柱偏压承载力设计图表

柱受压承载力计算表（底层柱） 单位：弯矩（kN.m）/剪力、轴力（kN） 第 1 页 共 3 页边柱（E柱）截面|Mmax|弯矩设计值M２与M２对应的M1轴力设计值附加偏心距ea（mm）取20mm和偏心方向截面最大尺寸的1/30的较大值fc(N/mm)2中柱（G柱）抗震时非抗震时Nmin-223.6-62.041525.75|Mmax|-143.78-103.962682.17Nmax-111.29-60.6627.032016.7360500600405600.701.1.0052000.700.930.9352000.700.860.8652000.700.930.9352000.701.471.005200Nmin-143.78-103.962682.17|Mmax|-458.41-255.281700.26抗震时Nmax335.45100.292248.792016.7360500600405600.701.111.0052000.701.471.005200Nmin-458.41-255.281700.26Nmax378.18242.161845.532016.736050060040560非抗震时Nmax136.8776.382447.712016.7360500600405600.701.091.0052000.701.021.0052000.701.111.0052000.701.361.005200Nmin107.6932.142247.95|Mmax|378.18242.161845.53153.53113.632300.62C35360考虑P|δ效应砼强度设计值钢筋强度设计值柱截面保护层+d箍+d/2截面有效高度构件端截面偏心距调节系数截面宽度b（mm）截面宽度h（mm）as 或 as'（mm）h0 =h-as 或 as’50060040当小于0.7时取0.70.701.361.005200截面曲率修正系数 0.5fcA/N （大于1时取1）计算长度l0 =1.0H（底层） （mm）l0 =1.25H（其他层）（mm）弯矩增大系数考虑P-δ效应后的弯矩设计值M轴力设计值N1.370.96M1.431.00136.872447.7155.91.481.03111.302247.99.51.140.80378.181845.53204.91.140.80378.181845.53204.91.190.84-223.601525.75146.61.410.99-143.782682.1753.61.481.03-115.0127.0339.71.410.99-143.782682.1753.61.110.78-458.411700.26269.61.190.83335.452248.79149.21.110.78-458.411700.26269.6153.532300.6266.7理论偏心距附加偏心距偏心距增大系数初始偏心距偏心距e砼受压区等效矩形应力图系数e0（mm）ea（mm）ei（mm）=e0+ea1系数 （≤C50时，取1.0）eeih/2asoras(mm)1系数 （≤C50时，取0.8）界限相对受压区高度实际相对受压区高度 （采用对称配筋）若不满足需对受压钢筋中心取矩 为大偏心346.7335.91.00.80.518329.84.9484.91.00.80.518426.6333.6319.71.00.80.518333.69.29.21.00.80.51.6设计计算过程受压区高度275.52满足大偏心0.4920293.14满足小偏心0.5235269.22满足大偏心0.4807-1151221.02满足大偏心0.3947349//4 1810170.34221.02满足大偏心0.3947349//182.72满足大偏心0.3263-343//321.22满足小偏心0.5736346.95满足小偏心0.6196321.22满足小偏心0.5736203.62满足大偏心0.3636830269.32满足大偏心0.480946//203.62满足大偏心0.3636830//偏心性质大偏心受压计算-928/0.5278-1042//0.6019-11060.6613-12440.6019-110 1810170.34满足满足满足满足//小偏心受压计算/选配筋实际配筋率（单侧）垂直弯矩作用平面的承载力验算Nu（kN）纵筋间距≤300mm稳定系数单侧实选钢筋单侧实选钢筋面积（mm2）1400.974693.35满足满足纵筋构造要求minmax单侧配筋率≥0.2%总配筋率≥0.8%总配配筋率≤5.0%0.341.02满足满足满足0.460.490.45满足要求0.370.370.300.0.580.轴压比 ,要求n≤0.75（二级抗震）柱侧面每侧构造钢筋0.34满足要求0.450.34注：1、此表仅适用于对称配筋情况，即As=As’；弯矩、轴力项均填正值。 2、三级框架，乙类建筑，抗震构造措施按提高一度取定。