内容简介：: 框框架架柱柱内内力力组组合合表表（一一层层）单位：弯矩（kN.m）/剪力（kN）/轴力（kN）杆件编号控制截面内力种类竖向荷载屋面雪荷载水平地震作用风荷载作用重力荷载代表值内力组合恒载活载永久荷载效应控制的组合可变荷载效应的控制组合地震作用效应参与的组合SGKSQKSSKSEHKSWKSGE1.35SGk1.4(0.7SQk0.7SSK+0.6SWK)1.2SGk1.4SQk1.2SGk0.91.4(SQk+SSK+SWK)重力荷载代表值+左地震重力荷载代表值+右地震123左震4a右震4b左风5a右风5b6左风右风左风右风1.2 SGE1.3SEhk1.2 SGE1.3SEhk一层A柱组合项次1+2+3+5a1+2+3+5b1+21+2+3+5a 1+2+3+5b6+4a6+4b柱上端M24.796.500.00-311.36311.36-16.8816.8828.0425.6654.0238.8517.9160.45-371.12438.42N1423.06 271.658.07-352.83352.83-12.5212.521562.922184.742205.772087.982115.502147.051416.832334.18V-8.33-2.070.00188.95-188.957.98-7.98-9.37-6.57-19.98-12.89-2.97-23.08234.40-256.87柱下端M14.353.250.00-576.71576.71-20.6320.6315.986.5449.8627.21-4.9560.03-730.55768.89N1468.23 271.658.07-352.83352.83-12.5212.521608.092245.722266.752142.192171.962203.511471.032388.39V-8.33-2.070.00188.95-188.957.89-7.89-9.37-6.65-19.90-12.89-3.08-22.96234.40-256.87一层B柱柱上端M-11.54-3.020.00-542.65542.65-22.9322.93-13.05-37.800.72-18.08-47.1210.66-721.11689.79N1691.69 380.3111.27-1527.741527.74-52.8952.891887.482623.102711.962562.462541.362674.64278.914251.04V4.210.960.00256.57-256.5710.84-10.844.6915.73-2.486.4020.13-7.19339.17-327.91柱下端M-8.26-1.510.00-663.23663.23-28.0228.02-9.02-45.2113.63-15.03-59.4228.85-873.02851.38N1736.86 380.3111.27-1527.741527.74-52.8952.891932.652684.082772.942616.672597.822731.11333.124305.24V4.210.960.00256.57-256.5710.84-10.844.6915.73-2.486.4020.13-7.19339.17-327.91强柱弱梁调整后柱端弯矩设计值强剪弱弯调整后的柱端剪力设计值1.2Mb1.2(McuMcl)/Hn左震右震998.54281.28-308.251617.32407.01-393.49框框架架柱柱内内力力组组合合表表（一一层层）框框架架梁梁内内力力组组合合表表（）单位：弯矩（kN.m）/剪力（kN）第页：共页杆件编号控制截面内力种类竖向荷载风载重力荷载代表值水平地震作用内力组合基于梁端弯矩的剪力调整（地震组合）考虑地震组合时的梁端剪力设计值恒载活载永久荷载效应控制的组合可变荷载效应的控制组合地震作用效应参与的组合顺时针弯矩逆时针弯矩顺时针弯矩逆时针弯矩SGkSQkSwkSGESEhk恒+活恒+活恒+0.9(活+左风）恒+0.9(活+右风）重力荷载+左地震重力荷载+右地震123a左风3b右风4=1+0.5*2(楼面)4=1（屋面）5a（左震）5b（右震）1.35 SGk 1.40lSQlk1.2 SGk1.4 SQk1.2SGk0.9(1.4SQk1.4Swk)1.2SGk0.9(1.4SQk1.4Swk)1.2SGE+1.3SEhk1.2SGE+1.3SEhk组合项次组合值组合项次组合值组合项次组合值组合项次组合值组合项次组合值组合项次组合值梁左端MV跨中M右端MV梁左端MV跨中M右端MV注：VGb指梁在重力荷载代表值作用下，按简支梁分析的梁端截面剪力设计值，即应乘以重力荷载分项系数1.2。框框架架柱柱内内力力组组合合表表（二二层层）单位：弯矩（kN.m）/剪力（kN）/轴力（kN）杆件编号控制截面内力种类竖向荷载屋面雪荷载水平地震作用风荷载作用重力荷载代表值内力组合恒载活载永久荷载效应控制的组合可变荷载效应的控制组合地震作用效应参与的组合SGKSQKSSKSEHKSWKSGE1.35SGk1.4(0.7SQk0.7SSK+0.6SWK)1.2SGk1.4SQk1.2SGk0.91.4(SQk+SSK+SWK)重力荷载代表值+左地震重力荷载代表值+右地震123左震4a右震4b左风5a右风5b6左风右风左风右风1.2 SGE1.3SEhk1.2 SGE1.3SEhk二层A柱组合项次1+2+3+5a1+2+3+5b1+21+2+3+5a 1+2+3+5b6+4a6+4b柱上端M38.1810.020.00-268.12268.12-9.549.5443.1953.3569.3859.8448.3372.37-296.73400.38N1126.98 217.378.07-237.34237.34-7.487.481239.701736.071748.641656.691683.351702.201179.101796.18V-22.78-5.940.00148.96-148.965.30-5.30-25.75-32.12-41.03-35.65-29.28-42.64162.75-224.55柱下端M38.4715.200.00-268.12268.12-9.549.5446.0758.8274.8467.4455.2279.26-293.27403.84N1161.58 217.378.07-237.34237.34-7.487.481274.301782.781795.351698.211726.601745.451220.621837.70V-22.78-5.940.00148.96-148.965.30-5.30-25.75-32.12-41.03-35.65-29.28-42.64162.75-224.55二层B柱柱上端M-18.83-4.890.00-465.82465.82-16.5716.57-21.28-44.13-16.29-29.44-50.58-8.82-631.10580.04N1338.39 303.3711.27-1012.901012.90-32.9732.971495.712087.482142.872030.792027.892110.98478.083111.62V10.862.810.00258.79-258.799.21-9.2112.2725.159.6816.9728.725.51351.15-321.71柱下端M-20.25-5.240.00-465.82465.82-19.5719.57-22.87-48.91-16.03-31.64-56.57-7.26-633.01578.12N1372.99 303.3711.27-1012.901012.90-32.9732.971530.312134.192189.582072.312071.142154.23519.603153.14V10.862.810.00258.79-258.799.21-9.2112.2725.159.6816.9728.725.51351.15-321.71强柱弱梁调整后柱端弯矩设计值强剪弱弯调整后的柱端剪力设计值1.2Mb1.2(McuMcl)/Hn左震右震858.18150.64-205.331387.93322.75-295.70框框架架柱柱内内力力组组合合表表（二二层层）框框架架梁梁内内力力组组合合表表（）单位：弯矩（kN.m）/剪力（kN）第页：共页杆件编号控制截面内力种类竖向荷载风载重力荷载代表值水平地震作用内力组合基于梁端弯矩的剪力调整（地震组合）考虑地震组合时的梁端剪力设计值恒载活载永久荷载效应控制的组合可变荷载效应的控制组合地震作用效应参与的组合顺时针弯矩逆时针弯矩顺时针弯矩逆时针弯矩SGkSQkSwkSGESEhk恒+活恒+活恒+0.9(活+左风）恒+0.9(活+右风）重力荷载+左地震重力荷载+右地震123a左风3b右风4=1+0.5*2(楼面)4=1（屋面）5a（左震）5b（右震）1.35 SGk 1.40lSQlk1.2 SGk1.4 SQk1.2SGk0.9(1.4SQk1.4Swk)1.2SGk0.9(1.4SQk1.4Swk)1.2SGE+1.3SEhk1.2SGE+1.3SEhk组合项次组合值组合项次组合值组合项次组合值组合项次组合值组合项次组合值组合项次组合值梁左端MV跨中M右端MV梁左端MV跨中M右端MV注：VGb指梁在重力荷载代表值作用下，按简支梁分析的梁端截面剪力设计值，即应乘以重力荷载分项系数1.2。框框架架柱柱内内力力组组合合表表（三三层层）单位：弯矩（kN.m）/剪力（kN）/轴力（kN）杆件编号控制截面内力种类竖向荷载屋面雪荷载水平地震作用风荷载作用重力荷载代表值内力组合恒载活载永久荷载效应控制的组合可变荷载效应的控制组合地震作用效应参与的组合SGKSQKSSKSEHKSWKSGE1.35SGk1.4(0.7SQk0.7SSK+0.6SWK)1.2SGk1.4SQk1.2SGk0.91.4(SQk+SSK+SWK)重力荷载代表值+左地震重力荷载代表值+右地震123左震4a右震4b左风5a右风5b6左风右风左风右风1.2 SGE1.3SEhk1.2 SGE1.3SEhk三层A柱组合项次1+2+3+5a1+2+3+5b1+21+2+3+5a 1+2+3+5b6+4a6+4b柱上端M37.899.870.00-235.38235.38-7.407.4042.8354.6167.0459.2950.4769.12-254.60357.38N829.67 162.848.07-140.57140.57-4.224.22915.131284.001291.091223.581247.121257.75915.411280.89V-20.98-5.460.00124.97-124.973.93-3.93-23.71-30.37-36.98-32.82-28.15-38.06134.01-190.91柱下端M37.639.800.00-214.51214.51-6.756.7542.5354.7366.0758.8850.8867.89-227.83329.90N864.27 162.848.07-140.57140.57-4.224.22949.731330.711337.801265.101290.371301.00956.931322.41V-20.98-5.460.00124.97-124.973.93-3.93-23.71-30.37-36.98-32.82-28.15-38.06134.01-190.91三层B柱柱上端M-18.64-4.850.00-390.80390.80-12.2912.29-21.07-40.24-19.59-29.16-44.90-13.93-533.32482.76N986.33 226.7211.27-574.24574.24-18.1918.191105.331549.501580.061501.001509.861555.70579.882072.90V10.342.690.00217.11-217.116.83-6.8311.6922.3310.8616.1724.927.71296.27-268.22柱下端M-18.58-4.830.00-390.80390.80-12.2912.29-21.00-40.14-19.49-29.06-44.80-13.83-533.23482.85N1020.93 226.7211.27-574.24574.24-18.1918.191139.931596.211626.771542.521553.111598.95621.402114.42V10.342.690.00217.11-217.116.83-6.8311.6922.3310.8616.1724.927.71296.27-268.22强柱弱梁调整后柱端弯矩设计值强剪弱弯调整后的柱端剪力设计值1.2Mb1.2(McuMcl)/Hn左震右震700.91123.17-175.481102.88272.31-246.54框框架架柱柱内内力力组组合合表表（三三层层）框框架架梁梁内内力力组组合合表表（）单位：弯矩（kN.m）/剪力（kN）第页：共页杆件编号控制截面内力种类竖向荷载风载重力荷载代表值水平地震作用内力组合基于梁端弯矩的剪力调整（地震组合）考虑地震组合时的梁端剪力设计值恒载活载永久荷载效应控制的组合可变荷载效应的控制组合地震作用效应参与的组合顺时针弯矩逆时针弯矩顺时针弯矩逆时针弯矩SGkSQkSwkSGESEhk恒+活恒+活恒+0.9(活+左风）恒+0.9(活+右风）重力荷载+左地震重力荷载+右地震123a左风3b右风4=1+0.5*2(楼面)4=1（屋面）5a（左震）5b（右震）1.35 SGk 1.40lSQlk1.2 SGk1.4 SQk1.2SGk0.9(1.4SQk1.4Swk)1.2SGk0.9(1.4SQk1.4Swk)1.2SGE+1.3SEhk1.2SGE+1.3SEhk组合项次组合值组合项次组合值组合项次组合值组合项次组合值组合项次组合值组合项次组合值梁左端MV跨中M右端MV梁左端MV跨中M右端MV注：VGb指梁在重力荷载代表值作用下，按简支梁分析的梁端截面剪力设计值，即应乘以重力荷载分项系数1.2。框框架架柱柱内内力力组组合合表表（四四层层）单位：弯矩（kN.m）/剪力（kN）/轴力（kN）杆件编号控制截面内力种类竖向荷载屋面雪荷载水平地震作用风荷载作用重力荷载代表值内力组合恒载活载永久荷载效应控制的组合可变荷载效应的控制组合地震作用效应参与的组合SGKSQKSSKSEHKSWKSGE1.35SGk1.4(0.7SQk0.7SSK+0.6SWK)1.2SGk1.4SQk1.2SGk0.91.4(SQk+SSK+SWK)重力荷载代表值+左地震重力荷载代表值+右地震123左震4a右震4b左风5a右风5b6左风右风左风右风1.2 SGE1.3SEhk1.2 SGE1.3SEhk四层A柱组合项次1+2+3+5a1+2+3+5b1+21+2+3+5a 1+2+3+5b6+4a6+4b柱上端M36.689.50-0.26-179.35179.35-5.765.7641.3053.7363.4157.3250.2364.75-183.60282.72N532.36 108.318.07-64.1064.10-1.941.94590.55831.11834.37790.47809.64814.53625.33791.99V-20.71-5.380.0090.58-90.582.57-2.57-23.40-31.07-35.39-32.38-29.43-35.9089.67-145.83柱下端M37.899.870.00-146.74146.74-3.953.9542.8357.5164.1459.2954.8264.78-139.37242.15N566.96 108.318.07-64.1064.10-1.941.94625.15877.82881.08831.99852.89857.78666.85833.51V-20.71-5.380.0090.58-90.582.57-2.57-23.40-31.07-35.39-32.38-29.43-35.9089.67-145.83四层B柱柱上端M-18.41-4.770.05-283.25283.25-8.038.03-20.77-36.22-22.73-28.77-39.08-18.84-393.15343.30N634.22 150.0511.27-229.40229.40-7.777.77714.881007.761020.82971.13986.251005.83559.641156.08V10.292.670.00157.36-157.364.46-4.4611.6320.2512.7616.0921.8510.61218.52-190.62柱下端M-18.64-4.850.00-283.25283.25-8.038.03-21.07-36.66-23.17-29.16-39.53-19.29-393.50342.95N668.82 150.0511.27-229.40229.40-7.777.77749.481054.471067.531012.651029.501049.08601.161197.60V10.292.670.00157.36-157.364.46-4.4611.6320.2512.7616.0921.8510.61218.52-190.62强柱弱梁调整后柱端弯矩设计值强剪弱弯调整后的柱端剪力设计值1.2Mb1.2(McuMcl)/Hn左震右震484.1282.46-134.01561.40200.85-175.21框框架架柱柱内内力力组组合合表表（四四层层）框框架架梁梁内内力力组组合合表表（）单位：弯矩（kN.m）/剪力（kN）第页：共页杆件编号控制截面内力种类竖向荷载风载重力荷载代表值水平地震作用内力组合基于梁端弯矩的剪力调整（地震组合）考虑地震组合时的梁端剪力设计值恒载活载永久荷载效应控制的组合可变荷载效应的控制组合地震作用效应参与的组合顺时针弯矩逆时针弯矩顺时针弯矩逆时针弯矩SGkSQkSwkSGESEhk恒+活恒+活恒+0.9(活+左风）恒+0.9(活+右风）重力荷载+左地震重力荷载+右地震123a左风3b右风4=1+0.5*2(楼面)4=1（屋面）5a（左震）5b（右震）1.35 SGk 1.40lSQlk1.2 SGk1.4 SQk1.2SGk0.9(1.4SQk1.4Swk)1.2SGk0.9(1.4SQk1.4Swk)1.2SGE+1.3SEhk1.2SGE+1.3SEhk组合项次组合值组合项次组合值组合项次组合值组合项次组合值组合项次组合值组合项次组合值梁左端MV跨中M右端MV梁左端MV跨中M右端MV注：VGb指梁在重力荷载代表值作用下，按简支梁分析的梁端截面剪力设计值，即应乘以重力荷载分项系数1.2。框框架架柱柱内内力力组组合合表表（五五层层）单位：弯矩（kN.m）/剪力（kN）/轴力（kN）杆件编号控制截面内力种类竖向荷载屋面雪荷载水平地震作用风荷载作用重力荷载代表值内力组合恒载活载永久荷载效应控制的组合可变荷载效应的控制组合地震作用效应参与的组合SGKSQKSSKSEHKSWKSGE1.35SGk1.4(0.7SQk0.7SSK+0.6SWK)1.2SGk1.4SQk1.2SGk0.91.4(SQk+SSK+SWK)重力荷载代表值+左地震重力荷载代表值+右地震123左震4a右震4b左风5a右风5b6左风右风左风右风1.2 SGE1.3SEhk1.2 SGE1.3SEhk五层A柱组合项次1+2+3+5a1+2+3+5b1+21+2+3+5a 1+2+3+5b6+4a6+4b柱上端M52.1014.111.86-102.71102.71-2.692.6960.0983.7388.2582.2781.8688.64-61.42205.63N234.8453.708.02-19.2319.23-0.520.52265.70377.08377.96356.99370.66371.97293.84343.84V-25.79-6.90-0.7045.78-45.781.20-1.20-29.59-41.26-43.27-40.61-40.30-43.3324.01-95.02柱下端M40.7617.200.67-62.1062.10-1.631.6349.7071.1773.9172.9971.4175.52-21.10140.36N269.4453.708.02-19.2319.23-0.520.52300.30423.79424.67398.51413.91415.22335.36385.36V-25.79-6.90-0.7045.78-45.781.20-1.20-29.59-41.26-43.27-40.61-40.30-43.3324.01-95.02五层B柱柱上端M-22.22-6.03-0.75-143.15143.15-4.124.12-25.61-40.10-33.18-35.11-41.51-31.13-216.83155.36N282.3773.4511.32-70.2570.25-2.062.06324.76462.54466.00441.67457.18462.37298.38481.03V11.553.100.3079.53-79.532.08-2.0813.2520.6717.1818.2021.3416.10119.29-87.49柱下端M-19.35-5.12-0.33-143.15143.15-3.373.37-22.08-34.29-28.63-30.39-35.30-26.81-212.59159.61N316.9773.4511.32-70.2570.25-2.062.06359.36509.25512.71483.19500.43505.62339.90522.55V11.553.100.3079.53-79.532.08-2.0813.2520.6717.1818.2021.3416.10119.29-87.49强柱弱梁调整后柱端弯矩设计值强剪弱弯调整后的柱端剪力设计值1.2Mb1.2(McuMcl)/Hn左震右震225.1421.07-88.34275.06109.64-80.42框框架架柱柱内内力力组组合合表表（五五层层）框框架架梁梁内内力力组组合合表表（）单位：弯矩（kN.m）/剪力（kN）第页：共页杆件编号控制截面内力种类竖向荷载风载重力荷载代表值水平地震作用内力组合基于梁端弯矩的剪力调整（地震组合）考虑地震组合时的梁端剪力设计值恒载活载永久荷载效应控制的组合可变荷载效应的控制组合地震作用效应参与的组合顺时针弯矩逆时针弯矩顺时针弯矩逆时针弯矩SGkSQkSwkSGESEhk恒+活恒+活恒+0.9(活+左风）恒+0.9(活+右风）重力荷载+左地震重力荷载+右地震123a左风3b右风4=1+0.5*2(楼面)4=1（屋面）5a（左震）5b（右震）1.35 SGk 1.40lSQlk1.2 SGk1.4 SQk1.2SGk0.9(1.4SQk1.4Swk)1.2SGk0.9(1.4SQk1.4Swk)1.2SGE+1.3SEhk1.2SGE+1.3SEhk组合项次组合值组合项次组合值组合项次组合值组合项次组合值组合项次组合值组合项次组合值梁左端MV跨中M右端MV梁左端MV跨中M右端MV注：VGb指梁在重力荷载代表值作用下，按简支梁分析的梁端截面剪力设计值，即应乘以重力荷载分项系数1.2。框框架架梁梁内内力力组组合合表表（一一层层）单位：弯矩（kNm）/剪力（kN）/轴力（kN）杆件编号控制截面内力种类竖向荷载屋面雪荷载作用水平地震作用风荷载作用重力荷载代表值效应内力组合恒载活载永久荷载效应控制的组合可变荷载效应控制的组合SGKSQKSSKSEHKSWKSGE1.35 SGk1.4(0.7SQk0.7SSK+0.6SWK)1.2 SGk1.4SQk1.2SGk0.91.4(SQk+SSK+SWK)123左震4a右震4b左风5a右风5b6左风右风左风组合项次1+2+3+5a1+2+3+5b1+21+2+3+5a一层AB梁左端M-58.06-15.200.00579.48-579.4826.42-26.42-65.66-71.08-115.47-90.95-58.44V77.5121.860.00-115.49115.49-5.045.0488.44121.83130.29123.62118.08跨中M104.4524.170.00163.71-163.718.28-8.28117.74174.02160.11162.56174.49右端M-91.83-23.940.00-252.07252.07-9.879.87-103.80-155.72-139.14-143.71-157.39V-86.89-24.290.00-115.49115.49-5.045.04-99.04-145.34-136.87-138.27-145.57一层BC梁左端M-64.71-16.920.00756.40-756.4029.63-29.63-73.17-79.05-128.83-101.34-64.87V14.062.250.00-630.33630.33-24.9624.9615.190.2242.1520.02-11.04跨中M-55.25-15.650.000.000.000.000.00-63.86-91.46-91.46-90.40-90.75右端M-64.71-16.920.00-756.40756.40-29.6329.63-73.17-128.83-79.05-101.34-139.54V-14.06-2.250.00-630.33630.33-24.9624.96-15.19-42.15-0.22-20.02-51.86第页共页基于梁端弯矩的剪力调整（地震组合）1.1（Mbl+Mbr)/l考虑地震组合时的梁端剪力设计值1.1（Mbl+Mbr）/l+VGb地震作用效应参与的组合重力荷载代表值+左地震重力荷载代表值+右地震右风1.2 SGE1.3SEHK1.2 SGE1.3SEHK顺时针弯矩逆时针弯矩顺时针弯矩逆时针弯矩1+2+3+5b6+4a6+4b-125.02674.53-832.12-172.15158.16-83.71246.60133.54-44.01256.27150.58354.12-71.53-132.52-452.25203.13-271.1859.13-132.87-268.9831.30-139.54895.52-1071.12-901.38901.38-886.19916.5651.86-801.21837.65-90.75-76.63-76.63-64.87-1071.12895.52-916.56886.1911.04-837.65801.21框框架架梁梁内内力力组组合合表表（一一层层）单位：弯矩（kNm）/剪力（kN）/轴力（kN）内力组合可变荷载效应控制的组合1.2SGk0.91.4(SQk+SSK+SWK)框框架架梁梁内内力力组组合合表表（二二层层）单位：弯矩（kNm）/剪力（kN）/轴力（kN）杆件编号控制截面内力种类竖向荷载屋面雪荷载作用水平地震作用风荷载作用重力荷载代表值效应内力组合恒载活载永久荷载效应控制的组合可变荷载效应控制的组合SGKSQKSSKSEHKSWKSGE1.35 SGk1.4(0.7SQk0.7SSK+0.6SWK)1.2 SGk1.4SQk1.2SGk0.91.4(SQk+SSK+SWK)123左震4a右震4b左风5a右风5b6左风右风左风组合项次1+2+3+5a1+2+3+5b1+21+2+3+5a二层AB梁左端M-64.69-16.830.00482.63-482.6316.29-16.29-73.11-90.14-117.51-101.19-81.54V78.7422.150.00-96.7796.77-3.263.2689.82125.27130.74125.50122.23跨中M102.2623.510.00134.26-134.264.54-4.54115.19167.21159.58158.92166.13右端M-89.57-23.510.00-214.11214.11-7.217.21-101.33-150.02-137.90-140.40-150.67V-85.65-24.000.00-96.7796.77-3.263.26-97.65-141.89-136.41-136.38-141.41二层BC梁左端M-57.86-15.260.00642.51-642.5121.65-21.65-65.49-74.88-111.25-90.80-64.27V14.062.250.00-535.43535.43-18.0418.0415.196.0336.3420.02-2.32跨中M-48.40-13.820.000.000.000.000.00-56.00-80.24-80.24-79.36-79.65右端M-57.86-15.260.00-642.51642.51-21.6521.65-65.49-111.25-74.88-90.80-118.83V-14.06-2.250.00-535.43535.43-18.0418.04-15.19-36.34-6.03-20.02-43.14第页共页基于梁端弯矩的剪力调整（地震组合）1.1（Mbl+Mbr)/l考虑地震组合时的梁端剪力设计值1.1（Mbl+Mbr）/l+VGb地震作用效应参与的组合重力荷载代表值+左地震重力荷载代表值+右地震右风1.2 SGE1.3SEhk1.2 SGE1.3SEhk顺时针弯矩逆时针弯矩顺时针弯矩逆时针弯矩1+2+3+5b6+4a6+4b-122.59539.69-715.15-143.55133.21-53.74223.02133.23-18.02233.58151.73312.77-36.31-132.50-399.93156.75-241.2035.56-133.19-242.988.62-118.83756.68-913.85-765.66765.66-750.47780.8443.14-677.84714.28-79.65-67.20-67.20-64.27-913.85756.68-780.84750.472.32-714.28677.84框框架架梁梁内内力力组组合合表表（二二层层）单位：弯矩（kNm）/剪力（kN）/轴力（kN）内力组合可变荷载效应控制的组合1.2SGk0.91.4(SQk+SSK+SWK)框框架架梁梁内内力力组组合合表表（三三层层）单单位位：弯弯矩矩（kNm ）/剪剪力力（kN）/轴轴力力（kN）杆杆件件编编号号控控制制截截面面内内力力种种类类竖竖向向荷荷载载屋屋面面雪雪荷荷载载作作用用水水平平地地震震作作用用风风荷荷载载作作用用重重力力荷荷载载代代表表值值效效应应内内力力组组合合恒恒载载活活载载永永久久荷荷载载效效应应控控制制的的组组合合可可变变荷荷载载效效应应控控制制的的组组合合SGKSQKSSKSEHKSWKSGE1.351.35 S SGk1.4(0.7S1.4(0.7SQk0.7S0.7SSK+0.6S+0.6SWK) )1.21.2 S SGk1.4S1.4SQk1.2S1.2SGk0.91.4(S0.91.4(SQk+S+SSK+S+SWK) )1 12 23 3左左震震4a右右震震4 4b左左风风5a5a右右风风5b5b6 6左左风风右右风风左左风风组组合合项项次次1+2+3+5a1+2+3+5a1+2+3+5b1+2+3+5b1+21+21+2+3+5a1+2+3+5a三三层层A AB B梁梁左左端端M- -6 64 4. .4 40 0- -1 16 6. .7 76 60.003 38 82 2. .1 12 2- -3 38 82 2. .1 12 21 11 1. .3 35 5- -1 11 1. .3 35 5-72.78-93.83-93.83-112.90-112.90-100.74-100.74-87.32-87.32V7 78 8. .6 69 92 22 2. .1 13 30.000.00- -7 76 6. .4 47 77 76 6. .4 47 7- -2 2. .2 28 82 2. .2 28 889.76126.00126.00129.83129.83125.41125.41123.37123.37跨跨中中M102.37102.3723.5323.530.000.00106.28106.28- -1 10 06 6. .2 28 83.143.14- -3 3. .1 14 4115.31166.20166.20160.93160.93159.08159.08164.53164.53右右端端M- -8 89 9. .6 65 5- -2 23 3. .5 54 40.000.00- -1 16 68 8. .4 48 81 16 68 8. .4 48 8- -5 5. .0 08 85 5. .0 08 8-101.42-148.36-148.36-139.83-139.83-140.54-140.54-148.12-148.12V- -8 85 5. .7 70 0- -2 24 4. .0 02 20.000.00- -7 76 6. .4 47 77 76 6. .4 47 7- -3 3. .1 14 43 3. .1 14 4-97.71-141.87-141.87-136.60-136.60-136.47-136.47-141.35-141.35三三层层B BC C梁梁左左端端M- -5 58 8. .0 06 6- -1 15 5. .3 39 90.000.005 50 05 5. .5 57 7- -5 50 05 5. .5 57 71 15 5. .2 24 4- -1 15 5. .2 24 4-65.76-80.66-80.66-106.26-10

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