内容简介：: 单位：弯矩（kN.m）/剪力（kN）/轴力（kN）恒载活载SGKSQKSSKSGE重力荷载代表值+ 左地震1+2+3+5a1+2+3+5b1+21+2+3+5a1+2+3+5b6+4aM24.796.500.00-311.36311.36-16.8816.8828.0425.6654.0238.8517.9160.45-371.12N1423.06 271.658.07-352.83352.83-12.5212.521562.922184.742205.772087.982115.502147.051416.83V-8.33-2.070.00188.95-188.957.98-7.98-9.37-6.57-19.98-12.89-2.97-23.08234.40M14.353.250.00-576.71576.71-20.6320.6315.986.5449.8627.21-4.9560.03-730.55N1468.23 271.658.07-352.83352.83-12.5212.521608.092245.722266.752142.192171.962203.511471.03V-8.33-2.070.00188.95-188.957.89-7.89-9.37-6.65-19.90-12.89-3.08-22.96234.40M-11.54-3.020.00-542.65542.65-22.9322.93-13.05-37.800.72-18.08-47.1210.66-721.11N1691.69 380.3111.27-1527.741527.74-52.8952.891887.482623.102711.962562.462541.362674.64278.91V4.210.960.00256.57-256.5710.84-10.844.6915.73-2.486.4020.13-7.19339.17M-8.26-1.510.00-663.23663.23-28.0228.02-9.02-45.2113.63-15.03-59.4228.85-873.02N1736.86 380.3111.27-1527.741527.74-52.8952.891932.652684.082772.942616.672597.822731.11333.12V4.210.960.00256.57-256.5710.84-10.844.6915.73-2.486.4020.13-7.19339.17地震作用效应参与的组合重力荷载代表值柱下端内力组合1可变荷载效应的控制组合左震4a右震4b1.35 SGk1.4(0.7SQk0.7SSK+0.6SWK)风荷载作用SWK左风5a右风5b1.2 SGE1.3SEhk框架柱内力组合表（框架柱内力组合表（一层一层）柱上端一层A柱组合项次柱上端柱下端内力种类永久荷载效应控制的组合屋面雪荷载3水平地震作用SEHK一层B柱竖向荷载2杆件编号控制截面1.2SGk1.4SQk1.2SGk0.91.4(SQk+SSK+SWK)左风右风6左风右风重力荷载代表值+右地震6+4b左震右震438.42998.542334.18-256.87768.892388.39-256.87689.791617.324251.04-327.91851.384305.24-327.91地震作用效应参与的组合强剪弱弯调整后的柱端剪力设计值1.2(McuMcl)/Hn281.28-308.25407.01-393.49强柱弱梁调整后柱端弯矩设计值1.2 Mb1.2 SGE1.3SEhk单位：弯矩（kN.m）/剪力（kN）第页：共页恒载活载SGkSQkSGE组合项次组合值组合项次组合值MV跨中MMVMV跨中MMV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。地震作用效应参与的组合重力荷载+左地震1.2SGE+1.3SEhk1.2SGE+1.3SEhk考虑地震组合时的梁端剪力设计值框架梁内力组合表（框架梁内力组合表（）杆件编号控制截面内力种类重力荷载代表值恒+0.9(活+右风）1.2SGk0.9(1.4SQk1.4Swk)组合项次2永久荷载效应控制的组合恒+活恒+活可变荷载效应的控制组合组合值组合值左端1.2 SGk1.4 SQk1.2SGk0.9(1.4SQk1.4Swk)组合值3b右风5a（左震）5b（右震）1.35 SGk 1.40lSQlk组合项次1Swk风载水平地震作用SEhk4=1+0.5*2(楼面)4=1（屋面）3a左风组合值基于梁端弯矩的剪力调整（地震组合）组合项次恒+0.9(活+左风）竖向荷载内力组合重力荷载+右地震组合项次梁右端顺时针弯矩逆时针弯矩顺时针弯矩逆时针弯矩右端梁左端Sheet3Sheet2Sheet1Sheet4第页：共页杆件编号控制截面竖向荷载恒载活载重力荷载代表值内力组合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内力种类组合项次MV单位：弯矩（kN.m）/剪力（kN）SGkSQkSGE1.35 SGk 1.40lSQlk3a左风3b右风Swk风载水平地震作用SEhk组合值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顺时针弯矩逆时针弯矩组合项次组合值梁左端跨中右端5a（左震）5b（右震）1.2 SGk1.4 SQk4=1+0.5*2(楼面)4=1（屋面）M框架梁内力组合表（）1.2SGk0.9(1.4SQk1.4Swk)永久荷载效应控制的组合可变荷载效应的控制组合恒+活恒+0.9(活+左风）恒+0.9(活+右风）地震作用效应参与的组合重力荷载+左地震重力荷载+右地震1.2SGE+1.3SEhk1.2SGE+1.3SEhk1.2SGk0.9(1.4SQk1.4Swk)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。单位：弯矩（kN.m）/剪力（kN）/轴力（kN）组合项次1+2柱上端MNV柱下端框架柱内力组合表（一层）一层A柱一层B柱1.2 SGE 1.3SEhk1.2 SGE 1.3SEhk竖向荷载活载屋面雪荷载SGKSQKSSKSGE水平地震作用SEHK风荷载作用SWK左风5a右风5b左震4a右震4b1.35 SGk1.4(0.7SQk0.7SSK+0.6SWK)左风右风1+2+3+5a1+2+3+5b1.2SGk0.91.4(SQk+SSK+SWK)左风右风重力荷载代表值+ 左地震重力荷载代表值+右地震1+2+3+5b1.2SGk1.4SQk右震左震6+4b6+4a1.2(McuMcl)/Hn1.2Mb1.002.001.002.003.006.0024.796.50.00-311.36311.36-16.8816.8828.04.5025.661.351.40.70.70.6054.021.351.40.70.70.6038.851.201.4017.911.25.901.4060.451.25.901.40-371.121.201.30438.421.201.30998.541.20832.12281.28-1.204.70-308.25-1.204.701423.0645.17271.658.07-352.83352.83-12.5212.521562.922184.742205.772087.982115.502147.051416.822334.18-8.33-2.07.00188.95-188.957.98-7.98-9.37-6.57-19.98-12.89-2.97-23.08234.40-256.8714.353.25.00-576.71576.71-20.6320.6315.986.541.251.351.40.70.70.6049.861.251.351.40.70.70.6027.211.251.201.40-4.951.251.25.901.4060.031.251.25.901.40-730.551.201.30768.891.201.301468.23271.658.07-352.83352.83-12.5212.521608.092245.722266.752142.192171.962203.511471.032388.39-8.33-2.07.00188.95-188.957.89-7.89-9.37-6.65-19.90-12.89-3.08-22.96234.40-256.87-11.54-3.02.00-542.65542.65-22.9322.93-13.05-37.80.72-18.08-47.1210.66-721.11689.791617.321.201347.77407.011.204.70-393.49-1.204.701691.6945.17380.3111.27-1527.741527.74-52.8952.891887.482623.102711.962562.462541.362674.64278.914251.044.21.96.00256.57-256.5710.84-10.844.6915.73-2.486.4020.13-7.19339.17-327.91-8.26-1.51.00-663.23663.23-28.0228.02-9.02-45.211.251.351.40.70.70.6013.631.251.351.40.70.70.60-15.031.251.201.40-59.421.251.25.901.4028.851.251.25.901.40-873.021.201.30851.381.201.301736.86380.3111.27-1527.741527.74-52.8952.891932.652684.082772.942616.672597.822731.11333.124305.244.21.96.00256.57-256.5710.84-10.844.6915.73-2.486.4020.13-7.19339.17-327.91单位：弯矩（kN.m）/剪力（kN）/轴力（kN）恒载活载SGKSQKSSKSGE重力荷载代表值+ 左地震1+2+3+5a1+2+3+5b1+21+2+3+5a1+2+3+5b6+4aM38.1810.020.00-268.12268.12-9.549.5443.1953.3569.3859.8448.3372.37-296.73N1126.98 217.378.07-237.34237.34-7.487.481239.701736.071748.641656.691683.351702.201179.10V-22.78-5.940.00148.96-148.965.30-5.30-25.75-32.12-41.03-35.65-29.28-42.64162.75M38.4715.200.00-268.12268.12-9.549.5446.0758.8274.8467.4455.2279.26-293.27N1161.58 217.378.07-237.34237.34-7.487.481274.301782.781795.351698.211726.601745.451220.62V-22.78-5.940.00148.96-148.965.30-5.30-25.75-32.12-41.03-35.65-29.28-42.64162.75M-18.83-4.890.00-465.82465.82-16.5716.57-21.28-44.13-16.29-29.44-50.58-8.82-631.10N1338.39 303.3711.27-1012.901012.90-32.9732.971495.712087.482142.872030.792027.892110.98478.08V10.862.810.00258.79-258.799.21-9.2112.2725.159.6816.9728.725.51351.15M-20.25-5.240.00-465.82465.82-19.5719.57-22.87-48.91-16.03-31.64-56.57-7.26-633.01N1372.99 303.3711.27-1012.901012.90-32.9732.971530.312134.192189.582072.312071.142154.23519.60V10.862.810.00258.79-258.799.21-9.2112.2725.159.6816.9728.725.51351.15右风永久荷载效应控制的组合1.2SGk1.4SQk1.2SGk0.91.4(SQk+SSK+SWK)左风右风屋面雪荷载3水平地震作用SEHK6左风二层B柱1.2 SGE1.3SEhk框架柱内力组合表（框架柱内力组合表（二层二层）柱上端二层A柱组合项次柱上端柱下端内力种类竖向荷载2杆件编号控制截面1可变荷载效应的控制组合左震4a右震4b1.35SGk1.4(0.7SQk0.7SSK+0.6SWK)风荷载作用SWK左风5a右风5b重力荷载代表值柱下端内力组合地震作用效应参与的组合重力荷载代表值+右地震6+4b左震右震400.38858.181796.18-224.55403.841837.70-224.55580.041387.933111.62-321.71578.123153.14-321.711.2 SGE1.3SEhk1.2 Mb强剪弱弯调整后的柱端剪力设计值1.2(McuMcl)/Hn150.64-205.33322.75-295.70强柱弱梁调整后柱端弯矩设计值地震作用效应参与的组合单位：弯矩（kN.m）/剪力（kN）第页：共页恒载活载SGkSQkSGE组合项次组合值组合项次组合值MV跨中MMVMV跨中MMV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。梁左端右端顺时针弯矩逆时针弯矩顺时针弯矩逆时针弯矩梁右端竖向荷载内力组合重力荷载+右地震组合项次基于梁端弯矩的剪力调整（地震组合）组合项次恒+0.9(活+左风）Swk风载水平地震作用SEhk4=1+0.5*2(楼面)4=1（屋面）3a左风组合值左端1.2 SGk1.4 SQk1.2SGk0.9(1.4SQk1.4Swk)组合值3b右风5a（左震）5b（右震）1.35 SGk 1.40lSQlk组合项次12永久荷载效应控制的组合恒+活恒+活可变荷载效应的控制组合组合值组合值考虑地震组合时的梁端剪力设计值框架梁内力组合表（框架梁内力组合表（）杆件编号控制截面内力种类重力荷载代表值恒+0.9(活+右风）1.2SGk0.9(1.4SQk1.4Swk)组合项次地震作用效应参与的组合重力荷载+左地震1.2SGE+1.3SEhk1.2SGE+1.3SEhkSheet3Sheet2Sheet1Sheet4第页：共页杆件编号控制截面竖向荷载恒载活载重力荷载代表值内力组合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内力种类组合项次MV单位：弯矩（kN.m）/剪力（kN）SGkSQkSGE1.35 SGk 1.40lSQlk3a左风3b右风Swk风载水平地震作用SEhk组合值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顺时针弯矩逆时针弯矩组合项次组合值梁左端跨中右端5a（左震）5b（右震）1.2 SGk1.4 SQk4=1+0.5*2(楼面)4=1（屋面）M框架梁内力组合表（）1.2SGk0.9(1.4SQk1.4Swk)永久荷载效应控制的组合可变荷载效应的控制组合恒+活恒+0.9(活+左风）恒+0.9(活+右风）地震作用效应参与的组合重力荷载+左地震重力荷载+右地震1.2SGE+1.3SEhk1.2SGE+1.3SEhk1.2SGk0.9(1.4SQk1.4Swk)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。单位：弯矩（kN.m）/剪力（kN）/轴力（kN）组合项次1+2柱上端MNV柱下端1.2 SGE 1.3SEhk1.2 SGE 1.3SEhk竖向荷载活载屋面雪荷载SGKSQKSSKSGE水平地震作用SEHK风荷载作用SWK左风5a右风5b左震4a右震4b左风右风1+2+3+5a1+2+3+5b1.2SGk0.91.4(SQk+SSK+SWK)左风右风重力荷载代表值+ 左地震重力荷载代表值+右地震1+2+3+5b1.2SGk1.4SQk右震左震6+4b6+4a1.2(McuMcl)/Hn1.2Mb框架柱内力组合表（二层）二层A柱二层B柱1.35SGk1.4(0.7SQk0.7SSK+0.6SWK)1.002.001.002.003.006.0038.1810.02.00-268.12268.12-9.549.5443.19.5053.351.351.40.70.70.6069.381.351.40.70.70.6059.841.201.4048.331.25.901.4072.371.25.901.40-296.731.201.30400.381.201.30858.181.20715.15150.64-1.204.70-205.33-1.204.701126.9834.60217.378.07-237.34237.34-7.487.481239.701736.071748.641656.691683.351702.201179.101796.18-22.78-5.94.00148.96-148.965.30-5.30-25.75-32.12-41.03-35.65-29.28-42.64162.75-224.5538.4715.20.00-268.12268.12-9.549.5446.0758.8274.8467.4455.2279.26-293.27403.841161.58217.378.07-237.34237.34-7.487.481274.301782.781795.351698.211726.601745.451220.621837.70-22.78-5.94.00148.96-148.965.30-5.30-25.75-32.12-41.03-35.65-29.28-42.64162.75-224.55-18.83-4.89.00-465.82465.82-16.5716.57-21.27-44.13-16.29-29.44-50.58-8.82-631.10580.041387.931.201156.61322.751.204.70-295.70-1.204.701338.3934.60303.3711.27-1012.901012.90-32.9732.971495.712087.482142.872030.792027.892110.98478.083111.6210.862.81.00258.79-258.799.21-9.2112.2625.159.6816.9728.725.51351.15-321.71-20.25-5.24.00-465.82465.82-19.5719.57-22.87-48.91-16.03-31.64-56.57-7.26-633.01578.121372.99303.3711.27-1012.901012.90-32.9732.971530.312134.192189.582072.312071.142154.23519.603153.1410.862.81.00258.79-258.799.21-9.2112.2625.159.6816.9728.725.51351.15-321.71单位：弯矩（kN.m）/剪力（kN）/轴力（kN）恒载活载SGKSQKSSKSGE重力荷载代表值+ 左地震1+2+3+5a1+2+3+5b1+21+2+3+5a1+2+3+5b6+4aM37.899.870.00-235.38235.38-7.407.4042.8354.6167.0459.2950.4769.12-254.60N829.67 162.848.07-140.57140.57-4.224.22915.131284.001291.091223.581247.121257.75915.41V-20.98-5.460.00124.97-124.973.93-3.93-23.71-30.37-36.98-32.82-28.15-38.06134.01M37.639.800.00-214.51214.51-6.756.7542.5354.7366.0758.8850.8867.89-227.83N864.27 162.848.07-140.57140.57-4.224.22949.731330.711337.801265.101290.371301.00956.93V-20.98-5.460.00124.97-124.973.93-3.93-23.71-30.37-36.98-32.82-28.15-38.06134.01M-18.64-4.850.00-390.80390.80-12.2912.29-21.07-40.24-19.59-29.16-44.90-13.93-533.32N986.33 226.7211.27-574.24574.24-18.1918.191105.331549.501580.061501.001509.861555.70579.88V10.342.690.00217.11-217.116.83-6.8311.6922.3310.8616.1724.927.71296.27M-18.58-4.830.00-390.80390.80-12.2912.29-21.00-40.14-19.49-29.06-44.80-13.83-533.23N1020.93 226.7211.27-574.24574.24-18.1918.191139.931596.211626.771542.521553.111598.95621.40V10.342.690.00217.11-217.116.83-6.8311.6922.3310.8616.1724.927.71296.27地震作用效应参与的组合重力荷载代表值柱下端内力组合1可变荷载效应的控制组合左震4a右震4b1.35 SGk1.4(0.7SQk0.7SSK+0.6SWK)风荷载作用SWK左风5a右风5b1.2 SGE1.3SEhk框架柱内力组合表（框架柱内力组合表（三层三层）柱上端三层A柱组合项次柱上端柱下端内力种类永久荷载效应控制的组合屋面雪荷载3水平地震作用SEHK三层B柱竖向荷载2杆件编号控制截面1.2SGk1.4SQk1.2SGk0.91.4(SQk+SSK+SWK)左风右风6左风右风重力荷载代表值+右地震6+4b左震右震357.38700.911280.89-190.91329.901322.41-190.91482.761102.882072.90-268.22482.852114.42-268.22地震作用效应参与的组合强剪弱弯调整后的柱端剪力设计值1.2(McuMcl)/Hn123.17-175.48272.31-246.54强柱弱梁调整后柱端弯矩设计值1.2 Mb1.2 SGE1.3SEhk单位：弯矩（kN.m）/剪力（kN）第页：共页恒载活载SGkSQkSGE组合项次组合值组合项次组合值MV跨中MMVMV跨中MMV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。地震作用效应参与的组合重力荷载+左地震1.2SGE+1.3SEhk1.2SGE+1.3SEhk考虑地震组合时的梁端剪力设计值框架梁内力组合表（框架梁内力组合表（）杆件编号控制截面内力种类重力荷载代表值恒+0.9(活+右风）1.2SGk0.9(1.4SQk1.4Swk)组合项次2永久荷载效应控制的组合恒+活恒+活可变荷载效应的控制组合组合值组合值左端1.2 SGk1.4 SQk1.2SGk0.9(1.4SQk1.4Swk)组合值3b右风5a（左震）5b（右震）1.35 SGk 1.40lSQlk组合项次1Swk风载水平地震作用SEhk4=1+0.5*2(楼面)4=1（屋面）3a左风组合值基于梁端弯矩的剪力调整（地震组合）组合项次恒+0.9(活+左风）竖向荷载内力组合重力荷载+右地震组合项次梁右端顺时针弯矩逆时针弯矩顺时针弯矩逆时针弯矩右端梁左端Sheet3Sheet2Sheet1Sheet4第页：共页杆件编号控制截面竖向荷载恒载活载重力荷载代表值内力组合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内力种类组合项次MV单位：弯矩（kN.m）/剪力（kN）SGkSQkSGE1.35 SGk 1.40lSQlk3a左风3b右风Swk风载水平地震作用SEhk组合值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顺时针弯矩逆时针弯矩组合项次组合值梁左端跨中右端5a（左震）5b（右震）1.2 SGk1.4 SQk4=1+0.5*2(楼面)4=1（屋面）M框架梁内力组合表（）1.2SGk0.9(1.4SQk1.4Swk)永久荷载效应控制的组合可变荷载效应的控制组合恒+活恒+0.9(活+左风）恒+0.9(活+右风）地震作用效应参与的组合重力荷载+左地震重力荷载+右地震1.2SGE+1.3SEhk1.2SGE+1.3SEhk1.2SGk0.9(1.4SQk1.4Swk)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。单位：弯矩（kN.m）/剪力（kN）/轴力（kN）组合项次1+2柱上端MNV柱下端1.2 SGE 1.3SEhk1.2 SGE 1.3SEhk竖向荷载活载屋面雪荷载SGKSQKSSKSGE水平地震作用SEHK风荷载作用SWK左风5a右风5b左震4a右震4b1.35 SGk1.4(0.7SQk0.7SSK+0.6SWK)左风右风1+2+3+5a1+2+3+5b1.2SGk0.91.4(SQk+SSK+SWK)左风右风重力荷载代表值+ 左地震重力荷载代表值+右地震1+2+3+5b1.2SGk1.4SQk右震左震6+4b6+4a1.2(McuMcl)/Hn1.2Mb框架柱内力组合表（三层）三层A柱三层B柱1.002.001.002.003.006.0037.899.87.00-235.38235.38-7.407.4042.83.5054.611.351.40.70.70.6067.041.351.40.70.70.6059.291.201.4050.471.25.901.4069.121.25.901.40-254.601.201.30357.381.201.30700.911.20584.09123.17-1.204.70-175.48-1.204.70829.6734.60162.848.07-140.57140.57-4.224.22915.131284.001291.091223.581247.121257.75915.411280.89-20.98-5.46.00124.97-124.973.93-3.93-23.71-30.37-36.98-32.82-28.15-38.06134.01-190.9137.639.80.00-214.51214.51-6.756.7542.5354.7366.0758.8850.8867.89-227.83329.90864.27162.848.07-140.57140.57-4.224.22949.731330.711337.801265.101290.371301.00956.931322.41-20.98-5.46.00124.97-124.973.93-3.93-23.71-30.37-36.98-32.82-28.15-38.06134.01-190.91-18.64-4.85.00-390.80390.80-12.2912.29-21.07-40.24-19.59-29.16-44.90-13.93-533.32482.761102.881.20919.07272.311.204.70-246.54-1.204.70986.3334.60226.7211.27-574.24574.24-18.1918.191105.321549.501580.061501.001509.861555.70579.882072.9010.342.69.00217.11-217.116.83-6.8311.6922.3310.8616.1724.927.71296.27-268.22-18.58-4.83.00-390.80390.80-12.2912.29-20.99-40.14-19.49-29.06-44.80-13.83-533.23482.851020.93226.7211.27-574.24574.24-18.1918.191139.931596.211626.771542.521553.111598.95621.402114.4210.342.69.00217.11-217.116.83-6.8311.6922.3310.8616.1724.927.71296.27-268.22单位：弯矩（kN.m）/剪力（kN）/轴力（kN）恒载活载SGKSQKSSKSGE重力荷载代表值+ 左地震1+2+3+5a1+2+3+5b1+21+2+3+5a1+2+3+5b6+4aM36.689.50-0.26-179.35179.35-5.765.7641.3053.7363.4157.3250.2364.75-183.60N532.36 108.318.07-64.1064.10-1.941.94590.55831.11834.37790.47809.64814.53625.33V-20.71-5.380.0090.58-90.582.57-2.57-23.40-31.07-35.39-32.38-29.43-35.9089.67M37.899.870.00-146.74146.74-3.953.9542.8357.5164.1459.2954.8264.78-139.37N566.96 108.318.07-64.1064.10-1.941.94625.15877.82881.08831.99852.89857.78666.85V-20.71-5.380.0090.58-90.582.57-2.57-23.40-31.07-35.39-32.38-29.43-35.9089.67M-18.41-4.770.05-283.25283.25-8.038.03-20.77-36.22-22.73-28.77-39.08-18.84-393.15N634.22 150.0511.27-229.40229.40-7.777.77714.881007.761020.82971.13986.251005.83559.64V10.292.670.00157.36-157.364.46-4.4611.6320.2512.7616.0921.8510.61218.52M-18.64-4.850.00-283.25283.25-8.038.03-21.07-36.66-23.17-29.16-39.53-19.29-393.50N668.82 150.0511.27-229.40229.40-7.777.77749.481054.471067.531012.651029.501049.08601.16V10.292.670.00157.36-157.364.46-4.4611.6320.2512.7616.0921.8510.61218.52右风永久荷载效应控制的组合1.2SGk1.4SQk1.2SGk0.91.4(SQk+SSK+SWK)左风右风屋面雪荷载3水平地震作用SEHK6左风四层B柱1.2 SGE1.3SEhk框架柱内力组合表（框架柱内力组合表（四层四层）柱上端四层A柱组合项次柱上端柱下端内力种类竖向荷载2杆件编号控制截面1可变荷载效应的控制组合左震4a右震4b1.35 SGk1.4(0.7SQk0.7SSK+0.6SWK)风荷载作用SWK左风5a右风5b重力荷载代表值柱下端内力组合地震作用效应参与的组合重力荷载代表值+右地震6+4b左震右震282.72484.12791.99-145.83242.15833.51-145.83343.30561.401156.08-190.62342.951197.60-190.621.2 SGE1.3SEhk1.2 Mb强剪弱弯调整后的柱端剪力设计值1.2(McuMcl)/Hn82.46-134.01200.85-175.21强柱弱梁调整后柱端弯矩设计值地震作用效应参与的组合单位：弯矩（kN.m）/剪力（kN）第页：共页恒载活载SGkSQkSGE组合项次组合值组合项次组合值MV跨中MMVMV跨中MMV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。梁左端右端顺时针弯矩逆时针弯矩顺时针弯矩逆时针弯矩梁右端竖向荷载内力组合重力荷载+右地震组合项次基于梁端弯矩的剪力调整（地震组合）组合项次恒+0.9(活+左风）Swk风载水平地震作用SEhk4=1+0.5*2(楼面)4=1（屋面）3a左风组合值左端1.2 SGk1.4 SQk1.2SGk0.9(1.4SQk1.4Swk)组合值3b右风5a（左震）5b（右震）1.35 SGk 1.40lSQlk组合项次12永久荷载效应控制的组合恒+活恒+活可变荷载效应的控制组合组合值组合值考虑地震组合时的梁端剪力设计值框架梁内力组合表（框架梁内力组合表（）杆件编号控制截面内力种类重力荷载代表值恒+0.9(活+右风）1.2SGk0.9(1.4SQk1.4Swk)组合项次地震作用效应参与的组合重力荷载+左地震1.2SGE+1.3SEhk1.2SGE+1.3SEhkSheet3Sheet2Sheet1Sheet4第页：共页杆件编号控制截面竖向荷载恒载活载重力荷载代表值内力组合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内力种类组合项次MV单位：弯矩（kN.m）/剪力（kN）SGkSQkSGE1.35 SGk 1.40lSQlk3a左风3b右风Swk风载水平地震作用SEhk组合值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顺时针弯矩逆时针弯矩组合项次组合值梁左端跨中右端5a（左震）5b（右震）1.2 SGk1.4 SQk4=1+0.5*2(楼面)4=1（屋面）M框架梁内力组合表（）1.2SGk0.9(1.4SQk1.4Swk)永久荷载效应控制的组合可变荷载效应的控制组合恒+活恒+0.9(活+左风）恒+0.9(活+

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