Load CombinationCombination 1DL+LL+CLP = 195.6 + 230 ( brickwork load) = 425.6 KNH = 26.7 KNM = - 62.03 KNMTOTALM=M+H*D =62.03+26.7*2=115.46Combination 2DL+WLP = -78.2+ 230 (brickwork load)= 151.8 KNH = -18.1M = 237.09TOTALM=M+H*D =237.09+18.1*2=273.29Combination 3DL+0.8LL+0.8CL+0.8WLnot govern in this case( Brickwork 400 mm thk ( 230mm wall+ 70 mm air gap +100 wall) height 4 m

Footing design load case 1ISOLATED FOOTING DESIGNFORCES DETAILS :Axial Load = P1 =425.6KNMoment along Major axis = M =115.46KNmMoment along Minor axis = M =0KNmCOLUMN DETAILS :G.LLength = ( Larger Dimension of Column )1.42mWidth = ( Smaller Dimension of Column )0.58mFOOTING DETAILS :Length = L =3.6mWidth = B =2.7m1.5Depth = D =0.75mCover to Main R/f =0.05mDiameter of R/f in Footing =16mm0.75SOIL DETAILS :Density of Soil = g =17KN/m3Depth of foundation below G.L = H =2.3m3.60XMATERIAL CONSTANT :Concrete Grade ="1 - "0N/mm2R/f Grade =Fe - 415N/mm22.70Load Factor = gf =1.5ZZDESIGN FORCES :Axial load = P =425.60KNSelf Weight of Footing =182.25KNX3.60Total Vertical Load =607.85KNMoment along Major axis115.46KNmMoment along Minor axis0KNmPRESSURE CALCULATION :SBC =180KN/m2FOR EARTHQUAKE CONDITION ALLOWABLE S.B.C =1.25 x180.0225KN/m2P =P+Mx+MzA-Zx-Zz\ Pmax =62.54 +19.80 +0.082.33KN/m2< S.B.CSAFE\ Pmin =62.54 -19.80 -0.042.74KN/m2TENSION NOT CREATEDR/F CALCULATION FROM BENDING CONSIDERATION :3600106027005801420109042.7KN/M282.3KN/M2MOMENT AT CRITICAL SECTION ALONG WIDTH :M =Pmax x 1.06 x 1.06 / 2M =46.26T-mMu =69.38KN-mAst =276.94mm2( To be distributed in 3.6 m Length )Min Req =900mm2( Ast = 0.12 x b x D )Required Spacing of Bar = 16 # @ 220 C/C ALONG WIDTHPROVIDE 16 # @ 150 C/C ALONG WIDTH\ Ast =1340.41mm2MOMENT AT CRITICAL SECTION ALONG LENGTH :M =Pmax x 1.09 x 1.09 / 2M =48.91KN-mMu =73.37KN-mAst =292.98mm2( To be distributed in 2.7 m Length )Min Req =900mm2( Ast = 0.12 x b x D )PROVIDE 16 # @ 220 C/C ALONG LENGTH\ Ast =913.92mm2CHECK FOR ONE WAY SHEAR ALONG LENGTH :Critical Section is at diatance of ' d ' from face of column1.062.701.090.393.60\ Shear force at critical section =82.33 x0.39V =32.11KN\ Actual Shear stress tv =Vub x d=1.5 x32.11x 10001000 x700=0.069N / mm2Pt =100 x As=100 x913.92=0.13Pttcb x d1000 x7000.150.280.20.33\ tc =0.28N / mm2< tvHENCE SAFECHECK FOR ONE WAY SHEAR ALONG WIDTH :Critical Section is at diatance of ' d ' from face of column1.062.701.090.363.60\ Shear force at critical section =82.33 x0.36V =29.64KN\ Actual Shear stress tv =Vub x d=1.5 x29.64x 10001000 x700=0.064N / mm2Pt =100 x As=100 x1340.41=0.19b x d1000 x700\ tc =0.28N / mm2< tvHENCE SAFECHECK FOR TWO WAY SHEAR :Critical Section is at distance of 'd/2' from face of column3.602.122.701.28d/2d/2\ Shear force at Critical Section =82.33 xArea of Shadeded Portion=82.33 x7.0064=576.86 TCritical Perimeter =2 x2.12+ 2 x1.28=6.80 m\ Actual Shear stress tv =Vub x d=1.5 x576.86x 10006800.00 x700=0.182N / mm2Allowable Shear stress = ks.tc( CLAUSE 31.3.3 IS 456 : 2000 )where,ks =( 0.5+b )b =Short Side of Column = 0.58= 0.41Long Side of Column = 1.42ks =0.91but not greater than 1.0Where,tc = 0.25 fcktc = 0.25 "1 - "0=1.12N/mm2Allowable Shear stress = ks.tc =1.02N/mm2SAFECHECK FOR OVERTURNING :Axial load = W1425.6KNWeight of footing =W23.62.70.7525182.25Weight of Soil above footing =W33.62.71.420.581.515200.17KNTotal Vertical loadW1+W2+W3650.77Overturning moment = M+Hxh115.46Factor of safety6.76>1.5against overturningSAFE

footing design load case 2ISOLATED FOOTING DESIGNFORCES DETAILS :Axial Load = P1 =151.8KNMoment along Major axis = M =273.29KNmMoment along Minor axis = M =0KNmCOLUMN DETAILS :G.LLength = ( Larger Dimension of Column )1.42mWidth = ( Smaller Dimension of Column )0.58mFOOTING DETAILS :Length = L =3.6mWidth = B =2.7m1.5Depth = D =0.75mCover to Main R/f =0.05mDiameter of R/f in Footing =16mm0.75SOIL DETAILS :Density of Soil = g =17KN/m3Depth of foundation below G.L = H =2.25m3.60XMATERIAL CONSTANT :Concrete Grade ="1 - "0N/mm2R/f Grade =Fe - 415N/mm22.70Load Factor = gf =1.5ZZDESIGN FORCES :Axial load = P =151.80KNSelf Weight of Footing =182.25KNX3.60Total Vertical Load =334.05KNMoment along Major axis273.29KNmMoment along Minor axis0KNmPRESSURE CALCULATION :SBC =180KN/m2FOR EARTHQUAKE CONDITION ALLOWABLE S.B.C =1.25 x180.0225KN/m2P =P+Mx+MzA-Zx-Zz\ Pmax =34.37 +46.86 +0.081.23KN/m2< S.B.CSAFE\ Pmin =34.37 -46.86 -0.0-12.49KN/m2TENSION CREATEDR/F CALCULATION FROM BENDING CONSIDERATION :36001060270058014201090-12.5KN/M281.2KN/M2MOMENT AT CRITICAL SECTION ALONG WIDTH :M =Pmax x 1.06 x 1.06 / 2M =45.63T-mMu =68.45KN-mAst =273.19mm2( To be distributed in 3.6 m Length )Min Req =900mm2( Ast = 0.12 x b x D )Required Spacing of Bar = 16 # @ 220 C/C ALONG WIDTHPROVIDE 16 # @ 150 C/C ALONG WIDTH\ Ast =1340.41mm2MOMENT AT CRITICAL SECTION ALONG LENGTH :M =Pmax x 1.09 x 1.09 / 2M =48.25KN-mMu =72.38KN-mAst =289.01mm2( To be distributed in 2.7 m Length )Min Req =900mm2( Ast = 0.12 x b x D )Required spacing of bar 16 # @ 220 C/C ALONG LENGTHPROVIDE 16 # @ 150 C/C ALONG LENGTH\ Ast =1340.41mm2CHECK FOR ONE WAY SHEAR ALONG LENGTH :Critical Section is at diatance of ' d ' from face of column1.062.701.090.393.60\ Shear force at critical section =81.23 x0.39V =31.68KN\ Actual Shear stress tv =Vub x d=1.5 x31.68x 10001000 x700=0.068N / mm2Pt =100 x As=100 x1340.41=0.19Pttcb x d1000 x7000.150.280.20.33\ tc =0.28N / mm2< tvHENCE SAFECHECK FOR ONE WAY SHEAR ALONG WIDTH :Critical Section is at diatance of ' d ' from face of column1.062.701.090.363.60\ Shear force at critical section =81.23 x0.36V =29.24KN\ Actual Shear stress tv =Vub x d=1.5 x29.24x 10001000 x700=0.063N / mm2Pt =100 x As=100 x1340.41=0.19b x d1000 x700\ tc =0.28N / mm2< tvHENCE SAFECHECK FOR TWO WAY SHEAR :Critical Section is at distance of 'd/2' from face of column3.602.122.701.28d/2d/2\ Shear force at Critical Section =81.23 xArea of Shadeded Portion=81.23 x7.0064=569.11 TCritical Perimeter =2 x2.12+ 2 x1.28=6.80 m\ Actual Shear stress tv =Vub x d=1.5 x569.11x 10006800.00 x700=0.179N / mm2Allowable Shear stress = ks.tc( CLAUSE 31.3.3 IS 456 : 2000 )where,ks =( 0.5+b )b =Short Side of Column = 0.58= 0.41Long Side of Column = 1.42ks =0.91but not greater than 1.0Where,tc = 0.25 fcktc = 0.25 "1 - "0=1.12N/mm2Allowable Shear stress = ks.tc =1.02N/mm2SAFECHECK FOR OVERTURNING :Axial load = W1151.8KNWeight of footing =W23.62.70.7525182.25Weight of Soil above footing =W33.62.71.420.581.515200.17KNTotal Vertical loadW1+W2+W3376.97Overturning moment = M+Hxh273.29Factor of safety1.66>1.5against overturningSAFE

Sheet1CHECK FOR OVERTURNING :Axial loadW1192.5KNWeight of footingW232.125157.5KNWeight of Soil above footingW332.11.420.58215164.29KNTotal Vertical loadW1+W2+W3514.29MomentM237.59Horizontal LoadH56.3height of pedestalh2Overturning momentM+Hxh350.19Factor of safty1.76>1.5against overturningTherefore, it is OK