TwoProjectJob refPart of structureCalc sheet no rev/0Drawing ref.Calc byDateCheck byDateJan-10Nov-09RefCalculationsOutputDesign of pile cap - PC4Line of critical shearDia. Of pile=450mmBOffest from pile=150mmColumn width=600mmPile spacing (2L)=1350mm/5Depth of pile cap=750mmWidth of pile cap (B)=750mm2LBottom cover=75mmSide cover=50mmUltimate axial load (N)=1800kNMaterialsfcu=35N/mm2fy=500N/mm2Gm=1.25(partial saftey factor for concrete - shear)Gm=1.15(partial saftey factor for steel)Design for main reinforcement:Secondary steel diaEffective depth of pile cap (d)=653mm12According to Truss theory:Tension to be resisted by main reinforcement, T=(N x L) / (2 x d)=1800 x 675 / (2 x 653)=930.3kNAccording to Flexural theory:Moment parallel to X axis=607.5kNmK=M / fcu b d2=0.054Z=d(0.5 + (0.25 - K / 0.9))=611.14mmTherefore Tx=994.0kNArea of steel required=T / (0.87 x fy)=994040 / (0.87 x 500)=2286.292mm2Dia. Of bars using for main reinforcement=20mmNo. of bars required=7.277493463Provide No. of bars=9NosArea of steel provided=2827.4333882308mm2OKBS 8110Spacing of main bars=78.25mmTable 3.25Percentage of steel=0.5026548246%> 0.13 % OKProjectJob refNewport Station Regeneration5074908Part of structureCalc sheet no revCar Park - Design of Pile Caps for Columns9/ 9/0Drawing ref.Calc byDateCheck byDateSJJun 08CMNJun-08RefCalculationsOutputCheck for shear:Shear stress along critical section (v)=(N / 2) / (B x d)=(1800 / 2) / (750 x 653)3.4.5.2=1.8376722818N/mm21.8376722818OKHence, shear links are not required. However provide nominal T12 links @ 200 c/c.Side face reinforcement:3.12.5.4Dia. Of bar used for side face reinforcement=16mmSpacing of bar=( 2 x fy ) / b=256mmHence, provide side face reinforcement - 2 nos. T16 bars

ThreeProjectJob refPart of structureCalc sheet no rev/0Drawing ref.Calc byDateCheck byDateBVRJan-10Nov-09RefCalculationsOutputDesign of pile cap - PC2 (For 750x300 column)Yav/5Dia. Of pile ( )=450mmavOffest from pile=150mmColumn width in X-direction=600mmColumn width in Y-direction=600mmEffective length of pile cap (2 Lx)=1350mm21002Ly750Effective length of pile cap (2 Ly)=1350mmDepth of pile cap=750mmBottom cover=75mmSide cover=50mmUltimate axial load (N)=3500kN2LxXReaction of each pile (N/3)=1166.6666666667kN2100Materialsfcu=35N/mm2Gm=1.25(partial saftey factor for concrete - shear)fy=500N/mm2Gm=1.15(partial saftey factor for steel)Design for main reinforcement:Effective depth of pile cap (d)=637.5mmAccording to Truss theory:Effective length of pile cap (2 Lxy)=1509.35mmTension to be resisted by main reinforcement, Txy=(2N x Lxy) / (9 x d)=2 x 3500 x 754.675 / (9 x 637.5)=920.74kNTension to be resisted by main reinforcement, Ty=(2N x Ly) / (9 x d)=2 x 3500 x 675 / (9 x 637.5)=823.53kNNet tension to be resisted by main reinforcement, Tx=2 x Txy cos 26.57=2 x 920.74 x cos 26.57=1647.1kNNet tension to be resisted by main reinforcement, Ty=2 x Txy sin 26.57 + 823.53=1647.1kNAccording to Flexural theory:Moment parallel to X axis=700kNmK=M / fcu b d2=0.023Z=d(0.5 + (0.25 - K / 0.9))=605.63mmMoment parallel to Y axis=437.5kNmK=M / fcu b d2=0.015Z=d(0.5 + (0.25 - K / 0.9))=605.63mmTherefore Tx=1155.8kNTherefore Ty=722.39kNIn X-directionArea of steel required in X-direction=Tx / (0.87 x fy)=1647100 / (0.87 x 500)=3786.4367816092mm2Dia. Of bars using for main reinforcement=25mmNo. of bars required=7.7136656704Provide No. of bars=14NosArea of steel provided=6872.2339297277mm2OKProvideBS 8110-1Spacing of main bars=153.8mm14 Nos. T25 barsTable 3.25Percentage of steel=0.44%> 0.13 % OKProjectJob refNewport Station Regeneration5074908Part of structureCalc sheet no revCar Park - Design of Pile Caps for Columns5/ 9/0Drawing ref.Calc byDateCheck byDateSJJun 08CMNJun-08RefCalculationsOutputIn Y-directionArea of steel required in Y-direction=Ty / (0.87 x fy)=1647100 / (0.87 x 500)=3786.4367816092mm2Dia. Of bars using for main reinforcement=25mmNo. of bars required=7.7136656704Provide No. of bars=14NosArea of steel provided=6872.2339297277mm2OKProvideSpacing of main bars=150mm14 Nos. T25 barsPercentage of steel=0.44%> 0.13 % OKCheck for shear:Shear stress along critical section (v)=(2 N/3) / (B x d)=2 (3500000 / 3) / (2100 x 637.5)3.4.5.2=1.74N/mm2