*20+0.08*14/0.01)/200000=0.076mm<0.2mm满足要求!㈢.X向承台根部负弯矩计算:沿X向总弯矩标准值:Ly/2=4.1>2取By=2Mox=qLy(Lx-C)2/8=25.5*8.2*(8.2-0.6)^2/8=1509.7KN*m承台每延米弯矩Mx=0.5Mox/By=0.5*1509.7/2=377.4KN*m1.强度计算:承台底板底筋fy=300N/mm2ho=942mm承台每延米筋面积As=1.2Mx/(0.9fyho)=1.2*377.4/(0.9*300*942)=1780.6mm2实配Φ16@75最小配筋率ρmin=0.00215实配As=2679mm2实际配筋率ρ=0.00268满足要求!2.裂缝验算:构件受力特征系数αcr=2.1(按砼规表8.1.2-1取)钢筋弹性模量Es=2.0E+05N/mm2(按砼规表4.2.4取)σsk=Mk/(0.87hoAs)=377.4/(0.87*942*2679)=171.9N/mm2ρte=As/(0.5bh)=2679/(0.5*1000*1000)=0.005<0.01取ρte=0.01ψ=1.1-0.65ftk/(ρteσsk)=1.1-0.65*2.01/(0.01*171.9)=0.34(0.2<ψ<1.0)取ψ=0.34ωmax=αcrψσsk(1.9c+0.08deq/ρte)/Es=2.1*0.34*171.9*(1.9*25+0.08*16/0.01)/200000=0.108mm<0.2mm满足要求!㈣.Y向柱上板带承台边支座截面负弯矩计算:沿Y向总弯矩标准值:Moy=qLx(Ly-C)2/8=25.5*8.2*(8.2-2)^2/8=1004.7KN*m柱上板带每延米弯矩My=0.5Moy/Bx=0.5*1004.7/(8.2/2)=122.5KN*m1.强度计算:
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