柱配筋表(注：仅适用于对称配筋情况，即As=As';弯矩，轴力项应全部填为正值)截 面设计弯矩设计轴力计算长度M(kN·m)N(kN)l0=1.0H(底层)(mm) =1.25H(其他层)(mm)截面宽度b(mm)截面高度h(mm)A(mm²)i=sqrt(I/A)(mm)as或as'(mm)h0=h-as或as'(mm)fc(N/mm²)fy或fy'(N/mm²)Es(N/mm²)e0(mm)ea=(20、l/30)max （mm）ei=e0+ea(mm)ζ1=0.5fcA/N或1.0A柱柱上端(Mmax)柱上端(Nmax)柱上端(Nmin)A柱柱下端(Mmax)柱下端(Nmax)柱下端(Nmin)B柱B柱柱上端(Mmax)柱上端(Nmax)柱上端(Nmin)柱下端(Mmax)柱下端(Nmax)柱下端(Nmin)50.00900.435200400400160000115.4735.00365.0014.30300.0020000055.5320.0075.531.001.001.58284.591.000.800.550.43大偏心0.43-15.47／／4Ф201256.001.725%0.60%46.431035.325200400400160000115.4735.00365.0014.30300.0020000044.8520.00.851.001.001.68273.911.000.800.550.50大偏心0.50-6.20／／4Ф201256.001.725%0.60%56.77850.5200400400160000115.4735.00365.0014.30300.0020000066.7520.0086.751.001.001.51295.811.000.800.550.41大偏心0.4144.28／／4Ф201256.001.725%0.60%45.15984.665200400400160000115.4735.00365.0014.30300.0020000045.8520.0065.851.001.001.67274.911.000.800.550.47大偏心0.47-39.93／／4Ф201256.001.725%0.60%46.301000.765200400400160000115.4735.00365.0014.30300.0020000046.2620.0066.261.001.001.66275.331.000.800.550.4偏心0.48-22.19／／4Ф201256.001.725%0.60%44.00887.905200400400160000115.4735.00365.0014.30300.0020000049.5620.0069.561.001.001.63278.621.000.800.550.43大偏心0.43-78.66／／4Ф201256.001.725%0.60%56.66965.405200400400160000115.4735.00365.0014.30300.0020000058.6920.0078.691.001.001.56287.751.000.800.550.46大偏心0.4669.62／／4Ф2519.002.695%0.60%14.361090.065200400400160000115.4735.00365.0014.30300.0020000013.1720.0033.171.001.002.33242.231.000.800.550.52大偏心0.52-302.58／／4Ф2519.002.695%0.60%6.00877.785200400400160000115.4735.00365.0014.30300.002000006.8420.0026.841.001.002.235.901.000.800.550.42大偏心0.42-4.38／／4Ф2519.002.695%0.60%40.481007.605200400400160000115.4735.00365.0014.30300.0020000040.1720.0060.171.001.001.73269.241.000.800.550.4偏心0.48-78.24／／4Ф2519.002.695%0.60%4.001161.705200400400160000115.4735.00365.0014.30300.002000003.4420.0023.440.981.002.85231.831.000.800.550.56小偏心／／0.55-348.9Ф2519.002.695%0.60%19.887.995200400400160000115.4735.00365.0014.30300.0020000022.0020.0042.001.001.002.05251.071.000.800.550.43大偏心0.43-325.71／／4Ф2519.002.695%0.60%柱截面截面面积回转半径保护层+d/2截面有效高度砼强度设计值钢筋强度设计值钢筋弹性模量截面重心偏心矩附加偏心矩初始偏心矩曲率修正系数长细比影响系数ζ2=1.15-0.01l0/h或1.0 偏心矩增大系η(l0/i≤17.5时，取1.0)数e=ηei+h/2-as或as'(mm)系数α1(≤C50,取1.0)系数β1(≤C50,取0.8)界限受压区高度实际受压区高度ξb=β1/(1+fy/Esεcu)ξ=N/α1fcbh0偏心性质(ξ与ξb比较)大偏心受压计算ξAs=As'(mm²)ξAs=As'(mm²)小偏心受压计算每侧实配钢筋钢筋面积(mm²)实际配筋率最大配筋率最小配筋率ρ×100%ρmax×100%ρmin×100%
