框架柱配筋表2(1层B柱)

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)一层B柱一层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)设计弯矩M(kN·m)(地震组合已考虑γRE)236.8354.94236.83301.5124.35301.51设计轴力N(kN)1486.162474.961486.161512.742508.181512.74计算长度L=1.0H(底层)(mm)465046504650465046504650截面宽度b(mm)500500500500500500柱截面截面高度h(mm)500500500500500500轴压比n=N/fcbh0.420.690.420.420.700.42截面面积A(mm²)250000250000250000250000250000250000回转半径i=sqrt(I/A)(mm)144.34144.34144.34144.34144.34144.34保护层+d/2as或as'(mm)40.0040.0040.0040.0040.0040.00截面有效高度h0=h-a或a'(mm)460.00460.00460.00460.00460.00460.00砼强度设计值fc(N/mm²)14.3014.3014.3014.3014.3014.30钢筋强度设计值fy或fy'(N/mm²)300.00300.00300.00300.00300.00300.00钢筋弹性模量Es(N/mm²)200000.00200000.00200000.00200000.00200000.00200000.00截面重心偏心矩e0(mm)159.3622.20159.36199.319.71199.31附加偏心矩ea(mm)20.0020.0020.0020.0020.0020.00初始偏心矩ei=e0+ea(mm)179.32.20179.36219.3129.71219.31曲率修正系数δ1=0.5fcA/N或1.01.000.721.001.000.711.00长细比影响系数δ2=1.15-0.01L/h或1.01.001.001.001.001.001.00 偏心矩增大系数ε(L/i≤17.5时，取1.0)1.161.491.161.131.681.13e=εei+h/2-a或a'(mm)417.78272.72417.78457.73259.957.73系数α1(≤C50,取1.0)1.001.001.001.001.001.00系数β1(≤C50,取0.8)0.800.800.800.800.800.80界限受压区高度ξb=β1/(1+fy/Esεcu)0.550.550.550.550.550.55ξ=N/α1fcbh0实际受压区高度0.450.750.450.460.760.46偏心性质(ξ与ξb比较)大偏心小偏心大偏心大偏心小偏心大偏心ξ0.45／0.450.46／0.46大偏心受压计算As=As'(mm²)655.00／655.001118.52／1118.54ξ／0.55／／0.55／小偏心受压计算As=As'(mm²)／568.91／／385.32／实选钢筋4Φ204Φ204Φ204Φ204Φ204Φ20实选钢筋面积(mm²)1256.001256.001256.001256.001256.001256.00实际配筋率ρ×100%0.75%0.75%0.75%0.75%0.75%0.75%最大配筋率ρmax×100%5%5%5%5%5%5%最小配筋率ρmin×100%(二级抗震)0.80%0.80%0.80%0.80%0.80%0.80%截 面