内力组合计算表VIP专享VIP免费

M-45.32-3.85-50.3150.3140.87-40.87N262.7114.80-0.390.39-12.0412.04M38.606.4332.17-32.17-22.9922.99N299.1614.80-0.390.3912.04-12.04M-37.89-8.27-82.7982.7964.09-64.09N567.5178.97-3.493.49-38.3538.35M44.367.6567.74-67.74-52.4452.44N603.9678.97-3.493.4938.35-38.35M-49.39-7.89-101.19101.1982.95-82.95N872.53143.11-6.606.60-78.4678.46M54.069.1597.22-97.22-70.6670.66N908.98143.11-6.606.6078.46-78.46M-29.32-4.66-138.58138.58114.76-114.76N1176.10207.32-11.5111.51-133.87133.87M14.662.33169.37-169.37-152.13152.13N1212.70207.32-11.5111.51133.87-133.87层次截面位置内力S GKS QKS WK（左）S WK（右）S EK（左）柱底柱顶柱底柱顶S EK（右）4321※ 一/二级框架结构底层柱下端截面弯矩设计值宜乘增大系数1.5/1.25 柱端组合弯矩设计值的调整：∑Mc≥η c∑Mb∑Mc —— 同一节点上、下柱端截面顺时针或逆时针方向组合弯矩设计值之和；∑Mb —— 同一节点左、右梁端截面顺时针或逆时针方向组合的弯矩设计值；c ——柱端弯矩增大系数，一、二、三级分别取1.4、1.2、1.1。调整后，仍可用表格方式列示出各截面的γ REMC、γ RENC。柱底柱顶柱底柱顶横向框架AM51.734.52-40.8740.8740.87-40.87N242.2912.95-12.0412.04-12.0412.04M-43.38-7.4522.99-22.99-22.9922.99N278.7412.95-12.0412.0412.04-12.04M41.099.71-64.0964.0964.09-64.09N531.1572.08-38.3538.35-38.3538.35M-40.37-8.9152.44-52.44-52.4452.44N567.6072.08-38.3538.3538.35-38.35M44.979.23-82.9582.9582.95-82.95N820.50131.24-77.4677.46-78.4678.46M-57.93-10.8070.66-70.66-70.6670.66N856.95131.24-77.4677.4678.46-78.46M30.675.37-114.76117.76114.76-114.76N1153.80190.33-133.87133.87-133.87133.87M-15.34-2.69152.13-152.10-152.13152.13N1190.20190.33-133.87133.87133.87-133.87M-45.32-3.85-50.3150.3140.87-40.87N262.7114.80-0.390.39-12.0412.04M38.606.4332.17-32.17-22.9922.99N299.1614.80-0.390.3912.04-12.04M-37.89-8.27-82.7982.7964.09-64.09N567.5178.97-3.493.49-38.3538.35M44.367.6567.74-67.74-52.4452.44N603.9678.97-3.493.4938.35-38.35M-49.39-7.89-101.19101.1982.95-82.95N872.53143.11-6.606.60-78.4678.46M54.069.1597.22-97.22-70.6670.663柱顶柱底2柱顶柱底4柱顶柱底S WK（左）S WK（右）S EK...