DESIGN OF FOOTING F1

Size of Column ( Bc x Dc) = 0.38 x 0.75 m

Grade of Concrete ( fck ) = M 25

Grade of Steel ( fy ) Fe 500

xumax / d = 0.46

Ru = 3.35

Load coming to the Column ( P ) = 2878.00 KN Jt. 16 (12)

Moment About X-Axis (Mx) = 1.12 KN-m

Moment About Z-Axis (Mz) = 8.80 KN-m

Total load on footing ( W = 1.1P ) = 3165.80 KN

Safe bearing capacity of soil ( gsafe ) = 200 KN/m2

Area of Footing required (Areq = W /g safe) = 15.83 m2

Size of Footing Required (Bf x Df) = 3.98 x 3.98 m

Provided size of the footing = 4.3 x 4.3 m

Check for Bearing = 171.97 < 200 SAFE

(P/A) + (6*Mx/Bf x Df2) + (6*Mz/Bf x Df2)
Footing is Safe in Bearing

Area of footing ( A ) = 18.49 m2

Size of Pedestal ( Bp x Dp ) = 0.53 x 0.90 m

Net upward pressure due to fac. Load ( po ) = 233.48 KN/m2

Moment Mu = p Bf ( Bf - Bp)2/ 8 = 1783.62 KN-m

Depth of footing required for B.M ( Dreq ) 351.88 mm

(Dreq = sqrt( Mu / Ru Bf))

Provided depth of footing ( D ) = 800 mm B.M SAFE

Shear SAFE
:
Assume Cover for Footing (dc) = 50 mm Punching SAFE
:
Effective Depth ( d ) = 742 mm

Mu / Bf d2 = 0.76

% of Steel Pt required from SP: 16 = 0.182

Required Steel (Ast req) = 6260.8 mm2

Dia Of Bars Provided ( f ) = 16 mm

Area Of each 16 mm dia bar = 201.06 mm2

No: Of 16 mm dia bars (required) = 31 Nos.

Spacing of main bars required ( Sreq ) = 139 mm

Provided @ Spacing ( S ) = 100 mm

Provided pt. = 0.28 %

Provide 16 Tor @ 100 c/c Both ways

CHECK FOR ONE WAY SHEAR :

Shear force at critical section ( Vu ) = 1147.51 KN

Vu = p Bf [0.5 ( Bf - Bp )-d ]

Effective width at critical section ( B'f ) = 4300 mm

Effective depth at critical section ( d' ) = 742 mm

Nominal shear stress ( tv = Vu / B'f d' ) = 0.36 N/mm2

Permissible shear stress in concrete ( tc ) = 0.39 N/mm2 > 0.36

Footing is Safe in One Way Shear

CHECK FOR TWO WAY SHEAR :

Max. Load = 3453.60 KN

Perimeter of the Footing @ critical section = 5828 mm

Bo = [ 2(Bp+ Dp)+4d]

Net Shear Force, Vu = 3829.32 KN

Effective depth at critical section ( do ) = 742.00 mm

Shear Stress (tv) = 0.89 N/mm2

Max allowble punching Shear stress ( t'c ) = 1.25 N/mm2 > 0.89 N/mm2
t'c = 0.25sqrt fck

Footing is Safe in Punching

Dimension:
4.3 x 4.3 x 0.8
Reinforcement:
16 T @ 100 c/c
4173
 DESIGN OF FOOTING F1

Size of Column ( Bc x Dc) = 0.38 x 0.75 m

Grade of Concrete ( fck ) = M 25

Grade of Steel ( fy ) Fe 500

xumax / d = 0.46

Ru = 3.35

Load coming to the Column ( P ) = 2565.00 KN Jt. 16 (12)

Moment About X-Axis (Mx) = 1.00 KN-m

Moment About Z-Axis (Mz) = 15.70 KN-m

Total load on footing ( W = 1.1P ) = 2821.50 KN

Safe bearing capacity of soil ( gsafe ) = 200 KN/m2

Area of Footing required (Areq = W /g safe) = 14.11 m2

Size of Footing Required (Bf x Df) = 3.76 x 3.76 m

Provided size of the footing = 4 x 4 m

Check for Bearing = 177.91 < 200 SAFE

(P/A) + (6*Mx/Bf x Df2) + (6*Mz/Bf x Df2)
Footing is Safe in Bearing

Area of footing ( A ) = 16 m2

Size of Pedestal ( Bp x Dp ) = 0.53 x 0.90 m

Net upward pressure due to fac. Load ( po ) = 240.47 KN/m2

Moment Mu = p Bf ( Bf - Bp)2/ 8 = 1447.71 KN-m

Depth of footing required for B.M ( Dreq ) 328.69 mm

(Dreq = sqrt( Mu / Ru Bf))

Provided depth of footing ( D ) = 750 mm B.M SAFE

Shear SAFE
:
Assume Cover for Footing (dc) = 50 mm Punching SAFE
:
Effective Depth ( d ) = 692 mm

Mu / Bf d2 = 0.76

% of Steel Pt required from SP: 16 = 0.182

Required Steel (Ast req) = 5460 mm2

Dia Of Bars Provided ( f ) = 16 mm

Area Of each 16 mm dia bar = 201.06 mm2

No: Of 16 mm dia bars (required) = 27 Nos.

Spacing of main bars required ( Sreq ) = 148 mm

Provided @ Spacing ( S ) = 100 mm

Provided pt. = 0.3 %

Provide 16 Tor @ 100 c/c Both ways

CHECK FOR ONE WAY SHEAR :

Shear force at critical section ( Vu ) = 1003.22 KN

Vu = p Bf [0.5 ( Bf - Bp )-d ]

Effective width at critical section ( B'f ) = 4000 mm

Effective depth at critical section ( d' ) = 692 mm

Nominal shear stress ( tv = Vu / B'f d' ) = 0.37 N/mm2

Permissible shear stress in concrete ( tc ) = 0.4 N/mm2 > 0.37

Footing is Safe in One Way Shear

CHECK FOR TWO WAY SHEAR :

Max. Load = 3078.00 KN

Perimeter of the Footing @ critical section = 5628 mm

Bo = [ 2(Bp+ Dp)+4d]

Net Shear Force, Vu = 3379.64 KN

Effective depth at critical section ( do ) = 692.00 mm

Shear Stress (tv) = 0.87 N/mm2

Max allowble punching Shear stress ( t'c ) = 1.25 N/mm2 > 0.87 N/mm2
t'c = 0.25sqrt fck

Footing is Safe in Punching

Dimension:
4 x 4 x 0.75
Reinforcement:
16 T @ 100 c/c
4173
 DESIGN OF FOOTING F1

Size of Column ( Bc x Dc) = 0.38 x 0.75 m

Grade of Concrete ( fck ) = M 25

Grade of Steel ( fy ) Fe 500

xumax / d = 0.46

Ru = 3.35

Load coming to the Column ( P ) = 1820.00 KN Jt. 16 (12)

Moment About X-Axis (Mx) = 12.00 KN-m

Moment About Z-Axis (Mz) = 37.00 KN-m

Total load on footing ( W = 1.1P ) = 2002.00 KN

Safe bearing capacity of soil ( gsafe ) = 200 KN/m2

Area of Footing required (Areq = W /g safe) = 10.01 m2

Size of Footing Required (Bf x Df) = 3.16 x 3.16 m

Provided size of the footing = 3.5 x 3.5 m

Check for Bearing = 170.29 < 200 SAFE

(P/A) + (6*Mx/Bf x Df2) + (6*Mz/Bf x Df2)
Footing is Safe in Bearing

Area of footing ( A ) = 12.25 m2

Size of Pedestal ( Bp x Dp ) = 0.53 x 0.90 m

Net upward pressure due to fac. Load ( po ) = 222.86 KN/m2

Moment Mu = p Bf ( Bf - Bp)2/ 8 = 860.03 KN-m

Depth of footing required for B.M ( Dreq ) 270.83 mm

(Dreq = sqrt( Mu / Ru Bf))

Provided depth of footing ( D ) = 625 mm B.M SAFE

Shear SAFE
:
Assume Cover for Footing (dc) = 50 mm Punching SAFE
:
Effective Depth ( d ) = 567 mm

Mu / Bf d2 = 0.77

% of Steel Pt required from SP: 16 = 0.184

Required Steel (Ast req) = 4025 mm2

Dia Of Bars Provided ( f ) = 16 mm

Area Of each 16 mm dia bar = 201.06 mm2

No: Of 16 mm dia bars (required) = 20 Nos.

Spacing of main bars required ( Sreq ) = 175 mm

Provided @ Spacing ( S ) = 100 mm

Provided pt. = 0.36 %

Provide 16 Tor @ 100 c/c Both ways

CHECK FOR ONE WAY SHEAR :

Shear force at critical section ( Vu ) = 716.04 KN

Vu = p Bf [0.5 ( Bf - Bp )-d ]

Effective width at critical section ( B'f ) = 3500 mm

Effective depth at critical section ( d' ) = 567 mm

Nominal shear stress ( tv = Vu / B'f d' ) = 0.37 N/mm2

Permissible shear stress in concrete ( tc ) = 0.43 N/mm2 > 0.37

Footing is Safe in One Way Shear

CHECK FOR TWO WAY SHEAR :

Max. Load = 2184.00 KN

Perimeter of the Footing @ critical section = 5128 mm

Bo = [ 2(Bp+ Dp)+4d]

Net Shear Force, Vu = 2371.34 KN

Effective depth at critical section ( do ) = 567.00 mm

Shear Stress (tv) = 0.82 N/mm2

Max allowble punching Shear stress ( t'c ) = 1.25 N/mm2 > 0.82 N/mm2
t'c = 0.25sqrt fck

Footing is Safe in Punching

Dimension:
3.5 x 3.5 x 0.625
Reinforcement:
16 T @ 100 c/c
4173
 DESIGN OF FOOTING F1

Size of Column ( Bc x Dc) = 0.38 x 0.75 m

Grade of Concrete ( fck ) = M 25

Grade of Steel ( fy ) Fe 500

xumax / d = 0.46

Ru = 3.35

Load coming to the Column ( P ) = 1635.00 KN Jt. 16 (12)

Moment About X-Axis (Mx) = 3.60 KN-m

Moment About Z-Axis (Mz) = 2.70 KN-m

Total load on footing ( W = 1.1P ) = 1798.50 KN

Safe bearing capacity of soil ( gsafe ) = 200 KN/m2

Area of Footing required (Areq = W /g safe) = 9.00 m2

Size of Footing Required (Bf x Df) = 3.00 x 3.00 m

Provided size of the footing = 3.4 x 3.4 m

Check for Bearing = 156.54 < 200 SAFE

(P/A) + (6*Mx/Bf x Df2) + (6*Mz/Bf x Df2)
Footing is Safe in Bearing

Area of footing ( A ) = 11.56 m2

Size of Pedestal ( Bp x Dp ) = 0.45 x 0.60 m

Net upward pressure due to fac. Load ( po ) = 212.16 KN/m2

Moment Mu = p Bf ( Bf - Bp)2/ 8 = 784.69 KN-m

Depth of footing required for B.M ( Dreq ) 262.47 mm

(Dreq = sqrt( Mu / Ru Bf))

Provided depth of footing ( D ) = 625 mm B.M SAFE

Shear SAFE
:
Assume Cover for Footing (dc) = 50 mm Punching SAFE
:
Effective Depth ( d ) = 567 mm

Mu / Bf d2 = 0.72

% of Steel Pt required from SP: 16 = 0.172

Required Steel (Ast req) = 3655 mm2

Dia Of Bars Provided ( f ) = 16 mm

Area Of each 16 mm dia bar = 201.06 mm2

No: Of 16 mm dia bars (required) = 18 Nos.

Spacing of main bars required ( Sreq ) = 189 mm

Provided @ Spacing ( S ) = 150 mm

Provided pt. = 0.24 %

Provide 16 Tor @ 150 c/c Both ways

CHECK FOR ONE WAY SHEAR :

Shear force at critical section ( Vu ) = 654.99 KN

Vu = p Bf [0.5 ( Bf - Bp )-d ]

Effective width at critical section ( B'f ) = 3400 mm

Effective depth at critical section ( d' ) = 567 mm

Nominal shear stress ( tv = Vu / B'f d' ) = 0.34 N/mm2

Permissible shear stress in concrete ( tc ) = 0.36 N/mm2 > 0.34

Footing is Safe in One Way Shear

CHECK FOR TWO WAY SHEAR :

Max. Load = 1962.00 KN

Perimeter of the Footing @ critical section = 4368 mm

Bo = [ 2(Bp+ Dp)+4d]

Net Shear Force, Vu = 2200.77 KN

Effective depth at critical section ( do ) = 567.00 mm

Shear Stress (tv) = 0.89 N/mm2

Max allowble punching Shear stress ( t'c ) = 1.25 N/mm2 > 0.89 N/mm2
t'c = 0.25sqrt fck

Footing is Safe in Punching

Dimension:
3.4 x 3.4 x 0.625
Reinforcement:
16 T @ 150 c/c
4173
 DESIGN OF FOOTING F1

Size of Column ( Bc x Dc) = 0.30 x 0.68 m

Grade of Concrete ( fck ) = M 25

Grade of Steel ( fy ) Fe 500

xumax / d = 0.46

Ru = 3.35

Load coming to the Column ( P ) = 1507.00 KN Jt. 16 (12)

Moment About X-Axis (Mx) = 22.90 KN-m

Moment About Z-Axis (Mz) = 8.82 KN-m

Total load on footing ( W = 1.1P ) = 1657.70 KN

Safe bearing capacity of soil ( gsafe ) = 200 KN/m2

Area of Footing required (Areq = W /g safe) = 8.29 m2

Size of Footing Required (Bf x Df) = 2.88 x 2.88 m

Provided size of the footing = 3.1 x 3.1 m

Check for Bearing = 178.89 < 200 SAFE

(P/A) + (6*Mx/Bf x Df2) + (6*Mz/Bf x Df2)
Footing is Safe in Bearing

Area of footing ( A ) = 9.61 m2

Size of Pedestal ( Bp x Dp ) = 0.45 x 0.83 m

Net upward pressure due to fac. Load ( po ) = 235.23 KN/m2

Moment Mu = p Bf ( Bf - Bp)2/ 8 = 640.12 KN-m

Depth of footing required for B.M ( Dreq ) 248.27 mm

(Dreq = sqrt( Mu / Ru Bf))

Provided depth of footing ( D ) = 575 mm B.M SAFE

Shear SAFE
:
Assume Cover for Footing (dc) = 50 mm Punching SAFE
:
Effective Depth ( d ) = 517 mm

Mu / Bf d2 = 0.78

% of Steel Pt required from SP: 16 = 0.187

Required Steel (Ast req) = 3333.28 mm2

Dia Of Bars Provided ( f ) = 16 mm

Area Of each 16 mm dia bar = 201.06 mm2

No: Of 16 mm dia bars (required) = 17 Nos.

Spacing of main bars required ( Sreq ) = 182 mm

Provided @ Spacing ( S ) = 150 mm

Provided pt. = 0.26 %

Provide 16 Tor @ 150 c/c Both ways

CHECK FOR ONE WAY SHEAR :

Shear force at critical section ( Vu ) = 589.21 KN

Vu = p Bf [0.5 ( Bf - Bp )-d ]

Effective width at critical section ( B'f ) = 3100 mm

Effective depth at critical section ( d' ) = 517 mm

Nominal shear stress ( tv = Vu / B'f d' ) = 0.37 N/mm2

Permissible shear stress in concrete ( tc ) = 0.38 N/mm2 < 0.37

Footing is Safe in One Way Shear

CHECK FOR TWO WAY SHEAR :

Max. Load = 1808.40 KN

Perimeter of the Footing @ critical section = 4628 mm

Bo = [ 2(Bp+ Dp)+4d]

Net Shear Force, Vu = 1954.17 KN

Effective depth at critical section ( do ) = 517.00 mm

Shear Stress (tv) = 0.82 N/mm2

Max allowble punching Shear stress ( t'c ) = 1.25 N/mm2 > 0.82 N/mm2
t'c = 0.25sqrt fck

Footing is Safe in Punching

Dimension:
3.1 x 3.1 x 0.575
Reinforcement:
16 T @ 150 c/c
4173
 DESIGN OF FOOTING F1

Size of Column ( Bc x Dc) = 0.75 x 0.75 m

Grade of Concrete ( fck ) = M 25

Grade of Steel ( fy ) Fe 500

xumax / d = 0.46

Ru = 3.35

Load coming to the Column ( P ) = 2707.27 KN Jt. 16 (12)

Moment About X-Axis (Mx) = -7.36 KN-m

Moment About Z-Axis (Mz) = 14.79 KN-m

Total load on footing ( W = 1.1P ) = 2978.00 KN

Safe bearing capacity of soil ( gsafe ) = 250 KN/m2

Area of Footing required (Areq = W /g safe) = 11.92 m2

Size of Footing Required (Bf x Df) = 3.45 x 3.45 m

Provided size of the footing = 3.5 x 3.5 m

Check for Bearing = 244.14 < 250 SAFE

(P/A) + (6*Mx/Bf x Df2) + (6*Mz/Bf x Df2)
Footing is Safe in Bearing

Area of footing ( A ) = 12.25 m2

Size of Pedestal ( Bp x Dp ) = 0.68 x 0.68 m

Net upward pressure due to fac. Load ( po ) = 331.50 KN/m2

Moment Mu = p Bf ( Bf - Bp)2/ 8 = 1153.35 KN-m

Depth of footing required for B.M ( Dreq ) 313.63 mm

(Dreq = sqrt( Mu / Ru Bf))

Provided depth of footing ( D ) = 900 mm B.M SAFE

Shear SAFE
:
Assume Cover for Footing (dc) = 50 mm Punching SAFE
:
Effective Depth ( d ) = 844 mm

Mu / Bf d2 = 0.47

% of Steel Pt required from SP: 16 = 0.12

Required Steel (Ast req) = 3780 mm2

Dia Of Bars Provided ( f ) = 12 mm

Area Of each 12 mm dia bar = 113.1 mm2

No: Of 12 mm dia bars (required) = 33 Nos.

Spacing of main bars required ( Sreq ) = 106 mm

Provided @ Spacing ( S ) = 150 mm

Provided pt. = 0.09 %

Provide 12 Tor @ 150 c/c Both ways

CHECK FOR ONE WAY SHEAR :

Shear force at critical section ( Vu ) = 656.71 KN

Vu = p Bf [0.5 ( Bf - Bp )-d ]

Effective width at critical section ( B'f ) = 3500 mm

Effective depth at critical section ( d' ) = 844 mm

Nominal shear stress ( tv = Vu / B'f d' ) = 0.23 N/mm2

Permissible shear stress in concrete ( tc ) = 0.24 N/mm2 < 0.23

Footing is Safe in One Way Shear

CHECK FOR TWO WAY SHEAR :

Max. Load = 3248.73 KN

Perimeter of the Footing @ critical section = 6096 mm

Bo = [ 2(Bp+ Dp)+4d]

Net Shear Force, Vu = 3290.95 KN

Effective depth at critical section ( do ) = 844.00 mm

Shear Stress (tv) = 0.64 N/mm2

Max allowble punching Shear stress ( t'c ) = 1.25 N/mm2 > 0.64 N/mm2
t'c = 0.25sqrt fck

Footing is Safe in Punching

Dimension:
3.5 x 3.5 x 0.9
Reinforcement:
12 T @ 150 c/c
4173
 DESIGN OF FOOTING F1

Size of Column ( Bc x Dc) = 0.90 x 0.90 m

Grade of Concrete ( fck ) = M 25

Grade of Steel ( fy ) Fe 500

xumax / d = 0.46

Ru = 3.35

Load coming to the Column ( P ) = 3841.89 KN Jt. 16 (12)

Moment About X-Axis (Mx) = 45.19 KN-m

Moment About Z-Axis (Mz) = -531.65 KN-m

Total load on footing ( W = 1.1P ) = 4226.08 KN

Safe bearing capacity of soil ( gsafe ) = 250 KN/m2

Area of Footing required (Areq = W /g safe) = 16.91 m2

Size of Footing Required (Bf x Df) = 4.11 x 4.11 m

Provided size of the footing = 4.2 x 4.2 m

Check for Bearing = 200.18 < 250 SAFE

(P/A) + (6*Mx/Bf x Df2) + (6*Mz/Bf x Df2)
Footing is Safe in Bearing

Area of footing ( A ) = 17.64 m2

Size of Pedestal ( Bp x Dp ) = 0.68 x 0.68 m

Net upward pressure due to fac. Load ( po ) = 326.69 KN/m2

Moment Mu = p Bf ( Bf - Bp)2/ 8 = 2125.08 KN-m

Depth of footing required for B.M ( Dreq ) 388.63 mm

(Dreq = sqrt( Mu / Ru Bf))

Provided depth of footing ( D ) = 1000 mm B.M SAFE

Shear SAFE
:
Assume Cover for Footing (dc) = 50 mm Punching SAFE
:
Effective Depth ( d ) = 942 mm

Mu / Bf d2 = 0.58

% of Steel Pt required from SP: 16 = 0.138

Required Steel (Ast req) = 5796 mm2

Dia Of Bars Provided ( f ) = 16 mm

Area Of each 16 mm dia bar = 201.06 mm2

No: Of 16 mm dia bars (required) = 29 Nos.

Spacing of main bars required ( Sreq ) = 145 mm

Provided @ Spacing ( S ) = 125 mm

Provided pt. = 0.18 %

Provide 16 Tor @ 125 c/c Both ways

CHECK FOR ONE WAY SHEAR :

Shear force at critical section ( Vu ) = 1122.36 KN

Vu = p Bf [0.5 ( Bf - Bp )-d ]

Effective width at critical section ( B'f ) = 4200 mm

Effective depth at critical section ( d' ) = 942 mm

Nominal shear stress ( tv = Vu / B'f d' ) = 0.29 N/mm2

Permissible shear stress in concrete ( tc ) = 0.32 N/mm2 < 0.29

Footing is Safe in One Way Shear

CHECK FOR TWO WAY SHEAR :

Max. Load = 4610.28 KN

Perimeter of the Footing @ critical section = 6488 mm

Bo = [ 2(Bp+ Dp)+4d]

Net Shear Force, Vu = 4903.26 KN

Effective depth at critical section ( do ) = 942.00 mm

Shear Stress (tv) = 0.81 N/mm2

Max allowble punching Shear stress ( t'c ) = 1.25 N/mm2 > 0.81 N/mm2
t'c = 0.25sqrt fck

Footing is Safe in Punching

Dimension:
4.2 x 4.2 x 1
Reinforcement:
16 T @ 125 c/c
4173
 DESIGN OF FOOTING SBC 150

0
Name of the work:-
RF2
Load 1538 kN
Mx= 22 kN-m
Mz= 11 kN-m
Sbc of soil= 200 kN/m²
Fck= 25 N/mm²
Fy= 500 N/mm²
Clear cover = 50 mm
Pedestal Y 0.60 m
Pedestal X 0.45 m

Area of footing= 8.46 m²

Required Provided
Ly= 2.98 m 3.80 m
Lx= 2.83 m 2.80 m

Gross Upward pressure 164 which is less than S.B.C

Net Upward pressure 150 kN/m²

My = 806.56 kN-m 20 -#16

Mx = 590.33 kN-m 3.80

depth required = 289.0 mm

0.60

2.80
0.45

Provide overall Depth = 700 mm

dx= 642 mm
dy= 626 mm 20 -#16

Ast "X" parallel to longer dir= 2988.926 mm² Min Ast 'X' = 2157.12 mm²
Ast "Y" parallel to shorter dir= 2152.891 mm² Min Ast 'Y' = 2927.52 mm²

Dia of bar Required Provided

Parallel to Short Direction= 16 16 20
Parallel to Long Direction= 16 16 20

Check for oneway shear=

One way shear force 'X'= 613.739 kN
One way shear force 'Y'= 455.803 kN

One way shear stress 'τv-x'= 0.350 N/mm²

One way shear stress 'τv-y'= 0.187 N/mm²

Perm, shear stress 'X'= Pt = 0.229

τc 0.351 safe

Perm, shear stress 'Y'= Pt = 0.165

τc 0.303 safe
Check for twoway shear=
Two way shear force 'X'= 2093.43 kN
Two way shear stress 'τv-x'= 0.712
Perm, shear stress = 1.25 safe
 RF1
Load 885 kN
Mx= 12.6 kN-m
Mz= 14.8 kN-m
Sbc of soil= 200 kN/m²
Fck= 25 N/mm²
Fy= 500 N/mm²
Clear cover = 50 mm
Pedestal Y 0.45 m
Pedestal X 0.45 m

Area of footing= 4.87 m²

Required Provided
Ly= 2.21 m 2.75 m
Lx= 2.21 m 2.20 m

Gross Upward pressure 172 which is less than S.B.C

Net Upward pressure 157 kN/m²

My = 343.68 kN-m 15 -#12

Mx = 248.70 kN-m 2.75

depth required = 212.8 mm

0.45

2.20
0.45

Provide overall Depth = 550 mm

dx= 494 mm
dy= 482 mm 20 -#12

Ast "X" parallel to longer dir= 1650.232 mm² Min Ast 'X' = 1304.16 mm²
Ast "Y" parallel to shorter dir= 1178.372 mm² Min Ast 'Y' = 1630.2 mm²

Dia of bar Required Provided

Parallel to Short Direction= 12 16 20
Parallel to Long Direction= 12 15 15

Check for oneway shear=

One way shear force 'X'= 347.186 kN
One way shear force 'Y'= 247.526 kN

One way shear stress 'τv-x'= 0.327 N/mm²

One way shear stress 'τv-y'= 0.182 N/mm²

Perm, shear stress 'X'= Pt = 0.213

τc 0.340 safe

Perm, shear stress 'Y'= Pt = 0.125

τc 0.268 safe
Check for twoway shear=
Two way shear force 'X'= 1221.42 kN
Two way shear stress 'τv-x'= 0.667
Perm, shear stress = 1.25 safe
 RF3
Load 1480 kN
Mx= 27 kN-m
Mz= 4.7 kN-m
Sbc of soil= 200 kN/m²
Fck= 25 N/mm²
Fy= 500 N/mm²
Clear cover = 50 mm
Pedestal Y 0.60 m
Pedestal X 0.45 m

Area of footing= 8.14 m²

Required Provided
Ly= 2.93 m 3.40 m
Lx= 2.78 m 3.00 m

Gross Upward pressure 165 which is less than S.B.C

Net Upward pressure 151 kN/m²

My = 664.55 kN-m 29 -#12

Mx = 624.67 kN-m 3.40

depth required = 253.4 mm

0.60

3.00
0.45

Provide overall Depth = 650 mm

dx= 594 mm
dy= 582 mm 29 -#12

Ast "X" parallel to longer dir= 2652.102 mm² Min Ast 'X' = 2138.4 mm²
Ast "Y" parallel to shorter dir= 2479.627 mm² Min Ast 'Y' = 2423.52 mm²

Dia of bar Required Provided

Parallel to Short Direction= 12 24 29
Parallel to Long Direction= 12 23 29

Check for oneway shear=

One way shear force 'X'= 554.693 kN
One way shear force 'Y'= 523.365 kN

One way shear stress 'τv-x'= 0.318 N/mm²

One way shear stress 'τv-y'= 0.259 N/mm²

Perm, shear stress 'X'= Pt = 0.188

τc 0.322 safe

Perm, shear stress 'Y'= Pt = 0.162

τc 0.301 safe
Check for twoway shear=
Two way shear force 'X'= 2026.84 kN
Two way shear stress 'τv-x'= 0.774
Perm, shear stress = 1.25 safe
 RF4
Load 1978 kN
Mx= 5.1 kN-m
Mz= 24 kN-m
Sbc of soil= 200 kN/m²
Fck= 20 N/mm²
Fy= 500 N/mm²
Clear cover = 50 mm
Pedestal Y 0.60 m
Pedestal X 0.45 m

Area of footing= 10.88 m²

Required Provided
Ly= 3.37 m 3.80 m
Lx= 3.22 m 3.40 m

Gross Upward pressure 172 which is less than S.B.C

Net Upward pressure 157 kN/m²

My = 1024.88 kN-m 38 -#16

Mx = 973.47 kN-m 3.80

depth required = 330.5 mm

0.60

3.40
0.45

Provide overall Depth = 650 mm

dx= 592 mm
dy= 576 mm 38 -#16

Ast "X" parallel to longer dir= 4200.993 mm² Min Ast 'X' = 2415.36 mm²
Ast "Y" parallel to shorter dir= 3955.967 mm² Min Ast 'Y' = 2699.52 mm²

Dia of bar Required Provided

Parallel to Short Direction= 16 22 38
Parallel to Long Direction= 16 21 38

Check for oneway shear=

One way shear force 'X'= 819.903 kN
One way shear force 'Y'= 790.183 kN

One way shear stress 'τv-x'= 0.419 N/mm²

One way shear stress 'τv-y'= 0.351 N/mm²

Perm, shear stress 'X'= Pt = 0.390

τc 0.433 safe

Perm, shear stress 'Y'= Pt = 0.339

τc 0.409 safe
Check for twoway shear=
Two way shear force 'X'= 2754.30 kN
Two way shear stress 'τv-x'= 1.063
Perm, shear stress = 1.12 safe
 F5
Load 135.57 kN
Mx= 0.5 kN-m
Mz= 0.5 kN-m
Sbc of soil= 200 kN/m²
Fck= 20 N/mm²
Fy= 500 N/mm²
Clear cover = 50 mm
Pedestal Y 0.60 m
Pedestal X 0.45 m

Area of footing= 0.75 m²

Required Provided
Ly= 0.94 m 1.20 m
Lx= 0.79 m 1.20 m

Gross Upward pressure 107 which is less than S.B.C

Net Upward pressure 98 kN/m²

My = 7.91 kN-m 7 -#10

Mx = 12.35 kN-m 1.20

depth required = 61.1 mm

0.60

1.20
0.45

Provide overall Depth = 300 mm

dx= 245 mm
dy= 235 mm 7 -#10

Ast "X" parallel to longer dir= 74.704 mm² Min Ast 'X' = 352.8 mm²
Ast "Y" parallel to shorter dir= 117.151 mm² Min Ast 'Y' = 352.8 mm²

Dia of bar Required Provided

Parallel to Short Direction= 10 5 7
Parallel to Long Direction= 10 5 7

Check for oneway shear=

One way shear force 'X'= 11.421 kN
One way shear force 'Y'= 22.843 kN

One way shear stress 'τv-x'= 0.041 N/mm²

One way shear stress 'τv-y'= 0.078 N/mm²

Perm, shear stress 'X'= Pt = 0.195

τc 0.323 safe

Perm, shear stress 'Y'= Pt = 0.187

τc 0.317 safe
Check for twoway shear=
Two way shear force 'X'= 125.99 kN
Two way shear stress 'τv-x'= 0.172
Perm, shear stress = 1.12 safe
 F6
Load 78.63 kN
Mx= 0.5 kN-m
Mz= 1.06 kN-m
Sbc of soil= 150 kN/m²
Fck= 20 N/mm²
Fy= 500 N/mm²
Clear cover = 50 mm
Pedestal Y 0.45 m
Pedestal X 0.45 m

Area of footing= 0.58 m²

Required Provided
Ly= 0.76 m 1.00 m
Lx= 0.76 m 1.00 m

Gross Upward pressure 96 which is less than S.B.C

Net Upward pressure 88 kN/m²

My = 4.99 kN-m 6 -#10

Mx = 4.99 kN-m 1.00

depth required = 42.5 mm

0.45

1.00
0.45

Provide overall Depth = 250 mm

dx= 195 mm
dy= 185 mm 6 -#10

Ast "X" parallel to longer dir= 59.316 mm² Min Ast 'X' = 234 mm²
Ast "Y" parallel to shorter dir= 59.316 mm² Min Ast 'Y' = 234 mm²

Dia of bar Required Provided

Parallel to Short Direction= 10 4 6
Parallel to Long Direction= 10 4 6

Check for oneway shear=

One way shear force 'X'= 11.879 kN
One way shear force 'Y'= 10.559 kN

One way shear stress 'τv-x'= 0.064 N/mm²

One way shear stress 'τv-y'= 0.054 N/mm²

Perm, shear stress 'X'= Pt = 0.255

τc 0.362 safe

Perm, shear stress 'Y'= Pt = 0.242

τc 0.354 safe
Check for twoway shear=
Two way shear force 'X'= 77.92 kN
Two way shear stress 'τv-x'= 0.160
Perm, shear stress = 1.12 safe
 Force-X Force-Y Force-Z Moment- Moment- Moment-
Node L/C kN kN kN X kNm Y kNm Z kNm
41 36 198.058 3841.894 12.74 45.188 4.081 -531.645
36 36 -38.19 3564.26 6.617 14.814 -0.425 95.954
29 36 18.918 3457.082 24.754 72.167 7.388 -56.547
24 36 -6.462 3451.125 6.895 82.254 5.828 19.383
22 36 0.088 3297.888 9.292 27.959 0.033 13.931
23 36 -6.584 3240.991 9.818 25.438 0.699 18.297
21 36 -8.979 3220.51 -23.08 6.432 -0.954 9.313
54 36 20.801 3030.405 9.452 22.814 0.522 -67.108
48 36 -6.033 3009.985 -7.179 -0.314 0.335 18.211
49 36 -5.89 2956.88 -3.5 6.986 -0.49 22.565
35 36 -47.908 2902.767 5.435 7.896 -0.363 103.347
47 36 -6.803 2707.274 -6.73 -7.355 -0.194 14.794
19 36 0.834 2692.371 8.939 15.371 -4.562 10.181
25 36 6.247 2576.398 -51.939 -65.996 -1.284 13.117
20 36 -3.516 2555.529 -28.127 -4.921 -0.527 8.304
42 36 351.178 2492.796 143.082 243.211 -101.515 -1044.469
51 36 -15.292 2463.821 0.473 8.689 -0.636 27.551
34 36 -54.541 2457.284 2.309 2.124 -0.397 122.586
32 36 -117.726 2442.879 0.5 -0.952 -0.147 229.265
44 36 -3.99 2369.949 -10.481 -17.166 2.482 19.685
33 36 -84.792 2364.707 2.998 3.165 -0.479 167.623
10 36 -14.884 2356.694 17.208 35.395 1.173 59.945
17 36 -4.394 2354.514 4.234 19.894 0.684 14.923
45 36 -8.109 2281.588 -4.527 -6.727 1.808 19.279
18 36 -4.212 2213.526 -53.187 -108.743 -20.944 8.803
46 36 -3.433 2176.133 -6.723 -6.39 1.512 16.015
9 36 -20.647 2169.125 34.293 30.379 -9.906 30.883
50 36 -6.964 2104.114 -7.531 -93.717 -0.706 23.521
38 36 -47.381 2076.287 -9.227 -19.321 0.083 46.485
28 36 11.115 2043.555 45.383 125.498 4.096 -38.485
40 36 92.885 1974.521 51.713 129.314 2.32 -249.175
6 36 53.277 1953.612 21.894 50.697 -13.543 -122.151
31 36 -265.803 1949.51 -1.292 -5.278 0.296 425.739
10033 36 10.341 1941.716 28.572 65.711 1.486 -48.147
43 36 -8.511 1933.053 48.759 97.916 21.035 17.77
53 36 12.825 1912.719 73.162 155.132 -6.267 -41.44
64 36 -21.095 1911.275 0.767 -15.445 2.727 57.25
56 36 2.347 1894.938 -0.042 16.691 -2.831 -18.211
10034 36 295.458 1887.012 12.876 41.087 3.021 -697.024
2 36 84.289 1869.922 20.596 37.845 -9.441 -156.451
30 36 5.681 1841.619 89.336 150.986 18.363 -33.71
11 36 -39.906 1840.378 12.697 32.846 -1.273 94.102
12 36 -53.829 1838.624 56.307 99.339 10.764 132.477
63 36 -2.956 1821.744 -4.818 -21.562 1.558 16.533
52 36 -6.868 1808.701 95.125 176.026 8.299 32.173
67 36 -146.465 1796.465 28.483 44.455 48.809 292.855
13 36 -67.718 1780.57 -45.257 -110.441 -57.004 175.578
65 36 -48.465 1753.826 0.517 -9.398 5.598 105.548
7 36 58.327 1717.749 30.633 63.563 8.237 -134.593
3 36 56.456 1690.013 35.637 26.315 2.752 -111.763
10035 36 13.473 1614.301 10.431 26.664 -6.783 -61.667
55 36 9.696 1585.766 80.074 152.813 -2.556 -47.861
26 36 -16.841 1577.932 5.475 85.621 7.113 18.132
74 36 -731.223 1531.873 80.898 516.316 7131.34 627.987
1 36 157.215 1515.514 -140.387 -250.668 138.056 -281.154
61 36 32.574 1480.401 -8.279 -17.953 -4.319 -52.827
57 36 -4.2 1477.174 3.302 17.506 9.561 -16.805
60 36 63.128 1469.563 -19.498 -39.813 13.843 -102.566
39 36 -10.72 1462.159 -5.441 -0.576 -2.527 34.511
62 36 11.834 1433.913 -9.094 -18.677 -0.619 -11.023
16 36 -30.26 1385.223 16.563 22.839 -0.21 21.547
68 36 -255.158 1367.343 317.486 467.501 -479.103 504.918
14 36 -144.46 1332.665 55.471 120.047 -3.528 252.971
27 36 -7.403 1310.074 -153 -212.072 21.8 11.887
5 36 40.414 1257.87 59.053 133.38 -1.661 -117.705
59 36 136.255 1252.739 136.811 238.387 -134.27 -229.653
71 36 9.581 1216.573 -18.409 -19.688 3.758 -10.937
4 36 37.991 1118.312 15.384 23.39 -13.181 -80.675
8 36 80.202 1106.881 87.286 131.289 -130.961 -177.072
66 36 -83.436 1063.141 -59.712 -79.171 2.907 176.72
15 36 -143.519 982.089 -381.2 -546.777 416.052 287.668
70 36 43.631 936.404 -17.336 -24.378 -0.028 -42.12
69 36 99.613 932.365 122.613 233.123 85.524 -289.826
73 36 -137.103 921.92 33.239 75.095 -250.406 147.667
72 36 -17.614 907.534 -12.824 -13.154 6.648 8.541
58 36 -5.206 883.616 64.97 107.367 -26.311 -4.19
10001 36 304.886 841.913 553.648 -164.956 5671.333 -617.144
10021 36 332.777 839.731 -546.774 174.064 -5651.751 -672.927
10011 36 -779.636 734.827 8.141 -686.39 -7781.812 1036.806
37 36 -1.091 577.243 6.027 16.971 -0.193 77.607
10015 36 22.412 420.786 10.205 11.314 95.446 -49.56
10030 36 35.341 403.71 -9.761 -1.779 39.308 -47.639
10012 36 81.284 351.182 4.691 7.104 -11.388 -95.721
10027 36 282.3 345.974 101.768 276.156 -749.294 -468.164
10018 36 6.603 276.271 0.818 0.499 -0.089 11.826
10002 36 103.899 266.22 -16.933 -21.389 -58.23 -92.743
10022 36 109.647 256.514 16.296 20.574 58.661 -99.578
10028 36 47.652 247.773 0.672 1.1 8.058 -53.644
10029 36 43.462 236.892 0.783 1.137 -5.801 -50.695
10010 36 -100.731 228.584 -7.763 -10.353 60.969 96.199
10007 36 -13.393 220.328 2.085 2.467 -0.339 15.381
10008 36 -33.126 218.404 1.587 2.105 1.112 33.228
10017 36 1.638 204.07 -26.602 -30.883 4.641 -0.673
10019 36 1.218 197.454 26.854 31.191 -4.652 -0.13
10013 36 71.311 194.047 3.733 3.931 0.27 -81.696
10006 36 1.645 185.645 1.154 1.292 0.518 1.228
10032 36 -17.136 177.963 -5.359 -5.268 3.096 12.748
10009 36 -53.983 173.973 7.016 7.485 -8.005 54.405
10014 36 68.258 169.2 5.426 5.679 -12.819 -77.278
10004 36 29.043 135.726 1.265 1.079 -0.423 -24.526
10024 36 34.992 134.51 -2.021 -1.802 0.944 -31.219
10003 36 45.664 131.318 4.184 3.981 5.948 -41.045
10031 36 19.813 130.085 -2.306 -2.037 0.025 -16.725
10005 36 12.718 129.475 1.529 1.612 0.734 -9.016
10023 36 51.014 125.664 -4.241 -4.097 -5.424 -47.36
10016 36 22.261 55.818 -92.098 -88.26 -59.369 -25.59
10020 36 20.013 41.465 93.047 89.212 59.854 -22.564