Project
PROPOSED RESIDENTIAL BUILDING
AT KORATTUR CHENNAI
Calculations for Discipline 0 File No. 0 one way shear
Calc by SKB Date 8/7/2025 Sheet x 250
Spinning Area - Grid -3-C Checked by 0 Date 8/7/2025 tv<tc, OK ! 450
Design of Isolated Footing :- F1 Concrete Grade = M25 y
Unfactored col. load without selfwt. of footing = 361 kN Fy= 550 N/mm² tv<tc, OK !
Unfactored Moment abt X dir (M parallel to Y ) = 1.00 kN.m
Unfactored Moment abt Y dir (M parallel to X ) = 1.00 kN.m
Pedestal / Column Size Footing depth effe. Cover to reinf Effe. depth two way shear
Pb Pd At face D At edge d 65 mm 385 mm tv < tc, hence, O.K.
230 mm 300 mm 450 mm 250 mm bearing
Footing size Fb= 1525 mm Fd= 1525 mm Footing Depth from NGL = 1.75 m Safe O.K.
Net Soil Bearing Capacity SBC = 151 kN/m² Density of Soil = 18.00 kN/m3
Gross Soil Bearing Capacity SBC = 182.50 kN/m² 183 kN/m²
Self-weight of footing = 19.19 kN Wt. of Soil above FTG.= 18.00 kN
Total Load P= 398 kN
p max x
The unfactored stresses are : 1 Fb 2
P/A = 171.22 kN/m² B Pb
Mx/Zx = 1.69 kN/m²
Pd
My/Zy = 1.69 kN/m² Fd
X
Pressure at 1 = P/A + Mx/Zx + My/Zy = 174.60 kN/m²
Pressure at 2 = P/A + Mx/Zx - My/Zy = 171.22 kN/m² 3 Y A 4 p min x
Pressure at 3 = P/A - Mx/Zx + My/Zy = 171.22 kN/m²
p min y
p max y
Pressure at 4 = P/A - Mx/Zx - My/Zy = 167.84 kN/m²
Max pressure < SBC hence, Footing Size is OK!
There is no tension hence, Footing Size is OK!
in X-direction in Y-direction
Offset A & B = 647.50 mm 612.50 mm
p maximum (P without soil weight & selfwt.) = 158.61 kN/m² 158.61 kN/m²
p minimum (P without soil weight & selfwt.) = 155.23 kN/m² 155.23 kN/m²
Facored Moment @ yy & Moment @ xx 76.06 kN.m 68.06 kN.m
d effective required 271 mm 293 mm
Cross section area at face 0.564 m² 0.557 m²
Reinforcement required 452 mm² 412 mm²
Minimum 0.12% reinf. 677 mm² 668 mm²
Reinf. Bar Dia 10 mm 10 mm
Spacing of bars 181 mm 181 mm
Nos. of bars required 9 nos. 9 nos.
Provided reinf. % 0.125 % 0.127 %
Check for One Way Shear at d distance from face of column/pedestal
Effective depth at d distance 271.08 mm 264.29 mm
Top width of ftg at d distance 1070.00 mm 1000.00 mm
Cross section area at d distance 351728 mm² 333661 mm²
Shear Force at d distance 95.24 kN 82.54 kN
Shear stress at d distance tv 0.271 N/mm² 0.247 N/mm²
Provided reinf. % at d distance 0.201 % 0.212 %
Permissible Shear Stress tc 0.331 N/mm² 0.339 N/mm²
tv<tc, OK ! tv<tc, OK !
Check for two way (Punching) Shear at d/2 distance from face of col./pedestal
Perimeter at crictical section = 2600.00 mm Area resisting shear = 1010988 mm²
Effective depth at critical section = 388.84 mm Design shear = 489.09 kN
tc = 1.25 N/mm² ks = 1 tc' = 1.25 N/mm²
tv = 0.48 N/mm² tv < tc, hence, O.K.
Check for bearing pressure at column base
Actual bearing stress = Pu / (axb) = 7.848 N/mm²
A1 (= Fb x Fd ) = 2325625 mm² A2 (= Pb x Pd ) = 69000 mm²
Perm. Bearing Stress=0.45 x Fck x sqrt(A1/A2) = 65.3 N/mm² Safe O.K.
Err:520
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Project
ARGEN LIFE SCIENCE -MLR-4
At malapur , Hyderabad
Calculations for Discipline CBD File No. 278668 one way shear
Calc by BA Date 8/5/2011 Sheet x
Spinning Area - Grid -1-A Checked by PA Date 8/5/2011 tv<tc, OK !
Design of Isolated Footing :- F1 Concrete Grade = M30 y
Unfactored col. load without selfwt. of footing = 417 kN Fy= 500 N/mm² tv<tc, OK !
Unfactored Moment abt X dir (M parallel to Y ) = 3.00 kN.m
Unfactored Moment abt Y dir (M parallel to X ) = 2.00 kN.m
Pedestal / Column Size Footing depth effe. Cover to reinf Effe. depth two way shear
Pb Pd At face D At edge d 60 mm 390 mm tv < tc, hence, O.K.
230 mm 300 mm 450 mm 250 mm bearing
Footing size Fb= 1525 mm Fd= 1525 mm Footing Depth from NGL = 1.60 m Safe O.K.
Net Soil Bearing Capacity SBC = 150 kN/m² Density of Soil = 18.00 kN/m3
Gross Soil Bearing Capacity SBC = 223.50 kN/m² (Muliplied by 1.25 for EQ/Wind) 179 kN/m²
Self-weight of footing = 19.19 kN Wt. of Soil above FTG.= 53.16 kN
Total Load P= 489 kN
p max x
The unfactored stresses are : 1 Fb 2
P/A = 210.42 kN/m² B Pb
Mx/Zx = 5.08 kN/m²
Pd
My/Zy = 3.38 kN/m² Fd
X
Pressure at 1 = P/A + Mx/Zx + My/Zy = 218.88 kN/m²
Pressure at 2 = P/A + Mx/Zx - My/Zy = 212.11 kN/m² 3 Y A 4 p min x
Pressure at 3 = P/A - Mx/Zx + My/Zy = 208.73 kN/m² p min y
p max y
Pressure at 4 = P/A - Mx/Zx - My/Zy = 201.96 kN/m²
Max pressure < SBC hence, Footing Size is OK!
There is no tension hence, Footing Size is OK!
in X-direction in Y-direction
Offset A & B = 647.50 mm 612.50 mm
p maximum (P without soil weight & selfwt.) = 187.77 kN/m² 187.77 kN/m²
p minimum (P without soil weight & selfwt.) = 181.00 kN/m² 177.61 kN/m²
Facored Moment @ yy & Moment @ xx 90.04 kN.m 80.57 kN.m
d effective required 269 mm 291 mm
Cross section area at face 0.564 m² 0.557 m²
Reinforcement required 579 mm² 527 mm²
Minimum 0.12% reinf. 677 mm² 668 mm²
Reinf. Bar Dia 16 mm 16 mm
Spacing of bars 482 mm 482 mm
Nos. of bars required 4 nos. 4 nos.
Provided reinf. % 0.143 % 0.144 %
Check for One Way Shear at d distance from face of column/pedestal
Effective depth at d distance 269.54 mm 262.65 mm
Top width of ftg at d distance 1080.00 mm 1010.00 mm
Cross section area at d distance 351072 mm² 332913 mm²
Shear Force at d distance 110.60 kN 95.57 kN
Shear stress at d distance tv 0.315 N/mm² 0.287 N/mm²
Provided reinf. % at d distance 0.229 % 0.242 %
Permissible Shear Stress tc 0.355 N/mm² 0.363 N/mm²
tv<tc, OK ! tv<tc, OK !
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Check for two way (Punching) Shear at d/2 distance from face of col./pedestal
Perimeter at crictical section = 2620.00 mm Area resisting shear = 1016684 mm²
Effective depth at critical section = 388.05 mm Design shear = 599.00 kN
tc = 1.37 N/mm² ks = 1 tc' = 1.37 N/mm²
tv = 0.59 N/mm² tv < tc, hence, O.K.
Check for bearing pressure at column base
Actual bearing stress = Pu / (axb) = 9.065 N/mm²
A1 (= Fb x Fd ) = 2325625 mm² A2 (= Pb x Pd ) = 69000 mm²
Perm. Bearing Stress=0.45 x Fck x sqrt(A1/A2) = 78.4 N/mm² Safe O.K.
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250
450
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Err:520
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