALCULATION

3976

4180

3582

3983

4370

3589 4574

3779 4173 4567

3786 4377

Load 1

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4764

4771

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PURNA DESIGN ENGINEERS PVT. LTD .

CLIENT : GMR INFRASTRUCTURE LIMITED .

PROJECT : EMCO ENERGY LTD .

2 x 300MW, TPP AT WARORA, CHANDRAPUR DIST. MAHARASHTRA .

TITLE : COMBINED FOOTING DESIGN OF PR-5A .

REV : RGTCE.5773A-404-GIL-DOC-1038

DESIGN BY : RMK APR: BVR DATE: 14-03-2011

L2 L1 L3

Y

B1

X x

B2

Y

Footing mark:

Design of Combined footing by limit state method.

Node no. 3582 & 3589

Description Units Symbol Formula

Load case 13 14 15

SBC of soil S 250 250 250

Founding depth from FGL H 3.5 3.5 3.5

Height of pedestal above FGL H1 0.5 0.5 0.5

Grade of steel N/mm2 fy 500 500 500

Density of soil kN/m3 w 18 18 18

Center to center distance between pedestals M L1 2.5 2.5 2.5

Cantilever length from C/L of Ped-2(Left) M L2 0.85 0.85 0.85

Cantilever length from C/L of Ped-1(Rigth) M L3 0.85 0.85 0.85

Cantilever length from C/L of Ped-1&2(Top) M B1 2.3 2.3 2.3

Cantilever length from C/L of Ped-1&2(Bottom) M B2 2.3 2.3 2.3

Vertical load-1 kN P1 124.8 168.55 85.32 35

Vertical load-2 kN P2 162.12 205.88 122.64 -6

Horizontal load - Fx1 kN Fx1 0.37 0.44 0.3 2

Horizontal load - Fx2 kN Fx2 -0.43 -0.5 -0.36 2

Horizontal load - Fy1 kN Fy1 -25.65 -42.91 -10.3 -4

Horizontal load - Fy2 kN Fy2 -31.59 -48.85 -16.24 -

Moment about x-x1 axis kNm Mx1 -101.3 -168.4 -41.67 -18

Moment about x-x2 axis kNm Mx2 -124.92 -192.02 -65.29 -3

Moment about y-y axis kNm My1 1.47 1.76 1.2 11

Moment about y-y axis kNm My2 -1.7 -2 -1.43 1

Load factor Lf 1.5 1.2 1.2

Net SBC kN/m2 S 250 250 250

Type of load "N" for normal and "E" for W/E load N E E E

Grade of concrete N/mm2 fck 30 30 30

Moment of resistance co-efficient = M.R./fck*b*d^2 Q 0.13 0.13 0.13

Water table height from NGL m Hw 4 4 4

Calculation:

Footing data:

Length along X - direction m L L1+L2+L3 4.2 4.2 4.2

Length along Y - direction m B B1+B2 4.6 4.6 4.6

Area of footing m2 A L*B 19.32 19.32 19.32 1

Thickness of footing m T 0.5 0.5 0.5

12

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Total vertical load kN Papp P1+P2 286.92 374.43 207.96

Self wt. of footing kN Wf A*T*25 241.5 241.5 241.5

Clear cover to reinforcement mm C 50 50 50

Pedestal data:

Pedestal dimension C1 along X - direction m l1 0.45 0.45 0.45

Pedestal dimension C1 along Z - direction m b1 0.7 0.7 0.7

Pedesstal dimension C2 along X - direction m l2 0.45 0.45 0.45 Pedestal dimension C2 along Z - direction m b2 0.7 0.7 0.7

Self wt. of pedestal m Wp ((l1*b1)+(l2*b2))*(H-T+H1)*25 55.13 55.13 55.13

Soil weight over the footing kN Ws (A-(2*l*b))*(H-T)*w 1009.26 1009.26 1009.26 1

Total weight kN Wt Papp+Wf+Wp+Ws 1592.8 1680.31 1513.85

Center of gravity for load group:

Total applied moment about Y-Y kNm Mapp-y My1+My2 -0.23 -0.23 -0.23

Total applied moment about X-X kNm Mapp-x Mx1+Mx2 -226.21 -360.42 -106.96 -

Weight of pedestal - 1 kN Wp1 l1*b1*(H-T+H1)*25 27.56 27.56 27.56

Weight of pedestal - 2 kN Wp2 l2*b2*(H-T+H1)*25 27.56 27.56 27.56

Weight of soil at pedestal-1 kN Ws1 l1*b1*(H-T)*w 17.01 17.01 17.01

Weight of soil at pedestal-2 kN Ws2 l2*b2*(H-T)*w 17.01 17.01 17.01

Moment of soil weight about Y-Y kNm Msy 2119.45 2119.45 2 119.45 2

Moment of soil weight about X-X kNm Msx 2321.3 2321.3 2321.3

Taking moment about lower left corner - CG

X-bar m X-bar 2.071 2.072 2.069

Y-bar m Y-bar 2.300 2.300 2.300

Ex m Ex L/2 - X-bar 0.0293 0.0278 0.0308 -

Ey m Ey B/2 - Y-bar 0 0 0

Moment due to Ex(about Y-Y) kNm Mey Wt * Ex 46.65 46.66 46.65 -

Moment due to Ey (about - X-X) kNm Mex Wt * Ey 0.00 0.00 0.00

Total moment about X-X kNm Mx Mappx + Mex -226.21 -360.42 -106.96 -

Total moment about Y-Y kNm My Mappy + Mey 46.42 46.42 46.42 -

Section modulus about x-x m3 Zxx (1/6)*(B^2*L) 14.81 14.81 14.81

Section modulus about y-y m3 Zyy (1/6)*(L^2*B) 13.52 13.52 13.52

Mx/Zx kN/m2 Mx/Zx Mx/Zx -15.27 -24.33 -7.22

My/Zy kN/m2 My/Zy My/Zy 3.43 3.43 3.43

P/A kN/m2 P/A Wt / A 82.44 86.97 78.36

Pressure at bottom left kN/m2 P1 P/A+Mx/Zx+My/Zy 70.60 66.07 74.57

Pressure at top right kN/m2 P2 P/A-Mx/Zx-My/Zy 94.28 107.87 82.15

Pressure at top left kN/m2 P3 P/A-Mx/Zx+My/Zy 101.15 114.74 89.01

Pressure at top right kN/m2 P4 P/A+Mx/Zx-My/Zy 63.74 59.21 67.70

Check for bearing pressure

Max. base pressure kN/m2 Wt/(l*b) 82.443 86.973 78.357

Allowable bearing stress kN/m2 S+(H*1.25)*w 313.00 328.75 328.75

Pressure ratio P1 / (S+(H*1 or 1.25)*w) 0.23 0.20 0.23

Check for Over turning about X-X:

Overturning moment kNm Mx 226.21 360.42 106.96

Resisting moment kNm RTM Wt * (B/2+Ey) 3663.44 3864.72 3481.85 3

Factor of safety FOS 16.19 10.72 32.55

SAFE SAFE SAFE SAF

(L*B*(H-T)*w*L/2)-(Ws1*(L1+L2))-(Ws2*L2)

(L*B*(H-T)*w*B/2)-(Ws1*(B2)-(Ws2*B2)

((P1*(L1+L2))+(P2*L2)+(Wf*L/2)+(Wp1*(L1+L2))+(Wp2*L2)+Msy)/Wt

((P1*B2)+(P2*B2)+(Wf*B/2)+(Wp1*B2)+(Wp2*B2)+Msx)/Wt

NOTENSION

NOTENSION

NOTENSION

NOTEN

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Check for Over turning about Y-Y:

Overturning moment kNm My 46.42 46.42 46.42

Resisting moment kNm RTM Wt * (L/2+Ex) 3391.53 3575.31 3225.74 2

Factor of safety FOS 73.06 77.02 69.49

SAFE SAFE SAFE SAF

Check for uplift pressure:

Total uplift pressure kN/m2 Pw (H-Hw)*10*A -96.60 -96.60 -96.60 Total resisting pressure kN/m2 Wt 1592.80 1680.31 1513.85 1

FOS Wt/Pw 16.49 17.39 15.67

SAFE SAFE SAFE SAF

Check for sliding in X - direction:

Horizontal force kN Fx Fx1+Fx2 -0.06 -0.06 -0.06

Restoring force including uplift kN Frx 0.3(Wt - Pw) 506.82 533.07 483.13

FOS Frx/Fx 8738.28 9190.92 8329.91

Frx/Fx SAFE SAFE SAFE SAF

Check for sliding in Y - direction:

Horizontal force kN Fy Fy1+Fy2 -57.23 -91.77 -26.54

Restoring force including uplift kN Fry 0.3(Wt - Pw) 506.82 533.07 483.13

FOS Fry/Fy 8.86 5.81 18.20

SAFE SAFE SAFE SAF

Check for Punching shear:

For pedestal -1

Allowable shear stress under limit state Ss Ks * tc 1.37 1.37 1.37

Beeta-c min of l1/b1 or b1/l1 0.64 0.64 0.64

Ks Ks 0.5+Beeta-c 1.00 1.00 1.00

tc tc 0.25*sqrt(fck) 1.37 1.37 1.37

Depth required dreq. (P1-BP*l1*b1)/(2*l1+2*b1)*Ss 65.10 91.15 41.60

Check SAFE SAFE SAFE SAF

For pedestal -2

Allowable shear stress under limit state Ss Ks * tc 1.37 1.37 1.37

Beeta-c min of l2/b2 or b2/l2 0.64 0.64 0.64

Ks Ks 0.5+Beeta-c 1.00 1.00 1.00

tc tc 0.25*sqrt(fck) 1.37 1.37 1.37 Depth required dreq. (P2-BP*l2*b2)/(2*l2+2*b2)*Ss 87.32 113.37 63.82

Check SAFE SAFE SAFE SAF

Max. base pressure (1) 113.789 kN/m2

Uplift pressure due to water (2) 0.000 kN/m2

Self weight of footing (3) 12.500 kN/m2

Soil weight (4) 52.239 kN/m2

Design base pressure =(1)+(2)-(3)-(4) BP 49.050 kN/m2

Calculating the Bending moment and Shear forces:

Moment on back cantilever of P1&P2: Mlbc BP * B1^2/2 129.74 129.74 129.74

Moment on front cantilever of P1&P2 Mfc BP * B2^2/3 129.74 129.74 129.74

S.F. at d/2 from front face of cantilever Vfc BP*(B2-(b1/2)-d/2) 84.76 84.76 84.76

S.F. at d/2 from front column towards middle Vfy BP*(B2+(b1/2)+d/2)-P 28.06 28.06 28.06

S.F. at d/2 from back face of cantilever Vbc BP*(B1-(b1/2)-d/2) 84.76 84.76 84.76

S.F. at d/2 from back column towards middle Vby BP*(B1+(b1/2)+d/2)-P 28.06 28.06 28.06

Moment on left cantilever pedestal - 2 Mlc BP*L2^2/2 17.72 17.72 17.72

Moment on right cantilever pedestal - 1 Mrc BP*L3^2/2 17.72 17.72 17.72

Moment at middle of "X" direction MX (BP*L^2/2) - P*L1/2 303.86 303.86 303.86

S.F. at d/2 from left face of cantilever Vlc BP*(L2-(l2/2)-d/2) 19.77 19.77 19.77

S.F. at d/2 from left column towards middle Vlx BP*(L2+(l2/2)+d/2)-P -39.39 -39.39 -39.39

S.F. at d/2 from right face of cantilever Vrc BP*(L3-(l2/2)-d/2) 19.77 19.77 19.77

S.F. at d/2 from right column towards middle Vrx BP*(L3+(l2/2)+d/2)-P -39.39 -39.39 -39.39

BOTTOM:

Reinforcement along X-X axis:

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Dia. Of bar mm d1 12.00 12.00 12.00

Provided spacing of bar mm sp1 150.00 150.00 150.00

Bending moment kNm Mub Mlc or Mrc * Lf 26.58 21.26 21.26

Effective depth required mm deff. 81.62 73.00 73.00

Effective depth provided mm dpro. 444.00 444.00 444.00

Stress N/mm2 kx M/b*d^2 0.13 0.11 0.11

pt % ref.SP-16-table - 4 0.07 0.07 0.07

Ast mm2 Astx 310.80 310.80 310.80 Ast min. mm2 Astmx 600.00 600.00 600.00

Required spacing of bar mm sr 188.40 188.40 188.40

Check for spacing of reinforcement SAFE SAFE SAFE SAF

Check for one way shear:

Shear force kN Vx 29.65 23.72 23.72

Shear stress N/mm2 tv 0.07 0.05 0.05

Permissible shear stress 0.33 0.33 0.33

SAFE SAFE SAFE SAF

TOP:

Reinforcement along X-X axis:

Dia. Of bar mm d1 20.00 20.00 20.00

Provided spacing of bar mm sp1 100.00 100.00 100.00

Bending moment kNm Mut Mx * Lf 455.79 364.64 364.64

Effective depth required mm deff. 337.99 302.30 302.30

Effective depth provided mm dpro. 440.00 440.00 440.00 Stress N/mm2 kx M/b*d^2 2.35 1.88 1.88

pt % ref.SP-16-table - 4 0.60 0.46 0.46

Ast mm2 Astx 2644.40 2028.40 2028.40 2

Ast min. mm2 Astmx 600.00 600.00 600.00

Required spacing of bar mm sr 118.74 154.80 154.80

Check for spacing of reinforcement SAFE SAFE SAFE SAF

Check for one way shear:

Shear force kN Vx -59.08 -47.26 -47.26

Shear stress N/mm2 tv 0.13 0.11 0.11

Permissible shear stress 0.54 0.45 0.45

SAFE SAFE SAFE SAF

BOTTOM:

Reinforcement along Y-Y axis:Dia. Of bar mm d1 12.00 12.00 12.00

Provided spacing of bar mm sp1 100.00 100.00 100.00

Bending moment kNm Mu Mfc or Mrc* Lf 194.60 155.68 155.68

Effective depth required mm deff. 220.85 197.53 197.53

Effective depth provided mm dpro. 437.93 437.95 437.95

Stress N/mm2 ky M/b*d^2 1.01 0.81 0.81

pt % ref.SP-16-table - 4 0.24 0.19 0.19

Ast mm2 Astx 1051.04 832.10 832.10

Ast min. mm2 Astmx 600.00 600.00 600.00

Required spacing of bar mm sr 107.55 135.85 135.85

Check for spacing of reinforcement SAFE SAFE SAFE SAF

Check for one way shear:

Shear force kN Vy 127.14 101.71 101.71

Shear stress N/mm2 tv 0.29 0.23 0.23

Permissible shear stress 0.33 0.33 0.33

SAFE SAFE SAFE SAF

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Total vertical load kN Papp P1+P2 217.57 129.91 296.65

Self wt. of footing kN Wf A*T*25 220.5 220.5 220.5

Clear cover to reinforcement mm C 50 50 50

Pedestal data:

Pedestal dimension C1 along X - direction m l1 0.45 0.45 0.45

Pedestal dimension C1 along Z - direction m b1 0.7 0.7 0.7

Pedesstal dimension C2 along X - direction m l2 0.45 0.45 0.45 Pedestal dimension C2 along Z - direction m b2 0.7 0.7 0.7

Self wt. of pedestal m Wp ((l1*b1)+(l2*b2))*(H-T+H1)*25 55.13 55.13 55.13

Soil weight over the footing kN Ws (A-(2*l*b))*(H-T)*w 918.54 918.54 918.54

Total weight kN Wt Papp+Wf+Wp+Ws 1411.73 1324.07 1490.81 1

Center of gravity for load group:

Total applied moment about Y-Y kNm Mapp-y My1+My2 0.02 0.02 0.02

Total applied moment about X-X kNm Mapp-x Mx1+Mx2 103.73 -30.83 223.29

Weight of pedestal - 1 kN Wp1 l1*b1*(H-T+H1)*25 27.56 27.56 27.56

Weight of pedestal - 2 kN Wp2 l2*b2*(H-T+H1)*25 27.56 27.56 27.56

Weight of soil at pedestal-1 kN Ws1 l1*b1*(H-T)*w 17.01 17.01 17.01

Weight of soil at pedestal-2 kN Ws2 l2*b2*(H-T)*w 17.01 17.01 17.01

Moment of soil weight about Y-Y kNm Msy 1928.93 1928.93 1 928.93 1

Moment of soil weight about X-X kNm Msx 1928.93 1928.93 1 928.93 1

Taking moment about lower left corner - CG

X-bar m X-bar 2.068 2.066 2.069

Y-bar m Y-bar 2.100 2.100 2.100

Ex m Ex L/2 - X-bar 0.0322 0.0343 0.0305 -

Ey m Ey B/2 - Y-bar 0 0 0

Moment due to Ex(about Y-Y) kNm Mey Wt * Ex 45.48 45.48 45.48 -

Moment due to Ey (about - X-X) kNm Mex Wt * Ey 0.00 0.00 0.00

Total moment about X-X kNm Mx Mappx + Mex 103.73 -30.83 223.29

Total moment about Y-Y kNm My Mappy + Mey 0.02 0.02 0.02

Section modulus about x-x m3 Zxx (1/6)*(B^2*L) 12.35 12.35 12.35

Section modulus about y-y m3 Zyy (1/6)*(L^2*B) 12.35 12.35 12.35

Mx/Zx kN/m2 Mx/Zx Mx/Zx 8.40 -2.50 18.08

My/Zy kN/m2 My/Zy My/Zy 0.00 0.00 0.00

P/A kN/m2 P/A Wt / A 80.03 75.06 84.51

Pressure at bottom left kN/m2 P1 P/A+Mx/Zx+My/Zy 88.43 72.57 102.60

Pressure at top right kN/m2 P2 P/A-Mx/Zx-My/Zy 71.63 77.56 66.43

Pressure at top left kN/m2 P3 P/A-Mx/Zx+My/Zy 71.63 77.56 66.43

Pressure at top right kN/m2 P4 P/A+Mx/Zx-My/Zy 88.43 72.56 102.60

Check for bearing pressure

Max. base pressure kN/m2 Wt/(l*b) 80.030 75.061 84.513

Allowable bearing stress kN/m2 S+(H*1.25)*w 313.00 328.75 328.75

Pressure ratio P1 / (S+(H*1 or 1.25)*w) 0.28 0.22 0.31

Check for Over turning about X-X:

Overturning moment kNm Mx 103.73 30.83 223.29

Resisting moment kNm RTM Wt * (B/2+Ey) 2964.63 2780.56 3130.71 2

Factor of safety FOS 28.58 90.19 14.02

SAFE SAFE SAFE SAF

Check for Over turning about Y-Y:Overturning moment kNm My 0.02 0.02 0.02

(L*B*(H-T)*w*L/2)-(Ws1*(L1+L2))-(Ws2*L2)

(L*B*(H-T)*w*B/2)-(Ws1*(B2)-(Ws2*B2)

((P1*(L1+L2))+(P2*L2)+(Wf*L/2)+(Wp1*(L1+L2))+(Wp2*L2)+Msy)/Wt

((P1*B2)+(P2*B2)+(Wf*B/2)+(Wp1*B2)+(Wp2*B2)+Msx)/Wt

NOTENSION

NOTENSION

NOTENSION

NOTEN

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Resisting moment kNm RTM Wt * (L/2+Ex) 3010.11 2826.04 3176.19 2

Factor of safety FOS 188132.14 176627.29 198511.65

SAFE SAFE SAFE SAF

Check for uplift pressure:

Total uplift pressure kN/m2 Pw (H-Hw)*10*A -88.20 -88.20 -88.20

Total resisting pressure kN/m2 Wt 1411.73 1324.07 1490.81 1

FOS Wt/Pw 16.01 15.01 16.90 SAFE SAFE SAFE SAF

Check for sliding in X - direction:

Horizontal force kN Fx Fx1+Fx2 0.00 0.00 0.00

Restoring force including uplift kN Frx 0.3(Wt - Pw) 449.98 423.68 473.70

FOS Frx/Fx 112494.75 105920.55 118425.90

SAFE SAFE SAFE SAF

Check for sliding in Y - direction:

Horizontal force kN Fy Fy1+Fy2 25.72 -8.91 56.49

Restoring force including uplift kN Fry 0.3(Wt - Pw) 449.98 423.68 473.70

FOS Fry/Fy 17.50 47.56 8.39

SAFE SAFE SAFE SAF

Check for Punching shear:For pedestal -1

Allowable shear stress under limit state Ss Ks * tc 1.37 1.37 1.37

Beeta-c min of l1/b1 or b1/l1 0.64 0.64 0.64

Ks Ks 0.5+Beeta-c 1.00 1.00 1.00

tc tc 0.25*sqrt(fck) 1.37 1.37 1.37

Depth required dreq. (P1-BP*l1*b1)/(2*l1+2*b1)*Ss 44.51 18.42 68.05

Check SAFE SAFE SAFE SAF

For pedestal -2

Allowable shear stress under limit state Ss Ks * tc 1.37 1.37 1.37

Beeta-c min of l2/b2 or b2/l2 0.64 0.64 0.64

Ks Ks 0.5+Beeta-c 1.00 1.00 1.00

tc tc 0.25*sqrt(fck) 1.37 1.37 1.37

Depth required dreq. (P2-BP*l2*b2)/(2*l2+2*b2)*Ss 66.17 40.08 89.71

Check SAFE SAFE SAFE SAF

Max. base pressure (1) 114.821 kN/m2

Uplift pressure due to water (2) 0.000 kN/m2

Self weight of footing (3) 12.500 kN/m2

Soil weight (4) 52.071 kN/m2

Design base pressure =(1)+(2)-(3)-(4) BP 50.249 kN/m2

Calculating the Bending moment and Shear forces:

Moment on back cantilever of P1&P2: Mlbc BP * B1^2/2 110.80 110.80 110.80

Moment on front cantilever of P1&P2 Mfc BP * B2^2/3 110.80 110.80 110.80

S.F. at d/2 from front face of cantilever Vfc BP*(B2-(b1/2)-d/2) 76.78 76.78 76.78

S.F. at d/2 from front column towards middle Vfy BP*(B2+(b1/2)+d/2)-P 28.74 28.74 28.74

S.F. at d/2 from back face of cantilever Vbc BP*(B1-(b1/2)-d/2) 76.78 76.78 76.78

S.F. at d/2 from back column towards middle Vby BP*(B1+(b1/2)+d/2)-P 28.74 28.74 28.74

Moment on left cantilever pedestal - 2 Mlc BP*L2^2/2 18.15 18.15 18.15

Moment on right cantilever pedestal - 1 Mrc BP*L3^2/2 18.15 18.15 18.15

Moment at middle of "X" direction MX (BP*L^2/2) - P*L1/2 311.30 311.30 311.30

S.F. at d/2 from left face of cantilever Vlc BP*(L2-(l2/2)-d/2) 20.25 20.25 20.25

S.F. at d/2 from left column towards middle Vlx BP*(L2+(l2/2)+d/2)-P -40.35 -40.35 -40.35

S.F. at d/2 from right face of cantilever Vrc BP*(L3-(l2/2)-d/2) 20.25 20.25 20.25

S.F. at d/2 from right column towards middle Vrx BP*(L3+(l2/2)+d/2)-P -40.35 -40.35 -40.35

BOTTOM:

Reinforcement along X-X axis:

Dia. Of bar mm d1 12.00 12.00 12.00

Provided spacing of bar mm sp1 150.00 150.00 150.00

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Bending moment kNm Mub Mlc or Mrc * Lf 27.23 21.78 21.78

Effective depth required mm deff. 82.61 73.89 73.89

Effective depth provided mm dpro. 444.00 444.00 444.00

Stress N/mm2 kx M/b*d^2 0.14 0.11 0.11

pt % ref.SP-16-table - 4 0.07 0.07 0.07

Ast mm2 Astx 310.80 310.80 310.80

Ast min. mm2 Astmx 600.00 600.00 600.00

Required spacing of bar mm sr 188.40 188.40 188.40 Check for spacing of reinforcement SAFE SAFE SAFE SAF

Check for one way shear:

Shear force kN Vx 30.38 24.30 24.30

Shear stress N/mm2 tv 0.07 0.05 0.05

Permissible shear stress 0.33 0.33 0.33

SAFE SAFE SAFE SAF

TOP:

Reinforcement along X-X axis:

Dia. Of bar mm d1 20.00 20.00 20.00

Provided spacing of bar mm sp1 100.00 100.00 100.00

Bending moment kNm Mut Mx * Lf 466.94 373.55 373.55

Effective depth required mm deff. 342.09 305.98 305.98

Effective depth provided mm dpro. 440.00 440.00 440.00

Stress N/mm2 kx M/b*d^2 2.41 1.93 1.93

pt % ref.SP-16-table - 4 0.62 0.48 0.48 Ast mm2 Astx 2706.00 2090.00 2090.00 2

Ast min. mm2 Astmx 600.00 600.00 600.00

Required spacing of bar mm sr 116.04 150.24 150.24

Check for spacing of reinforcement SAFE SAFE SAFE SAF

Check for one way shear:

Shear force kN Vx -60.53 -48.42 -48.42

Shear stress N/mm2 tv 0.14 0.11 0.11

Permissible shear stress 0.54 0.45 0.45

SAFE SAFE SAFE SAF

BOTTOM:

Reinforcement along Y-Y axis:

Dia. Of bar mm d1 12.00 12.00 12.00

Provided spacing of bar mm sp1 125.00 125.00 125.00 Bending moment kNm Mu Mfc or Mrc* Lf 166.20 132.96 132.96

Effective depth required mm deff. 204.09 182.55 182.55

Effective depth provided mm dpro. 437.93 437.94 437.94

Stress N/mm2 ky M/b*d^2 0.87 0.69 0.69

pt % ref.SP-16-table - 4 0.20 0.15 0.15

Ast mm2 Astx 884.62 670.06 670.06

Ast min. mm2 Astmx 600.00 600.00 600.00

Required spacing of bar mm sr 127.78 168.70 168.70

Check for spacing of reinforcement SAFE SAFE SAFE SAF

Check for one way shear:

Shear force kN Vy 115.17 92.14 92.14

Shear stress N/mm2 tv 0.26 0.21 0.21

Permissible shear stress 0.33 0.33 0.33

SAFE SAFE SAFE SAF

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PURNA DESIGN ENGINEERS PVT. LTD .

CLIENT : GMR INFRASTRUCTURE LIMITED .

PROJECT : EMCO ENERGY LTD .

2 x 300MW, TPP AT WARORA, CHANDRAPUR DIST. MAHARASHTRA .

TITLE : COMBINED FOOTING DESIGN OF PR-5A .

REV : RGTCE.5773A-404-GIL-DOC-1038

DESIGN BY : RMK APR: BVR DATE :14-03-2011

L2 L1 L3

Y

B1

X x

B2

Y

Footing mark:

Design of Combined footing by limit state method.

Node no. 3188 & 3195

Description Units Symbol Formula

Load case 13 14 15

SBC of soil S 250 250 250 2

Founding depth from FGL H 3.5 3.5 3.5 3

Height of pedestal above FGL H1 0.5 0.5 0.5 0

Grade of steel N/mm2 fy 500 500 500 5

Density of soil kN/m3 w 18 18 18

Center to center distance between pedestals M L1 2.5 2.5 2.5 2

Cantilever length from C/L of Ped-2(Left) M L2 0.75 0.75 0.75 0.

Cantilever length from C/L of Ped-1(Rigth) M L3 0.75 0.75 0.75 0.

Cantilever length from C/L of Ped-1&2(Top) M B1 2 2 2

Cantilever length from C/L of Ped-1&2(Bottom) M B2 2 2 2

Vertical load-1 kN P1 100.32 95.01 105.24 325.

Vertical load-2 kN P2 135.52 130.21 140.44 -89.

Horizontal load - Fx1 kN Fx1 0.41 0.4 0.42 28.

Horizontal load - Fx2 kN Fx2 -0.37 -0.36 -0.39 27

Horizontal load - Fy1 kN Fy1 -0.05 -0.7 0.59 -0.

Horizontal load - Fy2 kN Fy2 -0.06 -0.71 0.58 -0.

Moment about x-x1 axis kNm Mx1 0.12 -0.74 1 0

Moment about x-x2 axis kNm Mx2 0.12 -0.74 1 0.Moment about y-y axis kNm My1 1.63 1.58 1.68 113.

Moment about y-y axis kNm My2 -1.49 -1.44 -1.54 110.

Load factor Lf 1.5 1.2 1.2 1

Net SBC kN/m2 S 250 250 250 2

Type of load "N" for normal and "E" for W/E load N E E E

Grade of concrete N/mm2 fck 30 30 30

Moment of resistance co-efficient = M.R./fck*b*d^2 Q 0.13 0.13 0.13 0.

Water table height from NGL m Hw 4 4 4

Calculation:

Footing data:

Length along X - direction m L L1+L2+L3 4 4 4

Length along Y - direction m B B1+B2 4 4 4

Area of footing m2 A L*B 16 16 16

Thickness of footing m T 0.45 0.45 0.45 0.

.

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Total vertical load kN Papp P1+P2 235.84 225.22 245.68 23

Self wt. of footing kN Wf A*T*25 180 180 180

Clear cover to reinforcement mm C 50 50 50

Pedestal data:

Pedestal dimension C1 along X - direction m l1 0.45 0.45 0.45

Pedestal dimension C1 along Z - direction m b1 0.7 0.7 0.7

Pedesstal dimension C2 along X - direction m l2 0.45 0.45 0.45 Pedestal dimension C2 along Z - direction m b2 0.7 0.7 0.7

Self wt. of pedestal m Wp ((l1*b1)+(l2*b2))*(H-T+H1)*25 55.91 55.91 55.91 5

Soil weight over the footing kN Ws (A-(2*l*b))*(H-T)*w 843.81 843.81 843.81 84

Total weight kN Wt Papp+Wf+Wp+Ws 1315.57 1304.95 1325.4 13

Center of gravity for load group:

Total applied moment about Y-Y kNm Mapp-y My1+My2 0.14 0.14 0.14 2

Total applied moment about X-X kNm Mapp-x Mx1+Mx2 0.23 -1.48 2.01

Weight of pedestal - 1 kN Wp1 l1*b1*(H-T+H1)*25 27.96 27.96 27.96 2

Weight of pedestal - 2 kN Wp2 l2*b2*(H-T+H1)*25 27.96 27.96 27.96 2

Weight of soil at pedestal-1 kN Ws1 l1*b1*(H-T)*w 17.29 17.29 17.29

Weight of soil at pedestal-2 kN Ws2 l2*b2*(H-T)*w 17.29 17.29 17.29

Moment of soil weight about Y-Y kNm Msy 1687.63 1687.63 1687.63 168

Moment of soil weight about X-X kNm Msx 1687.63 1687.63 1687.63 168

Taking moment about lower left corner - CG

X-bar m X-bar 1.967 1.966 1.967 2

Y-bar m Y-bar 2.000 2.000 2.000 2

Ex m Ex L/2 - X-bar 0.0334 0.0337 0.0332 -0

Ey m Ey B/2 - Y-bar 0 0 0

Moment due to Ex(about Y-Y) kNm Mey Wt * Ex 43.99 43.99 43.99 -5

Moment due to Ey (about - X-X) kNm Mex Wt * Ey 0.00 0.00 0.00

Total moment about X-X kNm Mx Mappx + Mex 0.23 -1.48 2.01

Total moment about Y-Y kNm My Mappy + Mey 44.13 44.13 44.13 -29

Section modulus about x-x m3 Zxx (1/6)*(B^2*L) 10.67 10.67 10.67

Section modulus about y-y m3 Zyy (1/6)*(L^2*B) 10.67 10.67 10.67

Mx/Zx kN/m2 Mx/Zx Mx/Zx 0.02 -0.14 0.19

My/Zy kN/m2 My/Zy My/Zy 4.14 4.14 4.14 -2

P/A kN/m2 P/A Wt / A 82.22 81.56 82.84 8

Pressure at bottom left kN/m2 P1 P/A+Mx/Zx+My/Zy 86.38 85.56 87.16 5

Pressure at top right kN/m2 P2 P/A-Mx/Zx-My/Zy 78.06 77.56 78.51 10

Pressure at top left kN/m2 P3 P/A-Mx/Zx+My/Zy 86.34 85.84 86.79 5

Pressure at top right kN/m2 P4 P/A+Mx/Zx-My/Zy 78.11 77.28 78.89 10

Check for bearing pressure

Max. base pressure kN/m2 Wt/(l*b) 82.223 81.559 82.838 82

Allowable bearing stress kN/m2 S+(H*1.25)*w 313.00 328.75 328.75 32

Pressure ratio P1 / (S+(H*1 or 1.25)*w) 0.28 0.26 0.27

Check for Over turning about X-X:

Overturning moment kNm Mx 0.23 1.48 2.01

Resisting moment kNm RTM Wt * (B/2+Ey) 2631.14 2609.90 2650.81 263

Factor of safety FOS 11341.10 1758.69 1320.12 1134

SAFE SAFE SAFE SAFE

Check for Over turning about Y-Y:Overturning moment kNm My 44.13 44.13 44.13 29

(L*B*(H-T)*w*L/2)-(Ws1*(L1+L2))-(Ws2*L2)

(L*B*(H-T)*w*B/2)-(Ws1*(B2)-(Ws2*B2)

((P1*(L1+L2))+(P2*L2)+(Wf*L/2)+(Wp1*(L1+L2))+(Wp2*L2)+Msy)/Wt

((P1*B2)+(P2*B2)+(Wf*B/2)+(Wp1*B2)+(Wp2*B2)+Msx)/Wt

NOTENSION

NOTENSION

NOTENSION

NOTENS

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Resisting moment kNm RTM Wt * (L/2+Ex) 2675.13 2653.89 2694.80 21

Factor of safety FOS 60.62 60.13 61.06

SAFE SAFE SAFE SAFE

Check for uplift pressure:

Total uplift pressure kN/m2 Pw (H-Hw)*10*A -80.00 -80.00 -80.00 -8

Total resisting pressure kN/m2 Wt 1315.57 1304.95 1325.40 13

FOS Wt/Pw 16.44 16.31 16.57 SAFE SAFE SAFE SAFE

Check for sliding in X - direction:

Horizontal force kN Fx Fx1+Fx2 0.03 0.04 0.03 5

Restoring force including uplift kN Frx 0.3(Wt - Pw) 418.67 415.48 421.62 4

FOS Frx/Fx 11962.01 11870.98 12046.32

SAFE SAFE SAFE SAFE

Check for sliding in Y - direction:

Horizontal force kN Fy Fy1+Fy2 -0.11 -1.41 1.17

Restoring force including uplift kN Fry 0.3(Wt - Pw) 418.67 415.48 421.62 4

FOS Fry/Fy 3912.81 295.09 360.67 39

SAFE SAFE SAFE SAFE

Check for Punching shear:For pedestal -1

Allowable shear stress under limit state Ss Ks * tc 1.37 1.37 1.37

Beeta-c min of l1/b1 or b1/l1 0.64 0.64 0.64

Ks Ks 0.5+Beeta-c 1.00 1.00 1.00

tc tc 0.25*sqrt(fck) 1.37 1.37 1.37

Depth required dreq. (P1-BP*l1*b1)/(2*l1+2*b1)*Ss 52.16 49.00 55.09 18

Check SAFE SAFE SAFE SAFE

For pedestal -2

Allowable shear stress under limit state Ss Ks * tc 1.37 1.37 1.37

Beeta-c min of l2/b2 or b2/l2 0.64 0.64 0.64

Ks Ks 0.5+Beeta-c 1.00 1.00 1.00

tc tc 0.25*sqrt(fck) 1.37 1.37 1.37

Depth required dreq. (P2-BP*l2*b2)/(2*l2+2*b2)*Ss 73.11 69.95 76.04 4

Check SAFE SAFE SAFE SAFE

Max. base pressure (1) 104.336 kN/m2

Uplift pressure due to water (2) 0.000 kN/m2

Self weight of footing (3) 11.250 kN/m2

Soil weight (4) 52.738 kN/m2

Design base pressure =(1)+(2)-(3)-(4) BP 40.347 kN/m2

Calculating the Bending moment and Shear forces:

Moment on back cantilever of P1&P2: Mlbc BP * B1^2/2 80.69 80.69 80.69 8

Moment on front cantilever of P1&P2 Mfc BP * B2^2/3 80.69 80.69 80.69 8

S.F. at d/2 from front face of cantilever Vfc BP*(B2-(b1/2)-d/2) 58.62 58.62 58.62 5

S.F. at d/2 from front column towards middle Vfy BP*(B2+(b1/2)+d/2)-P 22.07 22.07 22.07 2

S.F. at d/2 from back face of cantilever Vbc BP*(B1-(b1/2)-d/2) 58.62 58.62 58.62 5

S.F. at d/2 from back column towards middle Vby BP*(B1+(b1/2)+d/2)-P 22.07 22.07 22.07 2

Moment on left cantilever pedestal - 2 Mlc BP*L2^2/2 11.35 11.35 11.35

Moment on right cantilever pedestal - 1 Mrc BP*L3^2/2 11.35 11.35 11.35

Moment at middle of "X" direction MX (BP*L^2/2) - P*L1/2 221.91 221.91 221.91 22

S.F. at d/2 from left face of cantilever Vlc BP*(L2-(l2/2)-d/2) 13.23 13.23 13.23

S.F. at d/2 from left column towards middle Vlx BP*(L2+(l2/2)+d/2)-P -33.41 -33.41 -33.41 -3

S.F. at d/2 from right face of cantilever Vrc BP*(L3-(l2/2)-d/2) 13.23 13.23 13.23

S.F. at d/2 from right column towards middle Vrx BP*(L3+(l2/2)+d/2)-P -33.41 -33.41 -33.41 -3

BOTTOM:

Reinforcement along X-X axis:

Dia. Of bar mm d1 12.00 12.00 12.00

Provided spacing of bar mm sp1 150.00 150.00 150.00 15

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Bending moment kNm Mub Mlc or Mrc * Lf 17.02 13.62 13.62

Effective depth required mm deff. 65.32 58.42 58.42 5

Effective depth provided mm dpro. 394.00 394.00 394.00 39

Stress N/mm2 kx M/b*d^2 0.11 0.09 0.09

pt % ref.SP-16-table - 4 0.07 0.07 0.07

Ast mm2 Astx 275.80 275.80 275.80 27

Ast min. mm2 Astmx 540.00 540.00 540.00 54

Required spacing of bar mm sr 209.33 209.33 209.33 20Check for spacing of reinforcement SAFE SAFE SAFE SAFE

Check for one way shear:

Shear force kN Vx 19.85 15.88 15.88

Shear stress N/mm2 tv 0.05 0.04 0.04

Permissible shear stress 0.33 0.33 0.33

SAFE SAFE SAFE SAFE

TOP:

Reinforcement along X-X axis:

Dia. Of bar mm d1 20.00 20.00 20.00 2

Provided spacing of bar mm sp1 125.00 125.00 125.00 12

Bending moment kNm Mut Mx * Lf 332.87 266.29 266.29 26

Effective depth required mm deff. 288.83 258.34 258.34 25

Effective depth provided mm dpro. 390.00 390.00 390.00 39

Stress N/mm2 kx M/b*d^2 2.19 1.75 1.75

pt % ref.SP-16-table - 4 0.54 0.43 0.43 Ast mm2 Astx 2121.60 1692.60 1692.60 169

Ast min. mm2 Astmx 540.00 540.00 540.00 54

Required spacing of bar mm sr 148.00 185.51 185.51 18

Check for spacing of reinforcement SAFE SAFE SAFE SAFE

Check for one way shear:

Shear force kN Vx -50.11 -40.09 -40.09 -4

Shear stress N/mm2 tv 0.13 0.10 0.10

Permissible shear stress 0.50 0.45 0.45

SAFE SAFE SAFE SAFE

BOTTOM:

Reinforcement along Y-Y axis:

Dia. Of bar mm d1 12.00 12.00 12.00

Provided spacing of bar mm sp1 150.00 150.00 150.00 15Bending moment kNm Mu Mfc or Mrc* Lf 121.04 96.83 96.83 9

Effective depth required mm deff. 174.17 155.79 155.79 15

Effective depth provided mm dpro. 387.94 387.95 387.95 38

Stress N/mm2 ky M/b*d^2 0.80 0.64 0.64

pt % ref.SP-16-table - 4 0.19 0.14 0.14

Ast mm2 Astx 737.08 547.01 547.01 54

Ast min. mm2 Astmx 540.00 540.00 540.00 54

Required spacing of bar mm sr 153.36 206.65 206.65 20

Check for spacing of reinforcement SAFE SAFE SAFE SAFE

Check for one way shear:

Shear force kN Vy 87.94 70.35 70.35 7

Shear stress N/mm2 tv 0.23 0.18 0.18

Permissible shear stress 0.33 0.33 0.33

SAFE SAFE SAFE SAFE

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PURNA DESIGN ENGINEERS PVT. LTD .

CLIENT : GMR INFRASTRUCTURE LIMITED .

PROJECT : EMCO ENERGY LTD .

2 x 300MW, TPP AT WARORA, CHANDRAPUR DIST. MAHARASHTRA .

TITLE : COMBINED FOOTING DESIGN OF PR-5A .

REV : RGTCE.5773A-404-GIL-DOC-1038

DESIGN BY : RMK APR: BVR DATE :14-03-2011

L2 L1 L3

Y

B1

X x

B2

Y

Footing mark:

Design of Combined footing by limit state method.

Node no. 2991 & 2998

Description Units Symbol Formula

Load case 13 14 15

SBC of soil S 250 250 250 2

Founding depth from FGL H 3.5 3.5 3.5 3

Height of pedestal above FGL H1 0.5 0.5 0.5 0

Grade of steel N/mm2 fy 500 500 500 5

Density of soil kN/m3 w 18 18 18

Center to center distance between pedestals M L1 2.5 2.5 2.5 2

Cantilever length from C/L of Ped-2(Left) M L2 0.75 0.75 0.75 0.

Cantilever length from C/L of Ped-1(Rigth) M L3 0.75 0.75 0.75 0.

Cantilever length from C/L of Ped-1&2(Top) M B1 2 2 2

Cantilever length from C/L of Ped-1&2(Bottom) M B2 2 2 2

Vertical load-1 kN P1 103.51 103.59 103.43 330.

Vertical load-2 kN P2 139.57 139.65 139.5 -87.

Horizontal load - Fx1 kN Fx1 0.41 0.42 0.41 28.

Horizontal load - Fx2 kN Fx2 -0.38 -0.38 -0.38 27.

Horizontal load - Fy1 kN Fy1 -0.05 -0.7 0.59 -0.

Horizontal load - Fy2 kN Fy2 -0.05 -0.7 0.59 -0.

Moment about x-x1 axis kNm Mx1 0.12 -0.74 1 0.

Moment about x-x2 axis kNm Mx2 0.12 -0.74 1.01 0.Moment about y-y axis kNm My1 1.66 1.66 1.66 113.

Moment about y-y axis kNm My2 -1.54 -1.54 -1.53 110.

Load factor Lf 1.5 1.2 1.2 1

Net SBC kN/m2 S 250 250 250 2

Type of load "N" for normal and "E" for W/E load N E E E

Grade of concrete N/mm2 fck 30 30 30

Moment of resistance co-efficient = M.R./fck*b*d^2 Q 0.13 0.13 0.13 0.

Water table height from NGL m Hw 4 4 4

Calculation:

Footing data:

Length along X - direction m L L1+L2+L3 4 4 4

Length along Y - direction m B B1+B2 4 4 4

Area of footing m2 A L*B 16 16 16

Thickness of footing m T 0.45 0.45 0.45 0.

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Resisting moment kNm RTM Wt * (L/2+Ex) 2690.69 2691.01 2690.40 212

Factor of safety FOS 59.52 59.53 59.51

SAFE SAFE SAFE SAFE

Check for uplift pressure:

Total uplift pressure kN/m2 Pw (H-Hw)*10*A -80.00 -80.00 -80.00 -8

Total resisting pressure kN/m2 Wt 1322.80 1322.96 1322.66 132

FOS Wt/Pw 16.54 16.54 16.53 SAFE SAFE SAFE SAFE

Check for sliding in X - direction:

Horizontal force kN Fx Fx1+Fx2 0.03 0.03 0.03 5

Restoring force including uplift kN Frx 0.3(Wt - Pw) 420.84 420.89 420.80 42

FOS Frx/Fx 14028.04 13577.08 13574.12

SAFE SAFE SAFE SAFE

Check for sliding in Y - direction:

Horizontal force kN Fy Fy1+Fy2 -0.10 -1.40 1.17

Restoring force including uplift kN Fry 0.3(Wt - Pw) 420.84 420.89 420.80 42

FOS Fry/Fy 4085.84 299.99 359.04 408

SAFE SAFE SAFE SAFE

Check for Punching shear:For pedestal -1

Allowable shear stress under limit state Ss Ks * tc 1.37 1.37 1.37

Beeta-c min of l1/b1 or b1/l1 0.64 0.64 0.64

Ks Ks 0.5+Beeta-c 1.00 1.00 1.00

tc tc 0.25*sqrt(fck) 1.37 1.37 1.37

Depth required dreq. (P1-BP*l1*b1)/(2*l1+2*b1)*Ss 54.09 54.14 54.05 18

Check SAFE SAFE SAFE SAFE

For pedestal -2

Allowable shear stress under limit state Ss Ks * tc 1.37 1.37 1.37

Beeta-c min of l2/b2 or b2/l2 0.64 0.64 0.64

Ks Ks 0.5+Beeta-c 1.00 1.00 1.00

tc tc 0.25*sqrt(fck) 1.37 1.37 1.37

Depth required dreq. (P2-BP*l2*b2)/(2*l2+2*b2)*Ss 75.56 75.61 75.52 4

Check SAFE SAFE SAFE SAFE

Max. base pressure (1) 104.158 kN/m2

Uplift pressure due to water (2) 0.000 kN/m2

Self weight of footing (3) 11.250 kN/m2

Soil weight (4) 52.738 kN/m2

Design base pressure =(1)+(2)-(3)-(4) BP 40.170 kN/m2

Calculating the Bending moment and Shear forces:

Moment on back cantilever of P1&P2: Mlbc BP * B1^2/2 80.34 80.34 80.34 8

Moment on front cantilever of P1&P2 Mfc BP * B2^2/3 80.34 80.34 80.34 8

S.F. at d/2 from front face of cantilever Vfc BP*(B2-(b1/2)-d/2) 58.37 58.37 58.37 5

S.F. at d/2 from front column towards middle Vfy BP*(B2+(b1/2)+d/2)-P 21.97 21.97 21.97 2

S.F. at d/2 from back face of cantilever Vbc BP*(B1-(b1/2)-d/2) 58.37 58.37 58.37 5

S.F. at d/2 from back column towards middle Vby BP*(B1+(b1/2)+d/2)-P 21.97 21.97 21.97 2

Moment on left cantilever pedestal - 2 Mlc BP*L2^2/2 11.30 11.30 11.30

Moment on right cantilever pedestal - 1 Mrc BP*L3^2/2 11.30 11.30 11.30

Moment at middle of "X" direction MX (BP*L^2/2) - P*L1/2 220.93 220.93 220.93 22

S.F. at d/2 from left face of cantilever Vlc BP*(L2-(l2/2)-d/2) 13.18 13.18 13.18

S.F. at d/2 from left column towards middle Vlx BP*(L2+(l2/2)+d/2)-P -33.26 -33.26 -33.26 -3

S.F. at d/2 from right face of cantilever Vrc BP*(L3-(l2/2)-d/2) 13.18 13.18 13.18

S.F. at d/2 from right column towards middle Vrx BP*(L3+(l2/2)+d/2)-P -33.26 -33.26 -33.26 -3

BOTTOM:

Reinforcement along X-X axis:

Dia. Of bar mm d1 12.00 12.00 12.00

Provided spacing of bar mm sp1 150.00 150.00 150.00 15

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Bending moment kNm Mub Mlc or Mrc * Lf 16.95 13.56 13.56

Effective depth required mm deff. 65.17 58.29 58.29 5

Effective depth provided mm dpro. 394.00 394.00 394.00 39

Stress N/mm2 kx M/b*d^2 0.11 0.09 0.09

pt % ref.SP-16-table - 4 0.07 0.07 0.07

Ast mm2 Astx 275.80 275.80 275.80 27

Ast min. mm2 Astmx 540.00 540.00 540.00 54

Required spacing of bar mm sr 209.33 209.33 209.33 20Check for spacing of reinforcement SAFE SAFE SAFE SAFE

Check for one way shear:

Shear force kN Vx 19.76 15.81 15.81

Shear stress N/mm2 tv 0.05 0.04 0.04

Permissible shear stress 0.33 0.33 0.33

SAFE SAFE SAFE SAFE

TOP:

Reinforcement along X-X axis:

Dia. Of bar mm d1 20.00 20.00 20.00 2

Provided spacing of bar mm sp1 125.00 125.00 125.00 12

Bending moment kNm Mut Mx * Lf 331.40 265.12 265.12 26

Effective depth required mm deff. 288.20 257.77 257.77 25

Effective depth provided mm dpro. 390.00 390.00 390.00 39

Stress N/mm2 kx M/b*d^2 2.18 1.74 1.74

pt % ref.SP-16-table - 4 0.54 0.42 0.42 Ast mm2 Astx 2121.60 1641.90 1641.90 164

Ast min. mm2 Astmx 540.00 540.00 540.00 54

Required spacing of bar mm sr 148.00 191.24 191.24 19

Check for spacing of reinforcement SAFE SAFE SAFE SAFE

Check for one way shear:

Shear force kN Vx -49.89 -39.91 -39.91 -3

Shear stress N/mm2 tv 0.13 0.10 0.10

Permissible shear stress 0.50 0.45 0.45

SAFE SAFE SAFE SAFE

BOTTOM:

Reinforcement along Y-Y axis:

Dia. Of bar mm d1 12.00 12.00 12.00

Provided spacing of bar mm sp1 150.00 150.00 150.00 15Bending moment kNm Mu Mfc or Mrc* Lf 120.51 96.41 96.41 9

Effective depth required mm deff. 173.79 155.44 155.44 15

Effective depth provided mm dpro. 387.94 387.95 387.95 38

Stress N/mm2 ky M/b*d^2 0.80 0.64 0.64

pt % ref.SP-16-table - 4 0.19 0.14 0.14

Ast mm2 Astx 737.08 547.01 547.01 54

Ast min. mm2 Astmx 540.00 540.00 540.00 54

Required spacing of bar mm sr 153.36 206.65 206.65 20

Check for spacing of reinforcement SAFE SAFE SAFE SAFE

Check for one way shear:

Shear force kN Vy 87.55 70.04 70.04 7

Shear stress N/mm2 tv 0.23 0.18 0.18

Permissible shear stress 0.33 0.33 0.33

SAFE SAFE SAFE SAFE

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PURNA DESIGN ENGINEERS PVT. LTD .

CLIENT : GMR INFRASTRUCTURE LIMITED .

PROJECT : EMCO ENERGY LTD .

2 x 300MW, TPP AT WARORA, CHANDRAPUR DIST. MAHARASHTRA .

TITLE : COMBINED FOOTING DESIGN OF PR-5A .

REV : RGTCE.5773A-404-GIL-DOC-1038

DESIGN BY : RMK APR: BVR DATE :14-03-2011

L2 L1 L3

Y

B1

X x

B2

Y

Footing mark:

Design of Combined footing by limit state method.

Node no. 2794 & 2801

Description Units Symbol Formula

Load case 13 14 15

SBC of soil S 250 250 250 2

Founding depth from FGL H 3.5 3.5 3.5 3

Height of pedestal above FGL H1 0.5 0.5 0.5 0

Grade of steel N/mm2 fy 500 500 500 5

Density of soil kN/m3 w 18 18 18

Center to center distance between pedestals M L1 2.5 2.5 2.5 2

Cantilever length from C/L of Ped-2(Left) M L2 0.85 0.85 0.85 0.

Cantilever length from C/L of Ped-1(Rigth) M L3 0.85 0.85 0.85 0.

Cantilever length from C/L of Ped-1&2(Top) M B1 2 2 2

Cantilever length from C/L of Ped-1&2(Bottom) M B2 2 2 2

Vertical load-1 kN P1 104.68 110.23 99.56 329.

Vertical load-2 kN P2 139.61 145.15 134.49 -85.

Horizontal load - Fx1 kN Fx1 0.44 0.46 0.43 28.

Horizontal load - Fx2 kN Fx2 -0.36 -0.37 -0.35 27.

Horizontal load - Fy1 kN Fy1 -0.05 -0.69 0.59 -0.

Horizontal load - Fy2 kN Fy2 -0.05 -0.69 0.59 -0.

Moment about x-x1 axis kNm Mx1 0.11 -0.75 1.01 0.

Moment about x-x2 axis kNm Mx2 0.12 -0.75 0 0.

Moment about y-y axis kNm My1 1.76 1.82 1.72 113.

Moment about y-y axis kNm My2 -1.44 -1.49 -1.39 110.

Load factor Lf 1.5 1.2 1.2 1

Net SBC kN/m2 S 250 250 250 2

Type of load "N" for normal and "E" for W/E load N E E E

Grade of concrete N/mm2 fck 30 30 30

Moment of resistance co-efficient = M.R./fck*b*d^2 Q 0.13 0.13 0.13 0.

Water table height from NGL m Hw 4 4 4

Calculation:

Footing data:

Length along X - direction m L L1+L2+L3 4.2 4.2 4.2 4

Length along Y - direction m B B1+B2 4 4 4

Area of footing m2 A L*B 16.8 16.8 16.8 16

Thickness of footing m T 0.45 0.45 0.45 0.

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Total vertical load kN Papp P1+P2 244.29 255.38 234.06 24

Self wt. of footing kN Wf A*T*25 189 189 189

Clear cover to reinforcement mm C 50 50 50

Pedestal data:

Pedestal dimension C1 along X - direction m l1 0.45 0.45 0.45

Pedestal dimension C1 along Z - direction m b1 0.7 0.7 0.7

Pedesstal dimension C2 along X - direction m l2 0.45 0.45 0.45 Pedestal dimension C2 along Z - direction m b2 0.7 0.7 0.7

Self wt. of pedestal m Wp ((l1*b1)+(l2*b2))*(H-T+H1)*25 55.91 55.91 55.91 5

Soil weight over the footing kN Ws (A-(2*l*b))*(H-T)*w 887.73 887.73 887.73 88

Total weight kN Wt Papp+Wf+Wp+Ws 1376.94 1388.03 1366.7 137

Center of gravity for load group:

Total applied moment about Y-Y kNm Mapp-y My1+My2 0.32 0.33 0.33 2

Total applied moment about X-X kNm Mapp-x Mx1+Mx2 0.23 -1.5 1.01

Weight of pedestal - 1 kN Wp1 l1*b1*(H-T+H1)*25 27.96 27.96 27.96 2

Weight of pedestal - 2 kN Wp2 l2*b2*(H-T+H1)*25 27.96 27.96 27.96 2

Weight of soil at pedestal-1 kN Ws1 l1*b1*(H-T)*w 17.29 17.29 17.29

Weight of soil at pedestal-2 kN Ws2 l2*b2*(H-T)*w 17.29 17.29 17.29

Moment of soil weight about Y-Y kNm Msy 1864.24 1864.24 1864.24 186

Moment of soil weight about X-X kNm Msx 1775.47 1775.47 1775.47 177

Taking moment about lower left corner - CG

X-bar m X-bar 2.068 2.069 2.068 2

Y-bar m Y-bar 2.000 2.000 2.000 2

Ex m Ex L/2 - X-bar 0.0317 0.0315 0.0319 -0

Ey m Ey B/2 - Y-bar 0 0 0

Moment due to Ex(about Y-Y) kNm Mey Wt * Ex 43.66 43.66 43.66 -5

Moment due to Ey (about - X-X) kNm Mex Wt * Ey 0.00 0.00 0.00

Total moment about X-X kNm Mx Mappx + Mex 0.23 -1.50 1.01

Total moment about Y-Y kNm My Mappy + Mey 43.98 43.99 43.99 -29

Section modulus about x-x m3 Zxx (1/6)*(B^2*L) 11.20 11.20 11.20

Section modulus about y-y m3 Zyy (1/6)*(L^2*B) 11.76 11.76 11.76

Mx/Zx kN/m2 Mx/Zx Mx/Zx 0.02 -0.13 0.09

My/Zy kN/m2 My/Zy My/Zy 3.74 3.74 3.74 -2

P/A kN/m2 P/A Wt / A 81.96 82.62 81.35 8

Pressure at bottom left kN/m2 P1 P/A+Mx/Zx+My/Zy 85.72 86.23 85.18 5

Pressure at top right kN/m2 P2 P/A-Mx/Zx-My/Zy 78.20 79.01 77.52 10

Pressure at top left kN/m2 P3 P/A-Mx/Zx+My/Zy 85.68 86.49 85.00 5

Pressure at top right kN/m2 P4 P/A+Mx/Zx-My/Zy 78.24 78.75 77.70 10

Check for bearing pressure

Max. base pressure kN/m2 Wt/(l*b) 81.961 82.621 81.351 81

Allowable bearing stress kN/m2 S+(H*1.25)*w 313.00 328.75 328.75 32

Pressure ratio P1 / (S+(H*1 or 1.25)*w) 0.27 0.26 0.26

Check for Over turning about X-X:

Overturning moment kNm Mx 0.23 1.50 1.01

Resisting moment kNm RTM Wt * (B/2+Ey) 2753.88 2776.05 2733.40 275

Factor of safety FOS 11870.17 1855.65 2714.40 117

SAFE SAFE SAFE SAFE

Check for Over turning about Y-Y:Overturning moment kNm My 43.98 43.99 43.99 29

(L*B*(H-T)*w*L/2)-(Ws1*(L1+L2))-(Ws2*L2)

(L*B*(H-T)*w*B/2)-(Ws1*(B2)-(Ws2*B2)

((P1*(L1+L2))+(P2*L2)+(Wf*L/2)+(Wp1*(L1+L2))+(Wp2*L2)+Msy)/Wt

((P1*B2)+(P2*B2)+(Wf*B/2)+(Wp1*B2)+(Wp2*B2)+Msx)/Wt

NOTENSION

NOTENSION

NOTENSION

NOTENS

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Resisting moment kNm RTM Wt * (L/2+Ex) 2935.23 2958.51 2913.73 237

Factor of safety FOS 66.74 67.26 66.24

SAFE SAFE SAFE SAFE

Check for uplift pressure:

Total uplift pressure kN/m2 Pw (H-Hw)*10*A -84.00 -84.00 -84.00 -8

Total resisting pressure kN/m2 Wt 1376.94 1388.03 1366.70 137

FOS Wt/Pw 16.39 16.52 16.27 SAFE SAFE SAFE SAFE

Check for sliding in X - direction:

Horizontal force kN Fx Fx1+Fx2 0.08 0.08 0.08 5

Restoring force including uplift kN Frx 0.3(Wt - Pw) 438.28 441.61 435.21 43

FOS Frx/Fx 5410.89 5385.46 5307.44

SAFE SAFE SAFE SAFE

Check for sliding in Y - direction:

Horizontal force kN Fy Fy1+Fy2 -0.09 -1.39 1.18

Restoring force including uplift kN Fry 0.3(Wt - Pw) 438.28 441.61 435.21 43

FOS Fry/Fy 4816.28 318.62 368.51 486

SAFE SAFE SAFE SAFE

Check for Punching shear:For pedestal -1

Allowable shear stress under limit state Ss Ks * tc 1.37 1.37 1.37

Beeta-c min of l1/b1 or b1/l1 0.64 0.64 0.64

Ks Ks 0.5+Beeta-c 1.00 1.00 1.00

tc tc 0.25*sqrt(fck) 1.37 1.37 1.37

Depth required dreq. (P1-BP*l1*b1)/(2*l1+2*b1)*Ss 54.11 57.41 51.06 18

Check SAFE SAFE SAFE SAFE

For pedestal -2

Allowable shear stress under limit state Ss Ks * tc 1.37 1.37 1.37

Beeta-c min of l2/b2 or b2/l2 0.64 0.64 0.64

Ks Ks 0.5+Beeta-c 1.00 1.00 1.00

tc tc 0.25*sqrt(fck) 1.37 1.37 1.37

Depth required dreq. (P2-BP*l2*b2)/(2*l2+2*b2)*Ss 74.90 78.20 71.86 4

Check SAFE SAFE SAFE SAFE

Max. base pressure (1) 107.892 kN/m2

Uplift pressure due to water (2) 0.000 kN/m2

Self weight of footing (3) 11.250 kN/m2

Soil weight (4) 52.841 kN/m2

Design base pressure =(1)+(2)-(3)-(4) BP 43.801 kN/m2

Calculating the Bending moment and Shear forces:

Moment on back cantilever of P1&P2: Mlbc BP * B1^2/2 87.60 87.60 87.60 8

Moment on front cantilever of P1&P2 Mfc BP * B2^2/3 87.60 87.60 87.60 8

S.F. at d/2 from front face of cantilever Vfc BP*(B2-(b1/2)-d/2) 63.64 63.64 63.64 6

S.F. at d/2 from front column towards middle Vfy BP*(B2+(b1/2)+d/2)-P 23.96 23.96 23.96 2

S.F. at d/2 from back face of cantilever Vbc BP*(B1-(b1/2)-d/2) 63.64 63.64 63.64 6

S.F. at d/2 from back column towards middle Vby BP*(B1+(b1/2)+d/2)-P 23.96 23.96 23.96 2

Moment on left cantilever pedestal - 2 Mlc BP*L2^2/2 15.82 15.82 15.82

Moment on right cantilever pedestal - 1 Mrc BP*L3^2/2 15.82 15.82 15.82

Moment at middle of "X" direction MX (BP*L^2/2) - P*L1/2 271.35 271.35 271.35 27

S.F. at d/2 from left face of cantilever Vlc BP*(L2-(l2/2)-d/2) 18.75 18.75 18.75

S.F. at d/2 from left column towards middle Vlx BP*(L2+(l2/2)+d/2)-P -36.27 -36.27 -36.27 -3

S.F. at d/2 from right face of cantilever Vrc BP*(L3-(l2/2)-d/2) 18.75 18.75 18.75

S.F. at d/2 from right column towards middle Vrx BP*(L3+(l2/2)+d/2)-P -36.27 -36.27 -36.27 -3

BOTTOM:

Reinforcement along X-X axis:

Dia. Of bar mm d1 12.00 12.00 12.00

Provided spacing of bar mm sp1 150.00 150.00 150.00 15

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Bending moment kNm Mub Mlc or Mrc * Lf 23.73 18.99 18.99

Effective depth required mm deff. 77.13 68.98 68.98 6

Effective depth provided mm dpro. 394.00 394.00 394.00 39

Stress N/mm2 kx M/b*d^2 0.15 0.12 0.12

pt % ref.SP-16-table - 4 0.07 0.07 0.07

Ast mm2 Astx 275.80 275.80 275.80 27

Ast min. mm2 Astmx 540.00 540.00 540.00 54

Required spacing of bar mm sr 209.33 209.33 209.33 20Check for spacing of reinforcement SAFE SAFE SAFE SAFE

Check for one way shear:

Shear force kN Vx 28.12 22.50 22.50 2

Shear stress N/mm2 tv 0.07 0.06 0.06

Permissible shear stress 0.33 0.33 0.33

SAFE SAFE SAFE SAFE

TOP:

Reinforcement along X-X axis:

Dia. Of bar mm d1 20.00 20.00 20.00 2

Provided spacing of bar mm sp1 100.00 100.00 100.00 10

Bending moment kNm Mut Mx * Lf 407.02 325.61 325.61 32

Effective depth required mm deff. 319.39 285.67 285.67 28

Effective depth provided mm dpro. 390.00 390.00 390.00 39

Stress N/mm2 kx M/b*d^2 2.68 2.14 2.14

pt % ref.SP-16-table - 4 0.69 0.53 0.53 Ast mm2 Astx 2687.10 2067.00 2067.00 206

Ast min. mm2 Astmx 540.00 540.00 540.00 54

Required spacing of bar mm sr 116.85 151.91 151.91 15

Check for spacing of reinforcement SAFE SAFE SAFE SAFE

Check for one way shear:

Shear force kN Vx -54.40 -43.52 -43.52 -4

Shear stress N/mm2 tv 0.14 0.11 0.11

Permissible shear stress 0.54 0.50 0.50

SAFE SAFE SAFE SAFE

BOTTOM:

Reinforcement along Y-Y axis:

Dia. Of bar mm d1 12.00 12.00 12.00

Provided spacing of bar mm sp1 150.00 150.00 150.00 15Bending moment kNm Mu Mfc or Mrc* Lf 131.40 105.12 105.12 10

Effective depth required mm deff. 181.47 162.32 162.32 16

Effective depth provided mm dpro. 387.93 387.94 387.94 38

Stress N/mm2 ky M/b*d^2 0.87 0.70 0.70

pt % ref.SP-16-table - 4 0.20 0.15 0.15

Ast mm2 Astx 783.62 593.55 593.55 59

Ast min. mm2 Astmx 540.00 540.00 540.00 54

Required spacing of bar mm sr 144.25 190.45 190.45 19

Check for spacing of reinforcement SAFE SAFE SAFE SAFE

Check for one way shear:

Shear force kN Vy 95.46 76.37 76.37 7

Shear stress N/mm2 tv 0.25 0.20 0.20

Permissible shear stress 0.33 0.33 0.33

SAFE SAFE SAFE SAFE

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PURNA DESIGN ENGINEERS PVT. LTD .

CLIENT : GMR INFRASTRUCTURE LIMITED .

PROJECT : EMCO ENERGY LTD .

2 x 300MW, TPP AT WARORA, CHANDRAPUR DIST. MAHARASHTRA .

TITLE : COMBINED FOOTING DESIGN OF PR-5A .

REV : RGTCE.5773A-404-GIL-DOC-1038

DESIGN BY : RMK APR: BVR DATE :14-03-2011

L2 L1 L3

Y

B1

X x

B2

Y

Footing mark:

Design of Combined footing by limit state method.

Node no. 11 & 16

Description Units Symbol Formula

Load case 13 14 15

SBC of soil S 250 250 250 2

Founding depth from FGL H 3.5 3.5 3.5 3

Height of pedestal above FGL H1 0.5 0.5 0.5 0

Grade of steel N/mm2 fy 500 500 500 5

Density of soil kN/m3 w 18 18 18

Center to center distance between pedestals M L1 2.5 2.5 2.5 2

Cantilever length from C/L of Ped-2(Left) M L2 0.85 0.85 0.85 0.

Cantilever length from C/L of Ped-1(Rigth) M L3 0.85 0.85 0.85 0.

Cantilever length from C/L of Ped-1&2(Top) M B1 2 2 2

Cantilever length from C/L of Ped-1&2(Bottom) M B2 2 2 2

Vertical load-1 kN P1 107.09 146.74 71.16 331.

Vertical load-2 kN P2 137.79 177.45 101.86 -86.

Horizontal load - Fx1 kN Fx1 0.51 0.58 0.44 29.

Horizontal load - Fx2 kN Fx2 -0.23 -0.3 -0.17 29.

Horizontal load - Fy1 kN Fy1 -13.41 -27.7 -0.63 -29.

Horizontal load - Fy2 kN Fy2 -17.34 -31.63 -4.57 -1.

Moment about x-x1 axis kNm Mx1 -53.41 -108.89 -3.79 -118.

Moment about x-x2 axis kNm Mx2 -69.1 -124.58 -19.48 -3.

Moment about y-y axis kNm My1 2.02 2.3 1.77 119

Moment about y-y axis kNm My2 -0.94 -1.22 -0.68 116.

Load factor Lf 1.5 1.2 1.2 1

Net SBC kN/m2 S 250 250 250 2

Type of load "N" for normal and "E" for W/E load N E E E

Grade of concrete N/mm2 fck 30 30 30

Moment of resistance co-efficient = M.R./fck*b*d^2 Q 0.13 0.13 0.13 0.

Water table height from NGL m Hw 4 4 4

Calculation:

Footing data:

Length along X - direction m L L1+L2+L3 4.2 4.2 4.2 4

Length along Y - direction m B B1+B2 4 4 4

Area of footing m2 A L*B 16.8 16.8 16.8 16

Thickness of footing m T 0.5 0.5 0.5 0

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Total vertical load kN Papp P1+P2 244.88 324.19 173.02 24

Self wt. of footing kN Wf A*T*25 210 210 210

Clear cover to reinforcement mm C 50 50 50

Pedestal data:

Pedestal dimension C1 along X - direction m l1 0.45 0.45 0.45

Pedestal dimension C1 along Z - direction m b1 0.7 0.7 0.7

Pedesstal dimension C2 along X - direction m l2 0.45 0.45 0.45 Pedestal dimension C2 along Z - direction m b2 0.7 0.7 0.7

Self wt. of pedestal m Wp ((l1*b1)+(l2*b2))*(H-T+H1)*25 55.13 55.13 55.13 5

Soil weight over the footing kN Ws (A-(2*l*b))*(H-T)*w 873.18 873.18 873.18 87

Total weight kN Wt Papp+Wf+Wp+Ws 1383.19 1462.5 1311.32 138

Center of gravity for load group:

Total applied moment about Y-Y kNm Mapp-y My1+My2 1.09 1.08 1.08 23

Total applied moment about X-X kNm Mapp-x Mx1+Mx2 -122.51 - 233.47 -23.27 - 12

Weight of pedestal - 1 kN Wp1 l1*b1*(H-T+H1)*25 27.56 27.56 27.56 2

Weight of pedestal - 2 kN Wp2 l2*b2*(H-T+H1)*25 27.56 27.56 27.56 2

Weight of soil at pedestal-1 kN Ws1 l1*b1*(H-T)*w 17.01 17.01 17.01

Weight of soil at pedestal-2 kN Ws2 l2*b2*(H-T)*w 17.01 17.01 17.01

Moment of soil weight about Y-Y kNm Msy 1833.68 1833.68 1 833.68 183

Moment of soil weight about X-X kNm Msx 1746.36 1746.36 1 746.36 174

Taking moment about lower left corner - CG

X-bar m X-bar 2.072 2.074 2.071 2

Y-bar m Y-bar 2.000 2.000 2.000 2

Ex m Ex L/2 - X-bar 0.0277 0.0262 0.0293 -0

Ey m Ey B/2 - Y-bar 0 0 0

Moment due to Ex(about Y-Y) kNm Mey Wt * Ex 38.38 38.38 38.38 -52

Moment due to Ey (about - X-X) kNm Mex Wt * Ey 0.00 0.00 0.00

Total moment about X-X kNm Mx Mappx + Mex -122.51 -233.47 -23.27 -12

Total moment about Y-Y kNm My Mappy + Mey 39.47 39.47 39.47 -28

Section modulus about x-x m3 Zxx (1/6)*(B^2*L) 11.20 11.20 11.20

Section modulus about y-y m3 Zyy (1/6)*(L^2*B) 11.76 11.76 11.76

Mx/Zx kN/m2 Mx/Zx Mx/Zx -10.94 -20.85 -2.08 -

My/Zy kN/m2 My/Zy My/Zy 3.36 3.36 3.36 -2

P/A kN/m2 P/A Wt / A 82.33 87.05 78.06 8

Pressure at bottom left kN/m2 P1 P/A+Mx/Zx+My/Zy 74.75 69.56 79.33 4

Pressure at top right kN/m2 P2 P/A-Mx/Zx-My/Zy 89.91 104.54 76.78 1

Pressure at top left kN/m2 P3 P/A-Mx/Zx+My/Zy 96.63 111.25 83.49 6

Pressure at top right kN/m2 P4 P/A+Mx/Zx-My/Zy 68.04 62.85 72.62 9

Check for bearing pressure

Max. base pressure kN/m2 Wt/(l*b) 82.333 87.053 78.055 82

Allowable bearing stress kN/m2 S+(H*1.25)*w 313.00 328.75 328.75 32

Pressure ratio P1 / (S+(H*1 or 1.25)*w) 0.24 0.21 0.24

Check for Over turning about X-X:

Overturning moment kNm Mx 122.51 233.47 23.27 12

Resisting moment kNm RTM Wt * (B/2+Ey) 2766.37 2925 2622.65 27

Factor of safety FOS 22.582 12.529 112.724 22

SAFE SAFE SAFE SAFE

Check for Over turning about Y-Y:Overturning moment kNm My 39.47 39.47 39.47 28

(L*B*(H-T)*w*L/2)-(Ws1*(L1+L2))-(Ws2*L2)

(L*B*(H-T)*w*B/2)-(Ws1*(B2)-(Ws2*B2)

((P1*(L1+L2))+(P2*L2)+(Wf*L/2)+(Wp1*(L1+L2))+(Wp2*L2)+Msy)/Wt

((P1*B2)+(P2*B2)+(Wf*B/2)+(Wp1*B2)+(Wp2*B2)+Msx)/Wt

NOTENSION

NOTENSION

NOTENSION

NOTENS

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Resisting moment kNm RTM Wt * (L/2+Ex) 2943.08 3109.63 2 792.16 238

Factor of safety FOS 74.564 78.789 70.745 8

SAFE SAFE SAFE SAFE

Check for uplift pressure:

Total uplift pressure kN/m2 Pw (H-Hw)*10*A -84 -84 -84

Total resisting pressure kN/m2 Wt 1383.19 1462.5 1311.32 138

FOS Wt/Pw 16.467 17.411 15.611 16SAFE SAFE SAFE SAFE

Check for sliding in X - direction:

Horizontal force kN Fx Fx1+Fx2 0.27 0.27 0.27 5

Restoring force including uplift kN Frx 0.3(Wt - Pw) 440.16 463.95 418.6 44

FOS Frx/Fx 1618.221 1711.990 1544.639 7

SAFE SAFE SAFE SAFE

Check for sliding in Y - direction:

Horizontal force kN Fy Fy1+Fy2 -30.75 -59.33 -5.2 -3

Restoring force including uplift kN Fry 0.3(Wt - Pw) 440.16 463.95 418.6 44

FOS Fry/Fy 14.312 7.820 80.499 14

SAFE SAFE SAFE SAFE

Check for Punching shear:For pedestal -1

Allowable shear stress under limit state Ss Ks * tc 1.369 1.369 1.369

Beeta-c min of l1/b1 or b1/l1 0.643 0.643 0.643 0

Ks Ks 0.5+Beeta-c 1.00 1.00 1.00

tc tc 0.25*sqrt(fck) 1.369 1.369 1.369

Depth required dreq. (P1-BP*l1*b1)/(2*l1+2*b1)*Ss 55.069 78.678 33.677 188

Check SAFE SAFE SAFE SAFE

For pedestal -2

Allowable shear stress under limit state Ss Ks * tc 1.369 1.369 1.369

Beeta-c min of l2/b2 or b2/l2 0.643 0.643 0.643 0

Ks Ks 0.5+Beeta-c 1.00 1.00 1.00

tc tc 0.25*sqrt(fck) 1.369 1.369 1.369

Depth required dreq. (P2-BP*l2*b2)/(2*l2+2*b2)*Ss 73.350 96.959 51.958 42

Check SAFE SAFE SAFE SAFE

Max. base pressure (1) 110.791 kN/m2

Uplift pressure due to water (2) 0.000 kN/m2

Self weight of footing (3) 12.500 kN/m2

Soil weight (4) 51.975 kN/m2

Design base pressure =(1)+(2)-(3)-(4) BP 46.316 kN/m2

Calculating the Bending moment and Shear forces:

Moment on back cantilever of P1&P2: Mlbc BP * B1^2/2 92.631 92.631 92.631 92

Moment on front cantilever of P1&P2 Mfc BP * B2^2/3 92.631 92.631 92.631 92

S.F. at d/2 from front face of cantilever Vfc BP*(B2-(b1/2)-d/2) 66.139 66.139 66.139 66

S.F. at d/2 from front column towards middle Vfy BP*(B2+(b1/2)+d/2)-P 26.492 26.492 26.492 26

S.F. at d/2 from back face of cantilever Vbc BP*(B1-(b1/2)-d/2) 66.139 66.139 66.139 66

S.F. at d/2 from back column towards middle Vby BP*(B1+(b1/2)+d/2)-P 26.492 26.492 26.492 26

Moment on left cantilever pedestal - 2 Mlc BP*L2^2/2 16.731 16.731 16.731 16

Moment on right cantilever pedestal - 1 Mrc BP*L3^2/2 16.731 16.731 16.731 16

Moment at middle of "X" direction MX (BP*L^2/2) - P*L1/2 286.925 286.925 286.925 286

S.F. at d/2 from left face of cantilever Vlc BP*(L2-(l2/2)-d/2) 18.665 18.665 18.665 18

S.F. at d/2 from left column towards middle Vlx BP*(L2+(l2/2)+d/2)-P -37.191 -37.191 -37.191 -37

S.F. at d/2 from right face of cantilever Vrc BP*(L3-(l2/2)-d/2) 18.665 18.665 18.665 18

S.F. at d/2 from right column towards middle Vrx BP*(L3+(l2/2)+d/2)-P -37.191 -37.191 -37.191 -37

BOTTOM:

Reinforcement along X-X axis:

Dia. Of bar mm d1 12.00 12.00 12.00

Provided spacing of bar mm sp1 150.00 150.00 150.00 15

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Bending moment kNm Mub Mlc or Mrc * Lf 25.10 20.08 20.08 2

Effective depth required mm deff. 79.31 70.94 70.94 7

Effective depth provided mm dpro. 444.00 444.00 444.00 44

Stress N/mm2 kx M/b*d^2 0.13 0.10 0.10

pt % ref.SP-16-table - 4 0.070 0.070 0.070 0

Ast mm2 Astx 310.8 310.8 310.8 3

Ast min. mm2 Astmx 600 600 600

Required spacing of bar mm sr 188.40 188.40 188.40 18Check for spacing of reinforcement SAFE SAFE SAFE SAFE

Check for one way shear:

Shear force kN Vx 28.00 22.40 22.40 2

Shear stress N/mm2 tv 0.06 0.05 0.05

Permissible shear stress 0.33 0.33 0.33

SAFE SAFE SAFE SAFE

TOP:

Reinforcement along X-X axis:

Dia. Of bar mm d1 20.00 20.00 20.00

Provided spacing of bar mm sp1 125.00 125.00 125.00 12

Bending moment kNm Mut Mx * Lf 430.39 344.31 344.31 34

Effective depth required mm deff. 328.43 293.76 293.76 29

Effective depth provided mm dpro. 440.00 440.00 440.00 44

Stress N/mm2 kx M/b*d^2 2.22 1.78 1.78

pt % ref.SP-16-table - 4 0.558 0.434 0.434 0Ast mm2 Astx 2455.2 1909.6 1909.6 19

Ast min. mm2 Astmx 600 600 600

Required spacing of bar mm sr 127.89 164.43 164.43 16

Check for spacing of reinforcement SAFE SAFE SAFE SAFE

Check for one way shear:

Shear force kN Vx -55.79 -44.63 -44.63 -4

Shear stress N/mm2 tv 0.13 0.10 0.10

Permissible shear stress 0.50 0.45 0.45

SAFE SAFE SAFE SAFE

BOTTOM:

Reinforcement along Y-Y axis:

Dia. Of bar mm d1 12.00 12.00 12.00

Provided spacing of bar mm sp1 125.00 125.00 125.00 12Bending moment kNm Mu Mfc or Mrc* Lf 138.95 111.16 111.16 1

Effective depth required mm deff. 186.61 166.91 166.91 16

Effective depth provided mm dpro. 437.94 437.95 437.95 43

Stress N/mm2 ky M/b*d^2 0.72 0.58 0.58

pt % ref.SP-16-table - 4 0.166 0.129 0.129 0

Ast mm2 Astx 726.97 564.95 564.95 56

Ast min. mm2 Astmx 600 600 600

Required spacing of bar mm sr 155.49 188.40 188.40 18

Check for spacing of reinforcement SAFE SAFE SAFE SAFE

Check for one way shear:

Shear force kN Vy 99.21 79.37 79.37 7

Shear stress N/mm2 tv 0.23 0.18 0.18

Permissible shear stress 0.33 0.33 0.33

SAFE SAFE SAFE SAFE

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PURNA DESIGN ENGINEERS PVT. LTD .

CLIENT : GMR INFRASTRUCTURE LIMITED .

PROJECT : EMCO ENERGY LTD .

2 x 300MW, TPP AT WARORA, CHANDRAPUR DIST. MAHARASHTRA .

TITLE : COMBINED FOOTING DESIGN OF PR-5A .

REV : RGTCE.5773A-404-GIL-DOC-1038

DESIGN BY : RMK APR: BVR DATE :14-03-2011

L2 L1 L3

Y

B1

X x

B2

Y

Footing mark:

Design of Combined footing by limit state method.

Node no. 1 & 2

Description Units Symbol Formula

Load case 13 14 15

SBC of soil S 250 250 250 2

Founding depth from FGL H 3.5 3.5 3.5 3

Height of pedestal above FGL H1 0.5 0.5 0.5 0

Grade of steel N/mm2 fy 500 500 500 5

Density of soil kN/m3 w 18 18 18

Center to center distance between pedestals M L1 2.5 2.5 2.5 2

Cantilever length from C/L of Ped-2(Left) M L2 0.85 0.85 0.85 0.

Cantilever length from C/L of Ped-1(Rigth) M L3 0.85 0.85 0.85 0.

Cantilever length from C/L of Ped-1&2(Top) M B1 2 2 2

Cantilever length from C/L of Ped-1&2(Bottom) M B2 2 2 2

Vertical load-1 kN P1 55.87 10.32 97.08 273.

Vertical load-2 kN P2 81.32 35.76 122.53 -135.

Horizontal load - Fx1 kN Fx1 0.04 -0.04 0.12 25.

Horizontal load - Fx2 kN Fx2 -0.44 -0.36 -0.51 24.

Horizontal load - Fy1 kN Fy1 13.34 -2.22 27.26 39.

Horizontal load - Fy2 kN Fy2 18.36 2.8 32.28 -7.

Moment about x-x1 axis kNm Mx1 53.05 -7.49 107.18 157.

Moment about x-x2 axis kNm Mx2 72.96 12.42 127.09 -31.

Moment about y-y axis kNm My1 0.17 -0.16 0.46 100.

Moment about y-y axis kNm My2 -1.75 -1.42 -2.04 98.

Load factor Lf 1.5 1.2 1.2 1

Net SBC kN/m2 S 250 250 250 2

Type of load "N" for normal and "E" for W/E load N E E E

Grade of concrete N/mm2 fck 30 30 30

Moment of resistance co-efficient = M.R./fck*b*d^2 Q 0.13 0.13 0.13 0.

Water table height from NGL m Hw 4 4 4

Calculation:

Footing data:

Length along X - direction m L L1+L2+L3 4.2 4.2 4.2 4

Length along Y - direction m B B1+B2 4 4 4

Area of footing m2 A L*B 16.8 16.8 16.8 16

Thickness of footing m T 0.45 0.45 0.45 0.

.

12

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Total vertical load kN Papp P1+P2 137.19 46.08 219.61 13

Self wt. of footing kN Wf A*T*25 189 189 189

Clear cover to reinforcement mm C 50 50 50

Pedestal data:

Pedestal dimension C1 along X - direction m l1 0.45 0.45 0.45

Pedestal dimension C1 along Z - direction m b1 0.7 0.7 0.7

Pedesstal dimension C2 along X - direction m l2 0.45 0.45 0.45 Pedestal dimension C2 along Z - direction m b2 0.7 0.7 0.7

Self wt. of pedestal m Wp ((l1*b1)+(l2*b2))*(H-T+H1)*25 55.91 55.91 55.91 5

Soil weight over the footing kN Ws (A-(2*l*b))*(H-T)*w 887.73 887.73 887.73 88

Total weight kN Wt Papp+Wf+Wp+Ws 1269.83 1178.72 1352.25 126

Center of gravity for load group:

Total applied moment about Y-Y kNm Mapp-y My1+My2 -1.58 -1.58 -1.58 19

Total applied moment about X-X kNm Mapp-x Mx1+Mx2 126.01 4.93 234.26 12

Weight of pedestal - 1 kN Wp1 l1*b1*(H-T+H1)*25 27.96 27.96 27.96 2

Weight of pedestal - 2 kN Wp2 l2*b2*(H-T+H1)*25 27.96 27.96 27.96 2

Weight of soil at pedestal-1 kN Ws1 l1*b1*(H-T)*w 17.29 17.29 17.29

Weight of soil at pedestal-2 kN Ws2 l2*b2*(H-T)*w 17.29 17.29 17.29

Moment of soil weight about Y-Y kNm Msy 1864.24 1864.24 1 864.24 186

Moment of soil weight about X-X kNm Msx 1775.47 1775.47 1 775.47 177

Taking moment about lower left corner - CG

X-bar m X-bar 2.075 2.073 2.076 2

Y-bar m Y-bar 2.000 2.000 2.000 2

Ex m Ex L/2 - X-bar 0.0250 0.0270 0.0235 -0

Ey m Ey B/2 - Y-bar 0 0 0

Moment due to Ex(about Y-Y) kNm Mey Wt * Ex 31.8 31.8 31.8 -5

Moment due to Ey (about - X-X) kNm Mex Wt * Ey 0.00 0.00 0.00

Total moment about X-X kNm Mx Mappx + Mex 126.01 4.93 234.26 12

Total moment about Y-Y kNm My Mappy + Mey 30.22 30.23 30.22 -3

Section modulus about x-x m3 Zxx (1/6)*(B^2*L) 11.20 11.20 11.20

Section modulus about y-y m3 Zyy (1/6)*(L^2*B) 11.76 11.76 11.76

Mx/Zx kN/m2 Mx/Zx Mx/Zx 11.25 0.44 20.92

My/Zy kN/m2 My/Zy My/Zy 2.57 2.57 2.57 -2

P/A kN/m2 P/A Wt / A 75.59 70.16 80.49 7

Pressure at bottom left kN/m2 P1 P/A+Mx/Zx+My/Zy 89.41 73.17 103.98 6

Pressure at top right kN/m2 P2 P/A-Mx/Zx-My/Zy 61.76 67.15 57.00 9

Pressure at top left kN/m2 P3 P/A-Mx/Zx+My/Zy 66.90 72.29 62.14 3

Pressure at top right kN/m2 P4 P/A+Mx/Zx-My/Zy 84.27 68.03 98.84 1

Check for bearing pressure

Max. base pressure kN/m2 Wt/(l*b) 75.585 70.162 80.491 75

Allowable bearing stress kN/m2 S+(H*1.25)*w 313.00 328.75 328.75 32

Pressure ratio P1 / (S+(H*1 or 1.25)*w) 0.29 0.22 0.32

Check for Over turning about X-X:

Overturning moment kNm Mx 126.01 4.93 234.26 12

Resisting moment kNm RTM Wt * (B/2+Ey) 2539.67 2357.45 2704.51 253

Factor of safety FOS 20.154 478.572 11.545 20

SAFE SAFE SAFE SAFE

Check for Over turning about Y-Y:Overturning moment kNm My 30.22 30.23 30.22 3

(L*B*(H-T)*w*L/2)-(Ws1*(L1+L2))-(Ws2*L2)

(L*B*(H-T)*w*B/2)-(Ws1*(B2)-(Ws2*B2)

((P1*(L1+L2))+(P2*L2)+(Wf*L/2)+(Wp1*(L1+L2))+(Wp2*L2)+Msy)/Wt

((P1*B2)+(P2*B2)+(Wf*B/2)+(Wp1*B2)+(Wp2*B2)+Msx)/Wt

NOTENSION

NOTENSION

NOTENSION

NOTENS

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Resisting moment kNm RTM Wt * (L/2+Ex) 2698.45 2507.12 2871.53 215

Factor of safety FOS 89.283 82.938 95.009 6

SAFE SAFE SAFE SAFE

Check for uplift pressure:

Total uplift pressure kN/m2 Pw (H-Hw)*10*A -84 -84 -84

Total resisting pressure kN/m2 Wt 1269.83 1178.72 1352.25 126

FOS Wt/Pw 15.117 14.032 16.098 15SAFE SAFE SAFE SAFE

Check for sliding in X - direction:

Horizontal force kN Fx Fx1+Fx2 -0.4 -0.39 -0.4 4

Restoring force including uplift kN Frx 0.3(Wt - Pw) 406.15 378.82 430.88 40

FOS Frx/Fx 1028.227 961.465 1090.825 8

SAFE SAFE SAFE SAFE

Check for sliding in Y - direction:

Horizontal force kN Fy Fy1+Fy2 31.7 0.58 59.53 3

Restoring force including uplift kN Fry 0.3(Wt - Pw) 406.15 378.82 430.88 40

FOS Fry/Fy 12.811 657.668 7.238 12

SAFE SAFE SAFE SAFE

Check for Punching shear:For pedestal -1

Allowable shear stress under limit state Ss Ks * tc 1.369 1.369 1.369

Beeta-c min of l1/b1 or b1/l1 0.643 0.643 0.643 0

Ks Ks 0.5+Beeta-c 1.00 1.00 1.00

tc tc 0.25*sqrt(fck) 1.369 1.369 1.369

Depth required dreq. (P1-BP*l1*b1)/(2*l1+2*b1)*Ss 27.493 0.372 52.028 156

Check SAFE SAFE SAFE SAFE

For pedestal -2

Allowable shear stress under limit state Ss Ks * tc 1.369 1.369 1.369

Beeta-c min of l2/b2 or b2/l2 0.643 0.643 0.643 0

Ks Ks 0.5+Beeta-c 1.00 1.00 1.00

tc tc 0.25*sqrt(fck) 1.369 1.369 1.369

Depth required dreq. (P2-BP*l2*b2)/(2*l2+2*b2)*Ss 42.641 15.520 67.175 75

Check SAFE SAFE SAFE SAFE

Max. base pressure (1) 94.859 kN/m2

Uplift pressure due to water (2) 0.000 kN/m2

Self weight of footing (3) 11.250 kN/m2

Soil weight (4) 52.841 kN/m2

Design base pressure =(1)+(2)-(3)-(4) BP 30.768 kN/m2

Calculating the Bending moment and Shear forces:

Moment on back cantilever of P1&P2: Mlbc BP * B1^2/2 61.535 61.535 61.535 6

Moment on front cantilever of P1&P2 Mfc BP * B2^2/3 61.535 61.535 61.535 6

S.F. at d/2 from front face of cantilever Vfc BP*(B2-(b1/2)-d/2) 44.705 44.705 44.705 44

S.F. at d/2 from front column towards middle Vfy BP*(B2+(b1/2)+d/2)-P 16.830 16.830 16.830 16

S.F. at d/2 from back face of cantilever Vbc BP*(B1-(b1/2)-d/2) 44.705 44.705 44.705 44

S.F. at d/2 from back column towards middle Vby BP*(B1+(b1/2)+d/2)-P 16.830 16.830 16.830 16

Moment on left cantilever pedestal - 2 Mlc BP*L2^2/2 11.115 11.115 11.115 1

Moment on right cantilever pedestal - 1 Mrc BP*L3^2/2 11.115 11.115 11.115 1

Moment at middle of "X" direction MX (BP*L^2/2) - P*L1/2 190.606 190.606 190.606 190

S.F. at d/2 from left face of cantilever Vlc BP*(L2-(l2/2)-d/2) 13.169 13.169 13.169 13

S.F. at d/2 from left column towards middle Vlx BP*(L2+(l2/2)+d/2)-P -25.476 -25.476 -25.476 -25

S.F. at d/2 from right face of cantilever Vrc BP*(L3-(l2/2)-d/2) 13.169 13.169 13.169 13

S.F. at d/2 from right column towards middle Vrx BP*(L3+(l2/2)+d/2)-P -25.476 -25.476 -25.476 -25

BOTTOM:

Reinforcement along X-X axis:

Dia. Of bar mm d1 12.00 12.00 12.00

Provided spacing of bar mm sp1 150.00 150.00 150.00 15

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Pipe rack-5A(foundation)

Founding depth (foundation depth below bottom of the base plate)

Load Case/Comb

13 DL+LL

14 DL+LL+WLX(+VE)

15 DL+LL-WLX(-)

16 DL+LL+WLZ(+)

17 DL+LL-WLZ(-)

18 DL+LL+SX(+)

19 DL+LL-SX(-)

20 DL+LL+SZ(+)

21 DL+LL-SZ(+)

22 DL+WLX(+)23 DL-WLX(-)

24 DL+WLZ

25 DL-WLZ

26 DL+SX(+)

27 DL-SX(-)

28 DL+SZ(+)

29 DL-SZ(-)

13 DL+LL

14 DL+LL+WLX(+VE)

15 DL+LL-WLX(-)

16 DL+LL+WLZ(+)

17 DL+LL-WLZ(-)18 DL+LL+SX(+)

19 DL+LL-SX(-)

20 DL+LL+SZ(+)

21 DL+LL-SZ(+)

22 DL+WLX(+)

23 DL-WLX(-)

24 DL+WLZ

25 DL-WLZ

26 DL+SX(+)

27 DL-SX(-)

28 DL+SZ(+)

29 DL-SZ(-)13 DL+LL

14 DL+LL+WLX(+VE)

15 DL+LL-WLX(-)

16 DL+LL+WLZ(+)

17 DL+LL-WLZ(-)

18 DL+LL+SX(+)

19 DL+LL-SX(-)

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20 DL+LL+SZ(+)

21 DL+LL-SZ(+)

22 DL+WLX(+)

23 DL-WLX(-)

24 DL+WLZ

25 DL-WLZ

26 DL+SX(+)27 DL-SX(-)

28 DL+SZ(+)

29 DL-SZ(-)

13 DL+LL

14 DL+LL+WLX(+VE)

15 DL+LL-WLX(-)

16 DL+LL+WLZ(+)

17 DL+LL-WLZ(-)

18 DL+LL+SX(+)

19 DL+LL-SX(-)

20 DL+LL+SZ(+)

21 DL+LL-SZ(+)22 DL+WLX(+)

23 DL-WLX(-)

24 DL+WLZ

25 DL-WLZ

26 DL+SX(+)

27 DL-SX(-)

28 DL+SZ(+)

29 DL-SZ(-)

13 DL+LL

14 DL+LL+WLX(+VE)

15 DL+LL-WLX(-)

16 DL+LL+WLZ(+)17 DL+LL-WLZ(-)

18 DL+LL+SX(+)

19 DL+LL-SX(-)

20 DL+LL+SZ(+)

21 DL+LL-SZ(+)

22 DL+WLX(+)

23 DL-WLX(-)

24 DL+WLZ

25 DL-WLZ

26 DL+SX(+)

27 DL-SX(-)

28 DL+SZ(+)29 DL-SZ(-)

13 DL+LL

14 DL+LL+WLX(+VE)

15 DL+LL-WLX(-)

16 DL+LL+WLZ(+)

17 DL+LL-WLZ(-)

18 DL+LL+SX(+)

19 DL+LL-SX(-)

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20 DL+LL+SZ(+)

21 DL+LL-SZ(+)

22 DL+WLX(+)

23 DL-WLX(-)

24 DL+WLZ

25 DL-WLZ

26 DL+SX(+)27 DL-SX(-)

28 DL+SZ(+)

29 DL-SZ(-)

13 DL+LL

14 DL+LL+WLX(+VE)

15 DL+LL-WLX(-)

16 DL+LL+WLZ(+)

17 DL+LL-WLZ(-)

18 DL+LL+SX(+)

19 DL+LL-SX(-)

20 DL+LL+SZ(+)

21 DL+LL-SZ(+)22 DL+WLX(+)

23 DL-WLX(-)

24 DL+WLZ

25 DL-WLZ

26 DL+SX(+)

27 DL-SX(-)

28 DL+SZ(+)

29 DL-SZ(-)

13 DL+LL

14 DL+LL+WLX(+VE)

15 DL+LL-WLX(-)

16 DL+LL+WLZ(+)17 DL+LL-WLZ(-)

18 DL+LL+SX(+)

19 DL+LL-SX(-)

20 DL+LL+SZ(+)

21 DL+LL-SZ(+)

22 DL+WLX(+)

23 DL-WLX(-)

24 DL+WLZ

25 DL-WLZ

26 DL+SX(+)

27 DL-SX(-)

28 DL+SZ(+)29 DL-SZ(-)

13 DL+LL

14 DL+LL+WLX(+VE)

15 DL+LL-WLX(-)

16 DL+LL+WLZ(+)

17 DL+LL-WLZ(-)

18 DL+LL+SX(+)

19 DL+LL-SX(-)

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20 DL+LL+SZ(+)

21 DL+LL-SZ(+)

22 DL+WLX(+)

23 DL-WLX(-)

24 DL+WLZ

25 DL-WLZ

26 DL+SX(+)27 DL-SX(-)

28 DL+SZ(+)

29 DL-SZ(-)

13 DL+LL

14 DL+LL+WLX(+VE)

15 DL+LL-WLX(-)

16 DL+LL+WLZ(+)

17 DL+LL-WLZ(-)

18 DL+LL+SX(+)

19 DL+LL-SX(-)

20 DL+LL+SZ(+)

21 DL+LL-SZ(+)22 DL+WLX(+)

23 DL-WLX(-)

24 DL+WLZ

25 DL-WLZ

26 DL+SX(+)

27 DL-SX(-)

28 DL+SZ(+)

29 DL-SZ(-)

13 DL+LL

14 DL+LL+WLX(+VE)

15 DL+LL-WLX(-)

16 DL+LL+WLZ(+)17 DL+LL-WLZ(-)

18 DL+LL+SX(+)

19 DL+LL-SX(-)

20 DL+LL+SZ(+)

21 DL+LL-SZ(+)

22 DL+WLX(+)

23 DL-WLX(-)

24 DL+WLZ

25 DL-WLZ

26 DL+SX(+)

27 DL-SX(-)

28 DL+SZ(+)29 DL-SZ(-)

13 DL+LL

14 DL+LL+WLX(+VE)

15 DL+LL-WLX(-)

16 DL+LL+WLZ(+)

17 DL+LL-WLZ(-)

18 DL+LL+SX(+)

19 DL+LL-SX(-)

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20 DL+LL+SZ(+)

21 DL+LL-SZ(+)

22 DL+WLX(+)

23 DL-WLX(-)

24 DL+WLZ

25 DL-WLZ

26 DL+SX(+)27 DL-SX(-)

28 DL+SZ(+)

29 DL-SZ(-)

13 DL+LL

14 DL+LL+WLX(+VE)

15 DL+LL-WLX(-)

16 DL+LL+WLZ(+)

17 DL+LL-WLZ(-)

18 DL+LL+SX(+)

19 DL+LL-SX(-)

20 DL+LL+SZ(+)

21 DL+LL-SZ(+)22 DL+WLX(+)

23 DL-WLX(-)

24 DL+WLZ

25 DL-WLZ

26 DL+SX(+)

27 DL-SX(-)

28 DL+SZ(+)

29 DL-SZ(-)

13 DL+LL

14 DL+LL+WLX(+VE)

15 DL+LL-WLX(-)

16 DL+LL+WLZ(+)17 DL+LL-WLZ(-)

18 DL+LL+SX(+)

19 DL+LL-SX(-)

20 DL+LL+SZ(+)

21 DL+LL-SZ(+)

22 DL+WLX(+)

23 DL-WLX(-)

24 DL+WLZ

25 DL-WLZ

26 DL+SX(+)

27 DL-SX(-)

28 DL+SZ(+)29 DL-SZ(-)

13 DL+LL

14 DL+LL+WLX(+VE)

15 DL+LL-WLX(-)

16 DL+LL+WLZ(+)

17 DL+LL-WLZ(-)

18 DL+LL+SX(+)

19 DL+LL-SX(-)

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20 DL+LL+SZ(+)

21 DL+LL-SZ(+)

22 DL+WLX(+)

23 DL-WLX(-)

24 DL+WLZ

25 DL-WLZ

26 DL+SX(+)27 DL-SX(-)

28 DL+SZ(+)

29 DL-SZ(-)

13 DL+LL

14 DL+LL+WLX(+VE)

15 DL+LL-WLX(-)

16 DL+LL+WLZ(+)

17 DL+LL-WLZ(-)

18 DL+LL+SX(+)

19 DL+LL-SX(-)

20 DL+LL+SZ(+)

21 DL+LL-SZ(+)22 DL+WLX(+)

23 DL-WLX(-)

24 DL+WLZ

25 DL-WLZ

26 DL+SX(+)

27 DL-SX(-)

28 DL+SZ(+)

29 DL-SZ(-)

13 DL+LL

14 DL+LL+WLX(+VE)

15 DL+LL-WLX(-)

16 DL+LL+WLZ(+)17 DL+LL-WLZ(-)

18 DL+LL+SX(+)

19 DL+LL-SX(-)

20 DL+LL+SZ(+)

21 DL+LL-SZ(+)

22 DL+WLX(+)

23 DL-WLX(-)

24 DL+WLZ

25 DL-WLZ

26 DL+SX(+)

27 DL-SX(-)

28 DL+SZ(+)29 DL-SZ(-)

13 DL+LL

14 DL+LL+WLX(+VE)

15 DL+LL-WLX(-)

16 DL+LL+WLZ(+)

17 DL+LL-WLZ(-)

18 DL+LL+SX(+)

19 DL+LL-SX(-)

8/7/2019 COMBINED FOOTING-RG

56/107

20 DL+LL+SZ(+)

21 DL+LL-SZ(+)

22 DL+WLX(+)

23 DL-WLX(-)

24 DL+WLZ

25 DL-WLZ

26 DL+SX(+)27 DL-SX(-)

28 DL+SZ(+)

29 DL-SZ(-)

13 DL+LL

14 DL+LL+WLX(+VE)

15 DL+LL-WLX(-)

16 DL+LL+WLZ(+)

17 DL+LL-WLZ(-)

18 DL+LL+SX(+)

19 DL+LL-SX(-)

20 DL+LL+SZ(+)

21 DL+LL-SZ(+)22 DL+WLX(+)

23 DL-WLX(-)

24 DL+WLZ

25 DL-WLZ

26 DL+SX(+)

27 DL-SX(-)

28 DL+SZ(+)

29 DL-SZ(-)

13 DL+LL

14 DL+LL+WLX(+VE)

15 DL+LL-WLX(-)

16 DL+LL+WLZ(+)17 DL+LL-WLZ(-)

18 DL+LL+SX(+)

19 DL+LL-SX(-)

20 DL+LL+SZ(+)

21 DL+LL-SZ(+)

22 DL+WLX(+)

23 DL-WLX(-)

24 DL+WLZ

25 DL-WLZ

26 DL+SX(+)

27 DL-SX(-)

28 DL+SZ(+)29 DL-SZ(-)

13 DL+LL

14 DL+LL+WLX(+VE)

15 DL+LL-WLX(-)

16 DL+LL+WLZ(+)

17 DL+LL-WLZ(-)

18 DL+LL+SX(+)

19 DL+LL-SX(-)

8/7/2019 COMBINED FOOTING-RG

57/107

8/7/2019 COMBINED FOOTING-RG

58/107

20 DL+LL+SZ(+)

21 DL+LL-SZ(+)

22 DL+WLX(+)

23 DL-WLX(-)

24 DL+WLZ

25 DL-WLZ

26 DL+SX(+)27 DL-SX(-)

28 DL+SZ(+)

29 DL-SZ(-)

13 DL+LL

14 DL+LL+WLX(+VE)

15 DL+LL-WLX(-)

16 DL+LL+WLZ(+)

17 DL+LL-WLZ(-)

18 DL+LL+SX(+)

19 DL+LL-SX(-)

20 DL+LL+SZ(+)

21 DL+LL-SZ(+)22 DL+WLX(+)

23 DL-WLX(-)

24 DL+WLZ

25 DL-WLZ

26 DL+SX(+)

27 DL-SX(-)

28 DL+SZ(+)

29 DL-SZ(-)

13 DL+LL

14 DL+LL+WLX(+VE)

15 DL+LL-WLX(-)

16 DL+LL+WLZ(+)17 DL+LL-WLZ(-)

18 DL+LL+SX(+)

19 DL+LL-SX(-)

20 DL+LL+SZ(+)

21 DL+LL-SZ(+)

22 DL+WLX(+)

23 DL-WLX(-)

24 DL+WLZ

25 DL-WLZ

26 DL+SX(+)

27 DL-SX(-)

28 DL+SZ(+)29 DL-SZ(-)

Node

1

8/7/2019 COMBINED FOOTING-RG

59/107

2

11

16

8/7/2019 COMBINED FOOTING-RG

60/107

2794

2801

2991

8/7/2019 COMBINED FOOTING-RG

61/107

8/7/2019 COMBINED FOOTING-RG

62/107

3385

3392

3582

8/7/2019 COMBINED FOOTING-RG

63/107

3589

3779

3786

8/7/2019 COMBINED FOOTING-RG

64/107

3976

3983

4173

8/7/2019 COMBINED FOOTING-RG

65/107

4180

4370

4377

8/7/2019 COMBINED FOOTING-RG

66/107

4567

4574

4764

8/7/2019 COMBINED FOOTING-RG

67/107

4771

8/7/2019 COMBINED FOOTING-RG

68/107

=

Node no. L/C No W SFxx SFzz Mx(kN) (kN) (kN)

1 13 55.87 13.34 0.04 0

14 10.32 -2.22 -0.04 0

15 97.08 27.26 0.12 0

16 273.22 39