Node1-F1Design of Pile Cap ReinforcementNode1Footing No.F1Grid NoA6Factored Reactions from Staad ProLoad Case20030.61.21.21.187DL+1.2EQPT+0.4LL+1.2PIPE+1.2EI-1.6WIND X+1.2DL-SELFWT.BCFx173.6kNFy3757kNFz50.6kN3 .4Mx7.384kNm3.61.2XMz-340.1kNm1.22 .1MxL=3.6mB=3.6mDepth of Pile cap =1.5mAD .Bottom Clear Cover=100mm3.6Dia of bar=25mmMzDepth of soil above pile cap =1mZEffective depth of pile cap =1387.5mmSide cover=50mmDensity of soil =17.658kN/m3Density of concrete =24.525kN/m3Column size (axb) =1m X1mNo of Piles=4pilesPile dia=0.8mfc'=35N/mm2fy=415N/mm2Self weight of pile cap andsoil=651.17kNStrength reduction factorFlexure f=0.90(Cl 9.3.2.1)Shear s=0.75(Cl 9.3.2.3)Pile Group CharacteristicsIx Group =5.76Rz extreme =1.2Iz Group =5.76Rx extreme =1.2Gross ReactionsP per pile=P/n Mx*Rz/Ix Mz*Rx/IzNote: P = Axial Load + self wt of pile cap and soilPA=1171.36kNPB=1174.44kNPC=1032.73kNPD=1029.65kNAlong X. Dir.1000Column0.70.7A/BC/DPile CapPilePA + PBPC + PD2345.82062.383600Upward Moment Mz max=1642.06kNmFactored weight of footing & soil above itw=196kN/mOverhang of footingl=1.3mDownward Moment due to footing and soil weight above itwl2/2=165.62kNmNet upward Moment=1476.44kNmMn = Mz/f =1640.49kNmMn=As.fy.(d-0.59Asfy/(fc' b))(ACI - 340R -Flexure 2 pg 430)a1=1=1b1=-fc'bd/(0.59*fy)=-714008.5766795998c1=Mufc'b/(0.59*fy^2)=2034210667.4605303Area of steelAs=2860.4598949907mm2Minimum Reinforcement=0.0018bhCl 7.12.2.1=8991mm2Provided bottom bar D25@100C/Calong X dirNo of bars=36Area of steel provided=17671.4586764426mm2Reinforcement ratio for balanced sectionb = 0.85fc'1/fy x (600/(600+fy))1=0.85Cl 10.2.7.3b=0.0360Allowable tension reinforcement ratio (0.75b)max=0.0270Actual Reinforcement ratio = As/bd =0.00353782962345.8Hence safeCheck for Two Way shear (Punching Shear)Column PunchingThe critical section is at distance "d/2" from the face of pedestal.Shear force from column =3757KNEffective depth d =1387.5mm =1.3875mperimeterbo =9550mm[2*(a+d)+2*(b+d)]Ratio of long side to short side of the columnc =1Allowable shear in the sectionVc = 1/6 (1+2(4)/c)fc'.bod=117587.63KN(Cl.11.12.2.1)Vc shall not exceed 1/3 fc' bo d=9850.27KNShear strength of sectionsVc=7387.7025KN>3757Hence safeCorner Pile Punching shearMax Vertical Load on corner pile=1174.44KNRadius R=1.09mPerimeter bo =(2pR * 90/360) + Edge Distance *2Perimeter bo =2.91m =2910mmRatio of long side to short side of the columnc =1Allowable shear in the sectionVc = 1/6 (1+2(4)/c)fc'.bod=35830.37KN(Cl.11.12.2.1)Vc shall not exceed 1/3 fc' bo d=7962.3KNShear strength of sectionsVc=5971.73KN>1174.44Hence safe

SIPS:Since chk for one way shear is not required, the font is hidden.

Node2-F2Design of Pile Cap ReinforcementNode2Footing No.F2Grid NoA5Factored Reactions from Staad ProLoad Case20151.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI -1.6 WIND Z (REALITY CON) +1.2DL-SELFWTFx31.38kN1.71.7Fy4761.1kNFz319kN0.6Mx356kNmMz-26kNmL=4.6m1.7B=4.6m1Depth of Pile cap =1.5m4.61.7Bottom Clear Cover =100mmDia of bar=25mmSide cover=50mm4.6Depth of soil above pile cap =1mEffective depth of pile cap =1387.5mmDensity of soil =17.658kN/m3Density of concrete =24.525kN/m3Column size (axb) =1m X1mNo of Piles=5pilesPile dia=0.8mfc'=35N/mm2fy=415N/mm2Self weight of pile cap andsoil=1097.62kNStrength reduction factorFlexure f =0.90(Cl 9.3.2.1)Shear s=0.75(Cl 9.3.2.3)Pile Group CharacteristicsIx Group =11.56Rz extreme=1.7Iz Group =11.56Rx extreme=1.7Gross ReactionsP per pile=P/n Mx*Rz/Ix Mz*Rx/IzNote: P = Axial Load + self wt of pile cap and soilPA=1123.21kNPB=1227.92kNPC=1115.57kNPD=1220.27kNPE=1171.74kNAlong X. Dir.Column1.21.2A/BC/DPile CapPilePEPA + PBPC + PD2351.132335.84Upward Moment Mz max=2821.356kNmFactored weight of footing & soil above itw=250.45kN/mOverhang of footingl=1.8mDownward Moment due to footing and soil weight above itwl2/2=405.729kNmNet upward Moment=2415.627kNmMn = Mz/f =2684.03kNmMn=As.fy.(d-0.59Asfy/(fc' b))a1=1=1b1=-fc'bd/(0.59*fy)=-912344.292423933c1=Mufc'b/(0.59*fy^2)=4252702835.028084Area of steelAs=4685.35mm2Minimum Reinforcement=0.0018bhCl 7.12.2.1=11488.5mm2Provided bottom bar D25@100C/Calong X dirNo of bars=46Area of steel provided=22580.1971976766mm2Reinforcement ratio for balanced sectionb = 0.85fc'1/fy x (600/(600+fy))1=0.85Cl 10.2.7.3b=0.0360Allowable tension reinforcement ratio (0.75b)max=0.0270Actual Reinforcement ratio = As/bd =0.00353782961227.92Hence safe

ABCDEMzMxXZ

Node3-F2Design of Pile Cap ReinforcementNode3Footing No.F2Grid NoA4Factored Reactions from Staad ProLoad Case20151.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI -1.6 WIND Z (REALITY CON) +1.2DL-SELFWTFx20kN1.71.7Fy4940kNFz250kN0.6Mx405.2kNmMz-25kNmL=4.6m1.7B=4.6m1Depth of Pile cap =1.5m4.61.7Bottom Clear Cover =100mmDia of bar=25mmSide cover=50mm4.6Depth of soil above pile cap =1mEffective depth of pile cap =1387.5mmDensity of soil =17.658kN/m3Density of concrete =24.525kN/m3Column size (axb) =1m X1mNo of Piles=5pilesPile dia=0.8mfc'=35N/mm2fy=415N/mm2Self weight of pile cap andsoil=1097.62kNStrength reduction factorFlexure f =0.90(Cl 9.3.2.1)Shear s=0.75(Cl 9.3.2.3)Pile Group CharacteristicsIx Group =11.56Rz extreme=1.7Iz Group =11.56Rx extreme=1.7Gross ReactionsP per pile=P/n Mx*Rz/Ix Mz*Rx/IzNote: P = Axial Load + self wt of pile cap and soilPA=1151.61kNPB=1270.79kNPC=1144.26kNPD=1263.44kNPE=1207.52kNAlong X. Dir.Column1.21.2A/BC/DPile CapPilePEPA + PBPC + PD2422.42407.7Upward Moment Mz max=2906.88kNmFactored weight of footing & soil above itw=250.45kN/mOverhang of footingl=1.8mDownward Moment due to footing and soil weight above itwl2/2=405.729kNmNet upward Moment=2501.151kNmMn = Mz/f =2779.06kNmMn=As.fy.(d-0.59Asfy/(fc' b))a1=1=1b1=-fc'bd/(0.59*fy)=-912344.292423933c1=Mufc'b/(0.59*fy^2)=4403272817.633614Area of steelAs=4852.13mm2Minimum Reinforcement=0.0018bhCl 7.12.2.1=11488.5mm2Provided bottom bar D25@100C/Calong X dirNo of bars=46Area of steel provided=22580.1971976766mm2Reinforcement ratio for balanced sectionb = 0.85fc'1/fy x (600/(600+fy))1=0.85Cl 10.2.7.3b=0.0360Allowable tension reinforcement ratio (0.75b)max=0.0270Actual Reinforcement ratio = As/bd =0.00353782961270.79Hence safe

ABCDEMzMxXZ

Node4-F2Design of Pile Cap ReinforcementNode4Footing No.F2Grid NoA3Factored Reactions from Staad ProLoad Case20151.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI -1.6 WIND Z (REALITY CON) +1.2DL-SELFWTFx24.1kN1.71.7Fy5198kNFz286.4kN0.6Mx484kNmMz-23.1kNmL=4.6m1.7B=4.6m1Depth of Pile cap =1.5m4.61.7Bottom Clear Cover =100mmDia of bar=25mmSide cover=50mm4.6Depth of soil above pile cap =1mEffective depth of pile cap =1387.5mmDensity of soil =17.658kN/m3Density of concrete =24.525kN/m3Column size (axb) =1m X1mNo of Piles=5pilesPile dia=0.8mfc'=35N/mm2fy=415N/mm2Self weight of pile cap andsoil=1097.62kNStrength reduction factorFlexure f =0.90(Cl 9.3.2.1)Shear s=0.75(Cl 9.3.2.3)Pile Group CharacteristicsIx Group =11.56Rz extreme=1.7Iz Group =11.56Rx extreme=1.7Gross ReactionsP per pile=P/n Mx*Rz/Ix Mz*Rx/IzNote: P = Axial Load + self wt of pile cap and soilPA=1191.34kNPB=1333.7kNPC=1184.55kNPD=1326.9kNPE=1259.12kNAlong X. Dir.Column1.21.2A/BC/DPile CapPilePEPA + PBPC + PD2525.042511.45Upward Moment Mz max=3030.048kNmFactored weight of footing & soil above itw=250.45kN/mOverhang of footingl=1.8mDownward Moment due to footing and soil weight above itwl2/2=405.729kNmNet upward Moment=2624.319kNmMn = Mz/f =2915.91kNmMn=As.fy.(d-0.59Asfy/(fc' b))a1=1=1b1=-fc'bd/(0.59*fy)=-912344.292423933c1=Mufc'b/(0.59*fy^2)=4620104366.824044Area of steelAs=5092.42mm2Minimum Reinforcement=0.0018bhCl 7.12.2.1=11488.5mm2Provided bottom bar D25@100C/Calong X dirNo of bars=46Area of steel provided=22580.1971976766mm2Reinforcement ratio for balanced sectionb = 0.85fc'1/fy x (600/(600+fy))1=0.85Cl 10.2.7.3b=0.0360Allowable tension reinforcement ratio (0.75b)max=0.0270Actual Reinforcement ratio = As/bd =0.00353782961333.7Hence safe

ABCDEMzMxXZ

Node5-F3Design of Pile Cap ReinforcementNode5Footing No.F3Grid NoA2Factored Reactions from Staad ProLoad Case20151.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI -1.6 WIND Z (REALITY CON) +1.2DL-SELFWT1.21.2Fx55kNFy6674kN0.6Fz144.1kNMx632.1kNmMz-24kNmL=3.6m2.4B=6m6Depth of Pile cap =1.5mBottom Clear Cover =100mmDia of bar=25mm2.4Side cover=50mmDepth of soil abovepile cap=1mEffective depth of pile cap =1387.5mm3.6Density of soil =17.658kN/m3Density of concrete =24.525kN/m3Column size (axb) =1m X1mNo of Piles=6pilesPile dia=0.8mfc'=35N/mm2fy=415N/mm2Self weight of pile cap andsoil=1121.58kNStrength reduction factorFlexure f =0.90(Cl 9.3.2.1)Shear s=0.75(Cl 9.3.2.3)Pile Group CharacteristicsIx Group =23.04Rz extreme=2.4Iz Group =8.64Rx extreme=1.2ABCDEFRz (in m.)2.402.42.402.4Rx (in m.)1.21.21.21.21.21.2Gross ReactionsP per pile=P/n Mx*Rz/Ix Mz*Rx/IzNote: P = Axial Load + self wt of pile cap and soilPA=1236.75kNPD=1361.77kNPB=1302.6kNPE=1295.93kNPC=1368.44kNPF=1230.09kNAlong X. Dir.1000Column0.70.7A/B/CD/E/FPile CapPilePA + PB + PCPC + PD + PE3907.793887.793600Upward Moment Mz max=2735.45kNmFactored weight of footing & soil above itw=326.67kN/mOverhang of footingl=1.3mDownward Moment due to footing and soil weight above itwl2/2=276.03615kNmNet upward Moment=2459.41385kNmMn = Mz/f ==2732.68kNmMn=As.fy.(d-0.59Asfy/(fc' b))a1=1=1b1=-fc'bd/(0.59*fy)=-1190014.2944659996c1=Mufc'b/(0.59*fy^2)=5647547182.809244Area of steelAs=4764.86mm2Minimum Reinforcement=0.0018bhCl 7.12.2.1=8991mm2Provided bottom bar D25@100C/Calong X dirNo of bars=60Area of steel provided=29452.4311274043mm2Reinforcement ratio for balanced sectionb = 0.85fc'1/fy x (600/(600+fy))1=0.85Cl 10.2.7.3b=0.0360Allowable tension reinforcement ratio (0.75b)max=0.0270Actual Reinforcement ratio = As/bd =0.00589638263907.79Hence safeAlong Z Dir.The critical section is at distance '"d" from the face of column.Effective depth d =1387.5mm =1.3875mi.e., Critical section is at 1.3875m away from edge of columnDistance from face of column to the Centre of pile =1.9mDistance between critical section and centre of pile =-0.51m2730.21Hence safeCheck for Two Way shear (Punching Shear)Column PunchingThe critical section is at distance "d/2" from the face of pedestal.Effective depth d =1387.5mm =1.3875mperimeterbo =9550mm[2*(a+d)+2*(b+d)]Shear force from column =6674KNRatio of long side to short side of the column c =1Allowable shear in the sectionVc = 1/6 (1+2(4)/c)fc'.bod=117587.63KN(Cl.11.12.2.1)Vc shall not exceed 1/3 fc' bo d=16417.12KNShear strength of sectionsVc=12312.84KN>6674Hence safeCorner Pile Punching shearMax Vertical Load on corner pile =1368.44KNRadius R=1.09mPerimeter bo =(2pR * 90/360) + Edge Distance *2Perimeter bo =2.91m =2910mmRatio of long side to short side of the column c =1Allowable shear in the sectionVc = 1/6 (1+2(4)/c)fc'.bod=35830.37KN(Cl.11.12.2.1)Vc shall not exceed 1/3 fc' bo d7962.3KNShear strength of sectionsVc=5971.73KN>1368.44Hence safeMid Pile Punching shearMax Vertical Load on corner pile =1302.6KNRadius R=1.09mPerimeter bo =(2pR * 180/360) + Edge Distance *2Perimeter bo =4.62m =4620mmRatio of long side to short side of the column c =1Allowable shear in the sectionVc = 1/6 (1+2(4)/c)fc'.bod=56885.33KN(Cl.11.12.2.1)Vc shall not exceed 1/3 fc' bo d12641.18KNShear strength of sectionsVc=9480.89KN>1302.6Hence safe

BCEDMzMxXZAF

Node6-F2Design of Pile Cap ReinforcementNode6Footing No.F2Grid NoA1Factored Reactions from Staad ProLoad Case20151.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI -1.6 WIND Z (REALITY CON) +1.2DL-SELFWTFx-51.6kN1.71.7Fy5459kNFz124kN0.6Mx628kNmMz-35kNmL=4.6m1.7B=4.6m1Depth of Pile cap =1.5m4.61.7Bottom Clear Cover =100mmDia of bar=25mmSide cover=50mm4.6Depth of soil above pile cap =1mEffective depth of pile cap =1387.5mmDensity of soil =17.658kN/m3Density of concrete =24.525kN/m3Column size (axb) =1m X1mNo of Piles=5pilesPile dia=0.8mfc'=35N/mm2fy=415N/mm2Self weight of pile cap andsoil=1097.62kNStrength reduction factorFlexure f =0.90(Cl 9.3.2.1)Shear s=0.75(Cl 9.3.2.3)Pile Group CharacteristicsIx Group =11.56Rz extreme=1.7Iz Group =11.56Rx extreme=1.7Gross ReactionsP per pile=P/n Mx*Rz/Ix Mz*Rx/IzNote: P = Axial Load + self wt of pile cap and soilPA=1224.12kNPB=1408.82kNPC=1213.82kNPD=1398.53kNPE=1311.32kNAlong X. Dir.Column1.21.2A/BC/DPile CapPilePEPA + PBPC + PD2632.942612.35Upward Moment Mz max=3159.528kNmFactored weight of footing & soil above itw=250.45kN/mOverhang of footingl=1.8mDownward Moment due to footing and soil weight above itwl2/2=405.729kNmNet upward Moment=2753.799kNmMn = Mz/f =3059.78kNmMn=As.fy.(d-0.59Asfy/(fc' b))a1=1=1b1=-fc'bd/(0.59*fy)=-912344.292423933c1=Mufc'b/(0.59*fy^2)=4848058732.786978Area of steelAs=5345.16mm2Minimum Reinforcement=0.0018bhCl 7.12.2.1=11488.5mm2Provided bottom bar D25@100C/Calong X dirNo of bars=46Area of steel provided=22580.1971976766mm2Reinforcement ratio for balanced sectionb = 0.85fc'1/fy x (600/(600+fy))1=0.85Cl 10.2.7.3b=0.0360Allowable tension reinforcement ratio (0.75b)max=0.0270Actual Reinforcement ratio = As/bd =0.00353782961408.82Hence safe

ABCDEMzMxXZ

Node7,13-F4Design of Pile Cap ReinforcementNode7,13Footing No.F4Grid NoB6-C6Factored Reactions from Staad ProLoad Case20131.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI - 1.6WIND X (REALITY CON)+ 1.2DL-SELFWTNode 7Node 13Fx179.2kNFx188kNFy4323.3kNFy4423kNFz-37.1kNFz-13.5kNMx-8kNmMx-15kNmMz-355kNmMz-367kNmP10597.45kNCGz3.01mCGx2.9319mez0.01mex0.0681mMx105.97kNmMz721.69kNm2.42.40.6Fy8746.3kNMx105.97kNm1.25Mz721.69kNm62.4L=6m3.5B=6mDepth of Pile cap =1.5mClear Cover=100mm2.4Dia of bar=25mmEffective depth1.25of pile cap =1387.5mmDensity of soil =17.658kN/m3Density of concrete =24.525kN/m36Column size (axb) =1m X1mNo of Piles=9pilesPile dia=0.8mSide cover=50mmfc'=35N/mm2fy=415N/mm2Depth of soil abovepile cap=1mSelf weight of pile cap andsoil=1851.15kNStrength reduction factorFlexure f =0.90(Cl 9.3.2.1)Shear s=0.75(Cl 9.3.2.3)Ix Group =34.56Rz extreme=2.4Iz Group =34.56Rx extreme=2.4ABCDEFGHIRz (in m.)2.402.42.42.402.42.40Rx (in m.)2.42.42.402.42.42.400Gross Reactions( in KN)P per pile=P/n Mx*Rz/Ix Mz*Rx/IzNote: P = Axial Load + self wt of pile cap and soilPA=1120.02PH=1170.14PG=1220.25PB=1127.38PI=1177.49PF=1227.61PC=1134.74PD=1184.85PE=1234.97Along X. Dir.1000Column1.91.9A/B/CE/F/GPile CapPilePA+PB+PCPD+PI+PHPE+PF+PG3382.143532.483682.836000Upward Moment Mz max=6997.38kNmFactored weight of footing & soil above itw=326.67kN/mOverhang of footingl=2.5mDownward Moment due to footing and soil weight above itwl2/2=1020.84375kNmNet upward Moment=5976.53625kNmMn = Mz/f ==6640.6kNmMn=As.fy.(d-0.59Asfy/(fc' b))a1=1=1b1=-fc'bd/(0.59*fy)=-1190014.2944659996c1=Mufc'b/(0.59*fy^2)=13723927361.477768Area of steelAs=11646.56mm2Minimum Reinforcement=0.0018bhCl 7.12.2.1=14985mm2Provided bottom bar D25@100C/Calong X dirNo of bars=60Area of steel provided=29452.4311274043mm2Reinforcement ratio for balanced sectionb = 0.85fc'1/fy x (600/(600+fy))1=0.85Cl 10.2.7.3b=0.0360Allowable tension reinforcement ratio (0.75b)max=0.0270Actual Reinforcement ratio = As/bd =0.00353782961227.61Hence safeMid Pile Punching shearMax Vertical Load on corner pile =1234.97KNRadius R=1.09mPerimeter bo =(2pR * 180/360) + Edge Distance *2Perimeter bo =4.62m =4620mmRatio of long side to short side of the column c =1Allowable shear in the sectionVc = 1/6 (1+2(4)/c)fc'.bod=56885.33KN(Cl.11.12.2.1)Vc shall not exceed 1/3 fc' bo d12641.18KNShear strength of sectionsVc=9480.89KN>1234.97Hence safe

EMzMxXZGBCAIDHF713

Node8,14-F5Design of Pile Cap ReinforcementNode8,14Footing No.F5Grid NoB5-C5Factored Reactions from Staad ProLoad Case20141.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI +1.6 WIND Z (REALITY CON) +1.2DL-SELFWTNode 8Node 14Fx-16kNFx14kNFy3755kNFy5705kNFz-341kNFz-326kNMx-352.4kNmMx-355kNmMz12kNmMz-4kNmP=12095.16kNCGz=4.54mCGx=3.0007mez=-0.34mex=0.0007mMx=-4112.35kNmMz=8.467kNm0.62.42.4L=6mB=8.4mDepth of Pile cap =1.5m2.45Edge distance =0.6m2.4Bottom Clear Cover=100mm3.6Dia of bar=25mm1.23.51.23.62.42.45Depth of soil above pile cap =1mEffective depth of pile cap =1387.5mmSide cover=50mm6Density of soil =17.658kN/m3Density of concrete =24.525kN/m3Column size (axb) =1m X1m (both are of same size)No of Piles=12pilesPile dia=0.8mfc'=35N/mm2fy=415N/mm2Self weight of pile cap andsoil=2635.16kNStrength reduction factorFlexure f=0.90(Cl 9.3.2.1)Shear s=0.75(Cl 9.3.2.3)Pile Group CharacteristicsIx Group =86.4Rz extreme =3.6Iz Group =46.08Rx extreme =2.4ABCDEFRz (in m.)3.61.21.23.63.61.2Rx (in m.)2.42.42.42.400GHIJKLRz (in m.)1.23.63.61.21.23.6Rx (in m.)002.42.42.42.4Gross ReactionsP per pile=P/n Mx*Rz/Ix Mz*Rx/IzNote: P = Axial Load + self wt of pile cap and soilPA=1178.84kNPG=950.81kNPB=1064.6kNPH=836.58kNPC=950.37kNPI=1179.72kNPD=836.14kNPJ=1065.49kNPE=1179.28kNPK=951.26kNPF=1065.05kNPL=837.02kNAlong X. Dir.1000Column1.91.9Pile CapPilePA+PB+PC+PDPE+PF+PG+PHPI+PJ+PK+PL4029.954031.724033.496000Upward Moment Mz max=7663.63kNmFactored weight of footing & soil above itw=457.34kN/mOverhang of footingl=2.5mDownward Moment due to footing and soil weight above itwl2/2=1429.19kNmDownward Momentwl2/2=1429.19kNmNet upward Moment=6234.44kNmMn = Mz/f =6927.16kNmMn=As.fy.(d-0.59Asfy/(fc' b))(ACI - 340R -Flexure 2 pg 430)a1=1=1b1=-fc'bd/(0.59*fy)=-1666020.0122523995c1=Mufc'b/(0.59*fy^2)=20042613156.321426Area of steelAs=12118.3828591269mm2Minimum Reinforcement=0.0018bh(Cl 7.12.2.1)=20979mm2Provided bottom bar D25@100C/Calong X dirNo of bars=84Area of steel provided=41233.403578366mm2Reinforcement ratio for balanced sectionb = 0.85fc'1/fy x (600/(600+fy))1=0.85b=0.0360Allowable tension reinforcement ratio (0.75b)max=0.0270Actual Reinforcement ratio = As/bd =0.003537829611257Hence safeCorner Pile Punching shearMax Vertical Load on corner pile =1217.52KNRadius R=1.09mPerimeter bo =(2pR * 90/360) + Edge Distance *2Perimeter bo =1.71m =1710mmRatio of long side to short side of the column c =1Allowable shear in the sectionVc = 1/6 (1+2(4)/c)fc'.bod=21024.61KN(Cl.11.12.2.1)Vc shall not exceed 1/3 fc' bo d4672.14KNShear strength of sectionsVc=3504.11KN>1217.52Hence safeMid Pile Punching shearMax Vertical Load on corner pile =1210.85KNRadius R=1.09mPerimeter bo =(2pR * 180/360) + Edge Distance *2Perimeter bo =4.62m =4620mmRatio of long side to short side of the column c =1Allowable shear in the sectionVc = 1/6 (1+2(4)/c)fc'.bod=56803.33KN(Cl.11.12.2.1)Vc shall not exceed 1/3 fc' bo d12622.96KNShear strength of sectionsVc=9467.22KN>1210.85Hence safe

LMzMxXZJEFDKIGBCAH181812

Node19-F1Design of Pile Cap ReinforcementNode19Footing No.F1Grid NoD6Factored Reactions from Staad ProLoad Case20130.61.21.21.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI - 1.6WIND X (REALITY CON)+ 1.2DL-SELFWTBCFx205kNFy4675kNFz28kN3 .4Mx-67kNm3.61.2XMz-361kNm1.22 .1MxL=3.6mB=3.6mDepth of Pile cap =1.5mAD .Bottom Clear Cover=100mm3.6Dia of bar=25mmMzDepth of soil above pile cap =1mZEffective depth of pile cap =1387.5mmSide cover=50mmDensity of soil =17.658kN/m3Density of concrete =24.525kN/m3Column size (axb) =1m X1mNo of Piles=4pilesPile dia=0.8mfc'=35N/mm2fy=415N/mm2Self weight of pile cap andsoil=651.17kNStrength reduction factorFlexure f=0.90(Cl 9.3.2.1)Shear s=0.75(Cl 9.3.2.3)Pile Group CharacteristicsIx Group =5.76Rz extreme =1.2Iz Group =5.76Rx extreme =1.2Gross ReactionsP per pile=P/n Mx*Rz/Ix Mz*Rx/IzNote: P = Axial Load + self wt of pile cap and soilPA=1420.71kNPB=1392.79kNPC=1242.38kNPD=1270.29kNAlong X. Dir.1000Column0.70.7A/BC/DPile CapPilePA + PBPC + PD2813.52512.673600Upward Moment Mz max=1969.45kNmFactored weight of footing & soil above itw=196kN/mOverhang of footingl=1.3mDownward Moment due to footing and soil weight above itwl2/2=165.62kNmNet upward Moment=1803.83kNmMn = Mz/f =2004.26kNmMn=As.fy.(d-0.59Asfy/(fc' b))(ACI - 340R -Flexure 2 pg 430)a1=1=1b1=-fc'bd/(0.59*fy)=-714008.5766795998c1=Mufc'b/(0.59*fy^2)=2485286147.6537147Area of steelAs=3497.8870606247mm2Minimum Reinforcement=0.0018bhCl 7.12.2.1=8991mm2Provided bottom bar D25@100C/Calong X dirNo of bars=36Area of steel provided=17671.4586764426mm2Reinforcement ratio for balanced sectionb = 0.85fc'1/fy x (600/(600+fy))1=0.85Cl 10.2.7.3b=0.0360Allowable tension reinforcement ratio (0.75b)max=0.0270Actual Reinforcement ratio = As/bd =0.00353782962813.5Hence safeCheck for Two Way shear (Punching Shear)Column PunchingThe critical section is at distance "d/2" from the face of pedestal.Shear force from column =4675KNEffective depth d =1387.5mm =1.3875mperimeterbo =9550mm[2*(a+d)+2*(b+d)]Ratio of long side to short side of the columnc =1Allowable shear in the sectionVc = 1/6 (1+2(4)/c)fc'.bod=117587.63KN(Cl.11.12.2.1)Vc shall not exceed 1/3 fc' bo d=9850.27KNShear strength of sectionsVc=7387.7025KN>4675Hence safeCorner Pile Punching shearMax Vertical Load on corner pile=1420.71KNRadius R=1.09mPerimeter bo =(2pR * 90/360) + Edge Distance *2Perimeter bo =2.91m =2910mmRatio of long side to short side of the columnc =1Allowable shear in the sectionVc = 1/6 (1+2(4)/c)fc'.bod=35830.37KN(Cl.11.12.2.1)Vc shall not exceed 1/3 fc' bo d=7962.3KNShear strength of sectionsVc=5971.73KN>1420.71Hence safe

SIPS:Since chk for one way shear is not required, the font is hidden.

Node20-F3Design of Pile Cap ReinforcementNode20Footing No.F3Grid NoD5Factored Reactions from Staad ProLoad Case20141.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI +1.6 WIND Z (REALITY CON) +1.2DL-SELFWT1.21.2Fx13kNFy5588kN0.6Fz-155kNMx-419kNmMz-19kNmL=3.6m2.4B=6m6Depth of Pile cap =1.5mBottom Clear Cover =100mmDia of bar=25mm2.4Side cover=50mmDepth of soil abovepile cap=1mEffective depth of pile cap =1387.5mm3.6Density of soil =17.658kN/m3Density of concrete =24.525kN/m3Column size (axb) =1m X1mNo of Piles=6pilesPile dia=0.8mfc'=35N/mm2fy=415N/mm2Self weight of pile cap andsoil=1121.58kNStrength reduction factorFlexure f =0.90(Cl 9.3.2.1)Shear s=0.75(Cl 9.3.2.3)Pile Group CharacteristicsIx Group =23.04Rz extreme=2.4Iz Group =8.64Rx extreme=1.2ABCDEFRz (in m.)2.402.42.402.4Rx (in m.)1.21.21.21.21.21.2Gross ReactionsP per pile=P/n Mx*Rz/Ix Mz*Rx/IzNote: P = Axial Load + self wt of pile cap and soilPA=1164.55kNPD=1071.98kNPB=1120.9kNPE=1115.62kNPC=1077.26kNPF=1159.27kNAlong X. Dir.1000Column0.70.7A/B/CD/E/FPile CapPilePA + PB + PCPC + PD + PE3362.713346.873600Upward Moment Mz max=2353.9kNmFactored weight of footing & soil above itw=326.67kN/mOverhang of footingl=1.3mDownward Moment due to footing and soil weight above itwl2/2=276.03615kNmNet upward Moment=2077.86385kNmMn = Mz/f ==2308.74kNmMn=As.fy.(d-0.59Asfy/(fc' b))a1=1=1b1=-fc'bd/(0.59*fy)=-1190014.2944659996c1=Mufc'b/(0.59*fy^2)=4771403194.973072Area of steelAs=4023.14mm2Minimum Reinforcement=0.0018bhCl 7.12.2.1=8991mm2Provided bottom bar D25@100C/Calong X dirNo of bars=60Area of steel provided=29452.4311274043mm2Reinforcement ratio for balanced sectionb = 0.85fc'1/fy x (600/(600+fy))1=0.85Cl 10.2.7.3b=0.0360Allowable tension reinforcement ratio (0.75b)max=0.0270Actual Reinforcement ratio = As/bd =0.00589638263362.71Hence safeAlong Z Dir.The critical section is at distance '"d" from the face of column.Effective depth d =1387.5mm =1.3875mi.e., Critical section is at 1.3875m away from edge of columnDistance from face of column to the Centre of pile =1.9mDistance between critical section and centre of pile =-0.51m2323.82Hence safeCheck for Two Way shear (Punching Shear)Column PunchingThe critical section is at distance "d/2" from the face of pedestal.Effective depth d =1387.5mm =1.3875mperimeterbo =9550mm[2*(a+d)+2*(b+d)]Shear force from column =5588KNRatio of long side to short side of the column c =1Allowable shear in the sectionVc = 1/6 (1+2(4)/c)fc'.bod=117587.63KN(Cl.11.12.2.1)Vc shall not exceed 1/3 fc' bo d=16417.12KNShear strength of sectionsVc=12312.84KN>5588Hence safeCorner Pile Punching shearMax Vertical Load on corner pile =1164.55KNRadius R=1.09mPerimeter bo =(2pR * 90/360) + Edge Distance *2Perimeter bo =2.91m =2910mmRatio of long side to short side of the column c =1Allowable shear in the sectionVc = 1/6 (1+2(4)/c)fc'.bod=35830.37KN(Cl.11.12.2.1)Vc shall not exceed 1/3 fc' bo d7962.3KNShear strength of sectionsVc=5971.73KN>1164.55Hence safeMid Pile Punching shearMax Vertical Load on corner pile =1120.9KNRadius R=1.09mPerimeter bo =(2pR * 180/360) + Edge Distance *2Perimeter bo =4.62m =4620mmRatio of long side to short side of the column c =1Allowable shear in the sectionVc = 1/6 (1+2(4)/c)fc'.bod=56885.33KN(Cl.11.12.2.1)Vc shall not exceed 1/3 fc' bo d12641.18KNShear strength of sectionsVc=9480.89KN>1120.9Hence safe

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Node21-F2Design of Pile Cap ReinforcementNode21Footing No.F2Grid NoD4Factored Reactions from Staad ProLoad Case20141.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI +1.6 WIND Z (REALITY CON) +1.2DL-SELFWTFx18kN1.71.7Fy5850kNFz-248kN0.6Mx-410kNmMz-18kNmL=4.6m1.7B=4.6m1Depth of Pile cap =1.5m4.61.7Bottom Clear Cover =100mmDia of bar=25mmSide cover=50mm4.6Depth of soil above pile cap =1mEffective depth of pile cap =1387.5mmDensity of soil =17.658kN/m3Density of concrete =24.525kN/m3Column size (axb) =1m X1mNo of Piles=5pilesPile dia=0.8mfc'=35N/mm2fy=415N/mm2Self weight of pile cap andsoil=1097.62kNStrength reduction factorFlexure f =0.90(Cl 9.3.2.1)Shear s=0.75(Cl 9.3.2.3)Pile Group CharacteristicsIx Group =11.56Rz extreme=1.7Iz Group =11.56Rx extreme=1.7Gross ReactionsP per pile=P/n Mx*Rz/Ix Mz*Rx/IzNote: P = Axial Load + self wt of pile cap and soilPA=1452.47kNPB=1331.88kNPC=1447.17kNPD=1326.58kNPE=1389.52kNAlong X. Dir.Column1.21.2A/BC/DPile CapPilePEPA + PBPC + PD2784.352773.75Upward Moment Mz max=3341.22kNmFactored weight of footing & soil above itw=250.45kN/mOverhang of footingl=1.8mDownward Moment due to footing and soil weight above itwl2/2=405.729kNmNet upward Moment=2935.491kNmMn = Mz/f =3261.66kNmMn=As.fy.(d-0.59Asfy/(fc' b))a1=1=1b1=-fc'bd/(0.59*fy)=-912344.292423933c1=Mufc'b/(0.59*fy^2)=5167926859.5722475Area of steelAs=5700.06mm2Minimum Reinforcement=0.0018bhCl 7.12.2.1=11488.5mm2Provided bottom bar D25@100C/Calong X dirNo of bars=46Area of steel provided=22580.1971976766mm2Reinforcement ratio for balanced sectionb = 0.85fc'1/fy x (600/(600+fy))1=0.85Cl 10.2.7.3b=0.0360Allowable tension reinforcement ratio (0.75b)max=0.0270Actual Reinforcement ratio = As/bd =0.00353782961452.47Hence safe

ABCDEMzMxXZ

Node22-F3Design of Pile Cap ReinforcementNode22Footing No.F3Grid NoD3Factored Reactions from Staad ProLoad Case20141.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI +1.6 WIND Z (REALITY CON) +1.2DL-SELFWT1.21.2Fx14kNFy6244kN0.6Fz-286kNMx-497kNmMz-15kNmL=3.6m2.4B=6m6Depth of Pile cap =1.5mBottom Clear Cover =100mmDia of bar=25mm2.4Side cover=50mmDepth of soil abovepile cap=1mEffective depth of pile cap =1387.5mm3.6Density of soil =17.658kN/m3Density of concrete =24.525kN/m3Column size (axb) =1m X1mNo of Piles=6pilesPile dia=0.8mfc'=35N/mm2fy=415N/mm2Self weight of pile cap andsoil=1121.58kNStrength reduction factorFlexure f =0.90(Cl 9.3.2.1)Shear s=0.75(Cl 9.3.2.3)Pile Group CharacteristicsIx Group =23.04Rz extreme=2.4Iz Group =8.64Rx extreme=1.2ABCDEFRz (in m.)2.402.42.402.4Rx (in m.)1.21.21.21.21.21.2Gross ReactionsP per pile=P/n Mx*Rz/Ix Mz*Rx/IzNote: P = Axial Load + self wt of pile cap and soilPA=1281.45kNPD=1173.74kNPB=1229.68kNPE=1225.51kNPC=1177.91kNPF=1277.28kNAlong X. Dir.1000Column0.70.7A/B/CD/E/FPile CapPilePA + PB + PCPC + PD + PE3689.043676.533600Upward Moment Mz max=2582.33kNmFactored weight of footing & soil above itw=326.67kN/mOverhang of footingl=1.3mDownward Moment due to footing and soil weight above itwl2/2=276.03615kNmNet upward Moment=2306.29385kNmMn = Mz/f ==2562.55kNmMn=As.fy.(d-0.59Asfy/(fc' b))a1=1=1b1=-fc'bd/(0.59*fy)=-1190014.2944659996c1=Mufc'b/(0.59*fy^2)=5295944652.614952Area of steelAs=4467.09mm2Minimum Reinforcement=0.0018bhCl 7.12.2.1=8991mm2Provided bottom bar D25@100C/Calong X dirNo of bars=60Area of steel provided=29452.4311274043mm2Reinforcement ratio for balanced sectionb = 0.85fc'1/fy x (600/(600+fy))1=0.85Cl 10.2.7.3b=0.0360Allowable tension reinforcement ratio (0.75b)max=0.0270Actual Reinforcement ratio = As/bd =0.00589638263689.04Hence safeAlong Z Dir.The critical section is at distance '"d" from the face of column.Effective depth d =1387.5mm =1.3875mi.e., Critical section is at 1.3875m away from edge of columnDistance from face of column to the Centre of pile =1.9mDistance between critical section and centre of pile =-0.51m2558.73Hence safeCheck for Two Way shear (Punching Shear)Column PunchingThe critical section is at distance "d/2" from the face of pedestal.Effective depth d =1387.5mm =1.3875mperimeterbo =9550mm[2*(a+d)+2*(b+d)]Shear force from column =6244KNRatio of long side to short side of the column c =1Allowable shear in the sectionVc = 1/6 (1+2(4)/c)fc'.bod=117587.63KN(Cl.11.12.2.1)Vc shall not exceed 1/3 fc' bo d=16417.12KNShear strength of sectionsVc=12312.84KN>6244Hence safeCorner Pile Punching shearMax Vertical Load on corner pile =1281.45KNRadius R=1.09mPerimeter bo =(2pR * 90/360) + Edge Distance *2Perimeter bo =2.91m =2910mmRatio of long side to short side of the column c =1Allowable shear in the sectionVc = 1/6 (1+2(4)/c)fc'.bod=35830.37KN(Cl.11.12.2.1)Vc shall not exceed 1/3 fc' bo d7962.3KNShear strength of sectionsVc=5971.73KN>1281.45Hence safeMid Pile Punching shearMax Vertical Load on corner pile =1229.68KNRadius R=1.09mPerimeter bo =(2pR * 180/360) + Edge Distance *2Perimeter bo =4.62m =4620mmRatio of long side to short side of the column c =1Allowable shear in the sectionVc = 1/6 (1+2(4)/c)fc'.bod=56885.33KN(Cl.11.12.2.1)Vc shall not exceed 1/3 fc' bo d12641.18KNShear strength of sectionsVc=9480.89KN>1229.68Hence safe

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Node23-F3Design of Pile Cap ReinforcementNode23Footing No.F3Grid NoD2Factored Reactions from Staad ProLoad Case20141.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI +1.6 WIND Z (REALITY CON) +1.2DL-SELFWT1.21.2Fx25kNFy6220kN0.6Fz-284kNMx-490kNmMz-17kNmL=3.6m2.4B=6m6Depth of Pile cap =1.5mBottom Clear Cover =100mmDia of bar=25mm2.4Side cover=50mmDepth of soil abovepile cap=1mEffective depth of pile cap =1387.5mm3.6Density of soil =17.658kN/m3Density of concrete =24.525kN/m3Column size (axb) =1m X1mNo of Piles=6pilesPile dia=0.8mfc'=35N/mm2fy=415N/mm2Self weight of pile cap andsoil=1121.58kNStrength reduction factorFlexure f =0.90(Cl 9.3.2.1)Shear s=0.75(Cl 9.3.2.3)Pile Group CharacteristicsIx Group =23.04Rz extreme=2.4Iz Group =8.64Rx extreme=1.2ABCDEFRz (in m.)2.402.42.402.4Rx (in m.)1.21.21.21.21.21.2Gross ReactionsP per pile=P/n Mx*Rz/Ix Mz*Rx/IzNote: P = Axial Load + self wt of pile cap and soilPA=1277kNPD=1170.19kNPB=1225.96kNPE=1221.24kNPC=1174.92kNPF=1272.28kNAlong X. Dir.1000Column0.70.7A/B/CD/E/FPile CapPilePA + PB + PCPC + PD + PE3677.883663.713600Upward Moment Mz max=2574.52kNmFactored weight of footing & soil above itw=326.67kN/mOverhang of footingl=1.3mDownward Moment due to footing and soil weight above itwl2/2=276.03615kNmNet upward Moment=2298.48385kNmMn = Mz/f ==2553.87kNmMn=As.fy.(d-0.59Asfy/(fc' b))a1=1=1b1=-fc'bd/(0.59*fy)=-1190014.2944659996c1=Mufc'b/(0.59*fy^2)=5278005958.897875Area of steelAs=4451.9mm2Minimum Reinforcement=0.0018bhCl 7.12.2.1=8991mm2Provided bottom bar D25@100C/Calong X dirNo of bars=60Area of steel provided=29452.4311274043mm2Reinforcement ratio for balanced sectionb = 0.85fc'1/fy x (600/(600+fy))1=0.85Cl 10.2.7.3b=0.0360Allowable tension reinforcement ratio (0.75b)max=0.0270Actual Reinforcement ratio = As/bd =0.00589638263677.88Hence safeAlong Z Dir.The critical section is at distance '"d" from the face of column.Effective depth d =1387.5mm =1.3875mi.e., Critical section is at 1.3875m away from edge of columnDistance from face of column to the Centre of pile =1.9mDistance between critical section and centre of pile =-0.51m2549.28Hence safeCheck for Two Way shear (Punching Shear)Column PunchingThe critical section is at distance "d/2" from the face of pedestal.Effective depth d =1387.5mm =1.3875mperimeterbo =9550mm[2*(a+d)+2*(b+d)]Shear force from column =6220KNRatio of long side to short side of the column c =1Allowable shear in the sectionVc = 1/6 (1+2(4)/c)fc'.bod=117587.63KN(Cl.11.12.2.1)Vc shall not exceed 1/3 fc' bo d=16417.12KNShear strength of sectionsVc=12312.84KN>6220Hence safeCorner Pile Punching shearMax Vertical Load on corner pile =1277KNRadius R=1.09mPerimeter bo =(2pR * 90/360) + Edge Distance *2Perimeter bo =2.91m =2910mmRatio of long side to short side of the column c =1Allowable shear in the sectionVc = 1/6 (1+2(4)/c)fc'.bod=35830.37KN(Cl.11.12.2.1)Vc shall not exceed 1/3 fc' bo d7962.3KNShear strength of sectionsVc=5971.73KN>1277Hence safeMid Pile Punching shearMax Vertical Load on corner pile =1225.96KNRadius R=1.09mPerimeter bo =(2pR * 180/360) + Edge Distance *2Perimeter bo =4.62m =4620mmRatio of long side to short side of the column c =1Allowable shear in the sectionVc = 1/6 (1+2(4)/c)fc'.bod=56885.33KN(Cl.11.12.2.1)Vc shall not exceed 1/3 fc' bo d12641.18KNShear strength of sectionsVc=9480.89KN>1225.96Hence safe

BCEDMzMxXZAF

Node24-F1Design of Pile Cap ReinforcementNode24Footing No.F1Grid NoD1Factored Reactions from Staad ProLoad Case20140.61.21.21.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI +1.6 WIND Z (REALITY CON) +1.2DL-SELFWTBCFx-43kNFy4780kNFz-260kN3 .4Mx-434kNm3.61.2XMz-23kNm1.22 .1MxL=3.6mB=3.6mDepth of Pile cap =1.5mAD .Bottom Clear Cover=100mm3.6Dia of bar=25mmMzDepth of soil above pile cap =1mZEffective depth of pile cap =1387.5mmSide cover=50mmDensity of soil =17.658kN/m3Density of concrete =24.525kN/m3Column size (axb) =1m X1mNo of Piles=4pilesPile dia=0.8mfc'=35N/mm2fy=415N/mm2Self weight of pile cap andsoil=651.17kNStrength reduction factorFlexure f=0.90(Cl 9.3.2.1)Shear s=0.75(Cl 9.3.2.3)Pile Group CharacteristicsIx Group =5.76Rz extreme =1.2Iz Group =5.76Rx extreme =1.2Gross ReactionsP per pile=P/n Mx*Rz/Ix Mz*Rx/IzNote: P = Axial Load + self wt of pile cap and soilPA=1453kNPB=1272.17kNPC=1262.58kNPD=1443.42kNAlong X. Dir.1000Column0.70.7A/BC/DPile CapPilePA + PBPC + PD2725.1727063600Upward Moment Mz max=1907.62kNmFactored weight of footing & soil above itw=196kN/mOverhang of footingl=1.3mDownward Moment due to footing and soil weight above itwl2/2=165.62kNmNet upward Moment=1742kNmMn = Mz/f =1935.56kNmMn=As.fy.(d-0.59Asfy/(fc' b))(ACI - 340R -Flexure 2 pg 430)a1=1=1b1=-fc'bd/(0.59*fy)=-714008.5766795998c1=Mufc'b/(0.59*fy^2)=2400098019.195426Area of steelAs=3377.4173672852mm2Minimum Reinforcement=0.0018bhCl 7.12.2.1=8991mm2Provided bottom bar D25@100C/Calong X dirNo of bars=36Area of steel provided=17671.4586764426mm2Reinforcement ratio for balanced sectionb = 0.85fc'1/fy x (600/(600+fy))1=0.85Cl 10.2.7.3b=0.0360Allowable tension reinforcement ratio (0.75b)max=0.0270Actual Reinforcement ratio = As/bd =0.00353782962896.42Hence safeCheck for Two Way shear (Punching Shear)Column PunchingThe critical section is at distance "d/2" from the face of pedestal.Shear force from column =4780KNEffective depth d =1387.5mm =1.3875mperimeterbo =9550mm[2*(a+d)+2*(b+d)]Ratio of long side to short side of the columnc =1Allowable shear in the sectionVc = 1/6 (1+2(4)/c)fc'.bod=117587.63KN(Cl.11.12.2.1)Vc shall not exceed 1/3 fc' bo d=9850.27KNShear strength of sectionsVc=7387.7025KN>4780Hence safeCorner Pile Punching shearMax Vertical Load on corner pile=1453KNRadius R=1.09mPerimeter bo =(2pR * 90/360) + Edge Distance *2Perimeter bo =2.91m =2910mmRatio of long side to short side of the columnc =1Allowable shear in the sectionVc = 1/6 (1+2(4)/c)fc'.bod=35830.37KN(Cl.11.12.2.1)Vc shall not exceed 1/3 fc' bo d=7962.3KNShear strength of sectionsVc=5971.73KN>1453Hence safe

SIPS:Since chk for one way shear is not required, the font is hidden.

Sheet2L/C20011.187DL+1.2EQPT+0.64LL+1.2PIPE+1.2EI+1.2DL-SELFWT.20021.187DL+1.2EQPT+0.4LL+1.2PIPE+1.2EI+1.6WIND X+1.2DL-SELFWT.20031.187DL+1.2EQPT+0.4LL+1.2PIPE+1.2EI-1.6WIND X+1.2DL-SELFWT.20041.187DL+1.2EQPT+0.4LL+1.2PIPE+1.2EI+1.6WIND Z+1.2DL-SELFWT.20051.187DL+1.2EQPT+0.4LL+1.2PIPE+1.2EI-1.6WIND Z+1.2DL-SELFWT.20061.187DL+1.2EQPT+0.64LL+1.2PIPE+1.2EI+1.6SEISMIC X+1.2DL-SELFWT.20071.187DL+1.2EQPT+0.64LL+1.2PIPE+1.2EI-1.6SEISMIC X+1.2DL-SELFWT.20081.187DL+1.2EQPT+0.64LL+1.2PIPE+1.2EI+1.6SEISMIC Z+1.2DL-SELFWT.20091.187DL+1.2EQPT+0.64LL+1.2PIPE+1.2EI-1.6SEISMIC Z+1.2DL-SELFWT.20101.187DL+1.2EQPT+0.64LL+1.2PIPE+1.2EI+1.2TEMP+1.2DL-SELFWT.20111.187DL+1.2EQPT+0.64LL+1.2PIPE+1.2EI-1.2TEMP+1.2DL-SELFWT.20121.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI + 1.6WIND X (REALITY CON)+ 1.2DL-SELFWT20131.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI - 1.6WIND X (REALITY CON)+ 1.2DL-SELFWT20141.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI +1.6 WIND Z (REALITY CON) +1.2DL-SELFWT20151.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI -1.6 WIND Z (REALITY CON) +1.2DL-SELFWT20161.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI + 1.6WIND X (FULLY COV CON)+ 1.2DL-SELFWT20171.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI - 1.6WIND X (FULLY COV CON)+ 1.2DL-SELFWT20181.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI +1.6 WIND Z (FULLY COV CON) +1.2DL-SELFWT20191.187DL-SLAB+1.2EQPT+0.4LL+1.2PIPE+1.2EI -1.6 WIND Z (FULLY COV CON) +1.2DL-SELFWT**FULLY COVERED CONDITIONLOAD COMB 2016 DL-SLAB+EQPT+LL+PIPE+EI + WIND X + DL-SELFWT1 1.187 2 1.2 3 0.4 4 1.2 5 1.2 20 1.6 11 1.2*LOAD COMB 2017 DL-SLAB+EQPT+LL+PIPE+EI - WIND X + DL-SELFWT1 1.187 2 1.2 3 0.4 4 1.2 5 1.2 21 1.6 11 1.2*LOAD COMB 2018 DL-SLAB+EQPT+LL+PIPE+EI + WIND Z + DL-SELFWT1 1.187 2 1.2 3 0.4 4 1.2 5 1.2 22 1.6 11 1.2*LOAD COMB 2019 DL-SLAB+EQPT+LL+PIPE+EI - WIND Z + DL-SELFWT1 1.187 2 1.2 3 0.4 4 1.2 5 1.2 23 1.6 11 1.2

Sheet3