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用于承载力计算的框架B柱由可变荷载效应控制的基本组合表柱号截面内力恒载活载风载-左-右3层B柱上M-137.07-49.67.18-1.199.56-9.56N286.4865.38-4.220.73-2.112.11下M95.6651.83-6.410.81-5.385.38N317.3665.38-4.220.73-2.112.11V-51.7178-22.543.02-0.444443.32-3.322层B柱上M-60.47-52.256.3-0.7429.61-29.61N554.65181.65-10.241.42-9.899.89下M73.3657.19-7.661.07-24.2324.23N591.87181.65-10.241.42-9.899.89V-24.7833 -20.2667 2.585185 -0.33519 9.97037 -9.970371层B柱上M-53.66-38.665.62-0.8840.42-40.42N824.58297.22-17.242.47-24.4624.46下M26.8319.33-2.810.44-53.5753.57N865.33297.22-17.242.47-24.4624.46V-13.6424 -9.82881 1.428814 -0.22373 15.93051 -15.9305注:恒载，(楼面）活载和风载的荷载分项系数分别为1.2，1.4，1.4；(楼面)活载和风载的组合系数分别为0.7，0.6；内力组合值均乘以0=1.0；为简化计算取1.2SGk+1.4c(SQk+SWk)进行组合。V=(Mu+Mb)/H.Nmax及相应的VNmin及相应的VM max及相应的M组合项目组合值组合项目组合值组合项目组合值1.2+1.4-233.924 1.2+1.26(+)-143.3921.2+1.4-233.924435.308335.8002435.3081.2+1.4187.3541.2+1.26(+)99.93661.2+1.4187.354472.364372.8562472.364-93.6173-54.0729-93.61731.2+1.4-145.7141.2+1.4-31.111.2+1.26(+)-176.64919.89651.734908.70961.2+1.4168.0981.2+1.454.111.2+1.26(+)191.9694964.554696.398953.3736-58.1133-15.7815-68.2611.2+1.26(+)-165.1421.2+1.4-7.8041.2+1.26(+)-165.1421397.925955.2521397.9251.2+1.26(+)124.60441.2+1.4-42.8021.2+1.26(+)124.60441446.8251004.1521446.825-49.10955.931864-49.1095用于承载力计算的框架B柱由可变荷载效应控制的基本组合表注:恒载，(楼面）活载和风载的荷载分项系数分别为1.2，1.4，1.4；(楼面)活载和风载的组合系数分别为0.7，0.6；内力组合值均乘以0=1.0；为简化计算取1.2SGk+1.4c(SQk+SWk)进行组合。V=(Mu+Mb)/H.用于承载力计算框架B柱考虑地震作用效应与其他荷载效应的基本组合表柱号截面内力重力荷载代表值水平地震作用Nmax及相应的V-左-右：+：+组合项目3层B柱上M-148.3847.66-47.66-69.1376-192.01121.2+1.3N298.58-10.5210.52-下M115.05-26.8126.8160.9125.911.2+1.3N329.46-10.5210.52-V-54.41-108.752层B柱上M-85.4473-73-48.24-161.23-161.231.2+1.3N621.88-33.0533.05-下M99.25-59.7359.736.46169.01169.011.2+1.3N659.1-33.0533.05-V-17.09-103.2-103.21层B柱上M-70.3682.22-82.2248.87-178.12-178.121.2+1.3N946.69-65.1765.17-下M35.18-108.99108.99-106.507183.9183.91.2+1.3N987.44-65.1765.17-V-43.97-102.46-102.46注：重力荷载代表值和水平地震作用的分项系数分别为1.2，1.0，1.3；内力组合值均乘以调整系数RE=0.8(弯矩和轴力);弯矩M取1.2SGE+1.3SEhk进行组合；剪力V=Vc(Mbl+ Mbr)/Ln；Vc为柱端剪力增大系数，二级取1.2.表中带下划线的数据在正文中有计算过程的说明( )( )(1)e ebeek iMk ik ih+Nmin及相应的VM max及相应的M组合值组合项目组合值组合项目组合值-192.0111.0+1.3-69.13761.2+1.3-192.011297.5776227.9232297.5776138.33041.0+1.364.15761.2+1.3138.3304327.2224252.6272327.2224-127.054-51.2674-127.054-157.9421.0+1.37.5681.2+1.3-157.942631.3768463.132631.3768157.39921.0+1.317.28081.2+1.3157.3992667.108492.908667.108-98.5443-3.03525-98.5443-153.0541.0+1.329.22081.2+1.3-153.054976.5992689.5752976.5992147.12241.0+1.3-85.20561.2+1.3147.12241015.719722.17521015.719-84.955732.38483-84.9557用于承载力计算框架B柱考虑地震作用效应与其他荷载效应的基本组合表Nmax及相应的V注：重力荷载代表值和水平地震作用的分项系数分别为1.2，1.0，1.3；内力组合值均乘以调整系数RE=0.8(弯矩和轴力);弯矩M取1.2SGE+1.3SEhk进行组合；剪力V=Vc(Mbl+ Mbr)/Ln；Vc为柱端剪力增大系数，二级取1.2.表中带下划线的数据在正文中有计算过程的说明用于承载力计算的框架B柱由永久荷载效应控制的基本组合表柱号截面内力恒载活载Nmax及相应的V组合项目组合值3层B柱上M-137.07-49.67.18-1.191.35+0.71.4(+)-234.819N286.4865.38-4.220.73451.5358下M95.6651.83-6.410.811.35+0.71.4(+)180.7282N317.3665.38-4.220.73493.2238V-51.7178-22.543.02-0.44444-92.34382层B柱上M-60.47-52.256.3-0.741.35+0.71.4(+)-133.565N554.65181.65-10.241.42928.1861下M73.3657.19-7.661.071.35+0.71.4(+)156.1308N591.87181.65-10.241.42978.4331V-24.7833 -20.2667 2.585185 -0.33519-53.64731层B柱上M-53.66-38.665.62-0.881.35+0.71.4(+)-111.19N824.58297.22-17.242.471406.879下M26.8319.33-2.810.441.35+0.71.4(+)55.5951N865.33297.22-17.242.471461.892V-13.6424 -9.82881 1.428814 -0.22373-28.2687注:恒载，(楼面）活载的荷载分项系数分别为1.35，1.4；(楼面)活载的组合系数分别为0.7；内力组合值均乘以0=1.0；为简化计算取1.2SGk+0.71.4(SQk+SWk)进行组合。V=(Mu+Mb)/H.Nmin及相应的VM max及相应的M组合项目组合值组合项目组合值1.35+0.71.4-178.008 1.35+0.71.4(+)-234.819382.6124451.53581.35+0.71.4122.85921.35+0.71.4(+)180.7282424.3004493.2238-66.8594-92.34381.35+0.71.4-75.4605 1.35+0.71.4(+)-133.565738.7423928.18611.35+0.71.491.52921.35+0.71.4(+)156.1308788.9893978.4331-30.924-53.64731.35+0.71.4-66.9334 1.35+0.71.4(+)-111.191096.2881406.8791.35+0.71.433.46671.35+0.71.4(+)55.59511151.31461.892-17.017-28.2687用于承载力计算的框架B柱由永久荷载效应控制的基本组合表注:恒载，(楼面）活载的荷载分项系数分别为1.35，1.4；(楼面)活载的组合系数分别为0.7；内力组合值均乘以0=1.0；为简化计算取1.2SGk+0.71.4(SQk+SWk)进行组合。V=(Mu+Mb)/H.框架B柱正截面受剪承载力计算表（抗震）计算公式一层第6组第7组第8组内力REM/kN106.51178.12183.9REN/kN722.18976.61015.72V/kN43.97102.46轴压比验算N=N/fcAc0.202008 0.273175 0.284117极限轴压比0.8满足满足满足截面bh/mmmm500500 500500 500500柱高H/m5.95.95.9柱的计算长度l0=1.0H(底层)或1.25H(其他层)5.95.95.9水平荷载产生的弯矩设计值占总弯矩设计值的75%以上时l0=1+0.15(u+t)Hl0=2+0.2minH两者取较小值基本项目as=as404040h0/mm460460460e0=M/N/mm147.484 182.3879 181.0538是否需裂缝宽度验算e0/h0;极限0.550.320617 0.396495 0.393595ea=max20,h/30/mm202020ei=e0+ea/mm167.484 202.3879 201.0538l0/h11.811.811.8是否考虑偏心距增大系数5考虑5考虑5考虑1=0.5fcA/N2.475145 1.83033 1.7598351时取为1.01112=1.15-0.0.01l0/h（l0/h15时取为1.0）1111.273162 1.226053 1.227552ei/mm213.2343 248.1382 246.80410.3h0/mm138138138Nb=1fcbh0b/kN1703.702 1703.702 1703.702大，小偏心受压的判定N-Nb-981.522 -727.102 -687.982ei-0.3h0/mm类型大偏压大偏压大偏压b0.5180.5180.518e=ei+0.5h-as/mm423.2343 458.1382 456.8041大偏心受压的计算x=N/1fcb/mm101.0042 136.5874 142.0587x2as时取2as=x/h00.219574 0.296929 0.308823bb5考虑5考虑5考虑5考虑3.626423 2.679468 7.075565 5.462686111111112.808809 1.219071.15929 1.10273392.98798 333.2287 302.6488 446.37181381381381381703.702 1703.702 1703.702 1703.702-1210.79 -1036.59 -1451.07 -1376.48大偏压大偏压大偏压大偏压0.5180.5180.5180.518302.988 543.2287 512.6488 656.371868.93846 93.3021 35.33287 45.7650380800.149866 0.202831 0.173913 0.173913bbbb框架B柱正截面受剪承载力计算表（抗震）-1386.24 -1821.34 -1588.03 -1587.4750050050050015001500150015004 184 184 184 1810171.22%框架B柱正截面受剪承载力计算表（非抗震）计算公式一层第4组第5组第6组内力M/kN42.8111.1955.6N/kN1004.151406.881461.89V/kN5.9328.27轴压比验算N=N/fcAc0.280881 0.393533 0.40892极限轴压比1.05满足满足满足截面bh/mmmm500500 500500 500500柱高H/m5.95.95.9柱的计算长度l0=1.0H(底层)或1.25H(其他层)5.95.95.9水平荷载产生的弯矩设计值占总弯矩设计值的75%以上时l0=1+0.15(u+t)Hl0=2+0.2minH两者取较小值基本项目as=as404040h0/mm460460460e0=M/N/mm42.62311 79.03304 38.03296是否需裂缝宽度验算e0/h0;极限0.550.092659 0.171811 0.08268ea=max20,h/30/mm202020ei=e0+ea/mm62.62311 99.03304 58.03296l0/h11.811.811.8是否考虑偏心距增大系数5考虑5考虑5考虑1=0.5fcA/N1.780113 1.270542 1.2227321时取为1.01112=1.15-0.0.01l0/h（l0/h15时取为1.0）1111.730565 1.461971.78835ei/mm108.3734 144.7833 103.78320.3h0/mm138138138Nb=1fcbh0b/kN1703.702 1703.702 1703.702大，小偏心受压的判定N-Nb-699.552 -296.822 -241.812ei-0.3h0/mm类型大偏压大偏压大偏压b0.5180.5180.518e=ei+0.5h-as/mm318.3734 354.7833 313.7832大偏心受压的计算x=N/1fcb/mm140.4406 196.7664 204.4601x2as时取2as=x/h00.305306 0.427753 0.444479bb5考虑5考虑5考虑5考虑5考虑1.552593 1.925791 2.419661 3.958675 3.62414311111111111.932319 1.365349 1.490247 1.077003 1.10761394.82177 223.7859 182.029 581.6273 428.01361381381381381381703.702 1703.702 1703.702 1703.702 1703.702-552.402 -775.512 -964.962 -1252.16 -1210.48大偏压大偏压大偏压大偏压大偏压0.5180.5180.5180.5180.518304.8218 433.7859 392.029 791.6273 638.0136161.021 129.8168 103.3203 63.15245 68.9818280800.350046 0.28221 0.224609 0.173913 0.173913bbbbb-2887.27 -2422.73 -1993.17 -1586.52 -1586.81框架B柱正截面受剪承载力计算表（非抗震）一层500500500500500150015001500150015004 184 184 184 184 1810171.22%用于承载力计算的框架C柱由可变荷载效应控制的基本组合表柱号截面内力恒载活载风载-左-右3层C柱上M26.2338.34-36.575.5112.53-12.53N514.3774.5571.72-5.66-0.440.44下M-14.15-42.1440.65-5.53-9.079.07N545.2574.5571.72-5.66-0.440.44V8.973333 17.88444-17.162.4533334.8-4.82层C柱上M6.2742.11-40.775.1637.77-37.77N916.44200.92195.87-12.73-1.981.98下M-10.83-45.9344.27-6.19-37.7737.77N953.66200.92195.87-12.73-1.981.98V3.166667 16.3037 -15.7481 2.101852 13.98889 -13.98891层C柱上M8.3827.14-26.053.9451.53-51.53N1329.43329.32320.99-21.51-4.644.64下M-4.19-13.5713.031.97-62.9962.99N1370.18329.32320.99-21.51-4.644.64V2.1305086.9-6.62373 0.333898 19.41017 -19.4102注:恒载，(楼面）活载和风载的荷载分项系数分别为1.2，1.4，1.4；(楼面)活载和风载的组合系数分别为0.7，0.6；内力组合值均乘以0=1.0；为简化计算取1.2SGk+1.4c(SQk+SWk)进行组合。V=(Mu+Mb)/H.Nmax及相应的VNmin及相应的VM max及相应的M组合项目组合值组合项目组合值组合项目组合值1.2+1.26(+)17.9184 1.2+1.26(+)54.2064 1.2+1.26(+)102.5148802.0986609.558703.4911.2+1.26(+)-7.42921.2+1.26(+)-35.3761.2+1.26(+)-88.4724839.1546646.614740.5475.632819.907242.44161.2+1.26(+)-38.3778 1.2+1.26(+)61.6158 1.2+1.26(+)114.67441602.1781081.1931334.3531.2+1.26(+)32.50261.2+1.26(+)-68.38561.2+1.26(+)-126.2571646.8421125.8571379.017-13.12624.0743344.6171.2+1.26(+)-53.4984 1.2+1.26(+)79.9482 1.2+1.26(+)114.14462420.5531562.3671977.311.2+1.26(+)73.6591.2+1.26(+)-81.91321.2+1.26(+)-99.01142469.4531611.2672026.21-21.552127.4341436.12814 用于承载力计算的框架C柱由可变荷载效应控制的基本组合表注:恒载，(楼面）活载和风载的荷载分项系数分别为1.2，1.4，1.4；(楼面)活载和风载的组合系数分别为0.7，0.6；内力组合值均乘以0=1.0；为简化计算取1.2SGk+1.4c(SQk+SWk)进行组合。V=(Mu+Mb)/H.用于承载力计算框架C柱考虑地震作用效应与其他荷载效应的基本组合表柱号截面内力重力荷载代表值水平地震作用Nmax及相应的V-左-右：+：+组合项目3层C柱上M27.6262.46-62.4691.4736-38.44321.2+1.3N516.02-2.192.19-下M-16.93-45.2345.23-139.41108.461.2+1.3N546.9-2.192.19-V-88.8-56.52层C柱上M10.0793.1-93.1115.71-90.021.2+1.3N1040.16-6.276.27-下M-14.93-93.193.1-149.47124.771.2+1.3N1077.38-6.276.27-V-82.87-67.121层C柱上M10.79104.82-104.82157.52-131.491.2+1.3N1575.47-1212-下M-5.4-128.11128.11-171.94160.061.2+1.3N1616.22-1212-V-93.24-82.51注：重力荷载代表值和水平地震作用的分项系数分别为1.2，1.0，1.3；内力组合值均乘以调整系数RE=0.8(弯矩和轴力);弯矩M取1.2SGE+1.3SEhk进行组合；剪力V=Vc(Mbl+ Mbr)/Ln；Vc为柱端剪力增大系数，二级取1.2.表中带下划线的数据在正文中有计算过程的说明( )( )(1)e ebeek iMk ik ih+Nmin及相应的VM max及相应的M组合值组合项目组合值组合项目组合值-38.44321.0+1.387.05441.2+1.391.4736497.6568410.5384493.101630.78641.0+1.3-60.58321.2+1.3-63.292527.3016435.2424522.7464-26.626856.7836959.52523-87.15681.0+1.3104.881.2+1.3106.49121005.074825.6072992.032882.49121.0+1.3-108.7681.2+1.3-111.1571040.806855.38321027.764-53.01566.76583.71077-98.65441.0+1.3117.64481.2+1.3119.37121524.9311247.8961499.971128.05041.0+1.3-137.5541.2+1.3-138.4181564.0511280.4961539.091-64.161772.2261999.14985用于承载力计算框架C柱考虑地震作用效应与其他荷载效应的基本组合表Nmax及相应的V注：重力荷载代表值和水平地震作用的分项系数分别为1.2，1.0，1.3；内力组合值均乘以调整系数RE=0.8(弯矩和轴力);弯矩M取1.2SGE+1.3SEhk进行组合；剪力V=Vc(Mbl+ Mbr)/Ln；Vc为柱端剪力增大系数，二级取1.2.表中带下划线的数据在正文中有计算过程的说明用于承载力计算的框架C柱由永久荷载效应控制的基本组合表柱号截面内力恒载活载Nmax及相应的V组合项目组合值3层C柱上M26.2338.34-36.575.511.35+0.71.4(+)37.1451N514.3774.5571.72-5.66837.7441下M-14.15-42.1440.65-5.531.35+0.71.4(+)-20.5627N545.2574.5571.72-5.66879.4321V8.973333 17.88444-17.162.45333312.823962层C柱上M6.2742.11-40.775.161.35+0.71.4(+)9.7777N916.44200.92195.87-12.731626.048下M-10.83-45.9344.27-6.191.35+0.71.4(+)-16.2473N953.66200.92195.87-12.731676.295V3.166667 16.3037 -15.7481 2.1018524.8194441层C柱上M8.3827.14-26.053.941.35+0.71.4(+)12.3812N1329.43329.32320.99-21.512432.034下M-4.19-13.5713.031.971.35+0.71.4(+)-6.1857N1370.18329.32320.99-21.512487.047V2.1305086.9-6.62373 0.3338983.146932注:恒载，(楼面）活载的荷载分项系数分别为1.35，1.4；(楼面)活载的组合系数分别为0.7；内力组合值均乘以0=1.0；为简化计算取1.2SGk+0.71.4(SQk+SWk)进行组合。V=(Mu+Mb)/H. Nmin及相应的VM max及相应的M组合项目组合值组合项目组合值1.35+0.71.440.8103 1.35+0.71.4(+)78.3835688.8527761.91171.35+0.71.4-24.52191.35+0.71.4(+)-65.8191730.5407803.599714.5182732.045021.35+0.71.413.5213 1.35+0.71.4(+)54.78911224.7191421.621.35+0.71.4-20.68671.35+0.71.4(+)-65.69811274.9661471.8676.33481522.312441.35+0.71.415.1742 1.35+0.71.4(+)41.77141773.6512096.3841.35+0.71.4-3.72591.35+0.71.4(+)-17.02451828.6632151.3973.2034079.965407用于承载力计算的框架C柱由永久荷载效应控制的基本组合表注:恒载，(楼面）活载的荷载分项系数分别为1.35，1.4；(楼面)活载的组合系数分别为0.7；内力组合值均乘以0=1.0；为简化计算取1.2SGk+0.71.4(SQk+SWk)进行组合。V=(Mu+Mb)/H.框架C柱正截面受剪承载力计算表（抗震）计算公式一层第8组第10组第12组内力REM/kN171.94171.94160.06REN/kN1564.051280.51539.09V/kN93.2493.2482.51轴压比验算N=N/fcAc0.437497 0.358182 0.430515极限轴压比0.8满足满足满足截面bh/mmmm500500 500500 500500柱高H/m5.95.95.9柱的计算长度l0=1.0H(底层)或1.25H(其他层)5.95.95.9水平荷载产生的弯矩设计值占总弯矩设计值的75%以上时l0=1+0.15(u+t)Hl0=2+0.2minH两者取较小值基本项目as=as404040h0/mm460460460e0=M/N/mm109.9325 134.2757 103.9965是否需裂缝宽度验算e0/h0;极限0.550.238984 0.291904 0.226079ea=max20,h/30/mm202020ei=e0+ea/mm129.9325 154.2757 123.9965l0/h11.811.811.8是否考虑偏心距增大系数5考虑5考虑5考虑1=0.5fcA/N1.142866 1.395939 1.1614011时取为1.01112=1.15-0.0.01l0/h（l0/h15时取为1.0）1111.352108 1.296549 1.368964ei/mm175.6828 200.026 169.74680.3h0/mm138138138Nb=1fcbh0b/kN1703.702 1703.702 1703.702大，小偏心受压的判定N-Nb-139.652 -423.202 -164.612ei-0.3h0/mm类型大偏压大偏压大偏压b0.5180.5180.518e=ei+0.5h-as/mm385.6828 410.026 379.7468大偏心受压的计算x=N/1fcb/mm218.7483 179.0909 215.2573x2as时取2as=x/h00.47554 0.389328 0.467951bb5考虑5考虑5考虑5考虑6考虑2.089715 1.717412 3.389911 4.354022 4.1069311111111111.307496 1.428103 1.530474 1.171269 1.182008254.6232 199.7599 119.9766 284.3889 403.42661381381381381381703.702 1703.702 1703.702 1703.702 1703.702-848.322 -662.892 -1176.4 -1293.16 -1268.46大偏压大偏压大偏压大偏压大偏压0.5180.5180.5180.5181.518464.6232 409.7599 329.9766 494.3889 613.4266119.6336 145.5678 73.74825 57.41818 60.872738080810.260073 0.316452 0.173913 0.173913 0.176087bbbbb框架C柱正截面受剪承载力计算表（抗震）-2261.32 -2662.64 -1587.74 -1587.55 -1605.07500500500500500150015001500150015004 184 184 184 184 1810171.22%框架C柱正截面受剪承载力计算表（非抗震）计算公式一层第2组第4组第8组内力M/kN73.6681.916.19N/kN2469.451611.272487.05V/kN21.5527.433.15轴压比验算N=N/fcAc0.6907552 0.450705 0.695678极限轴压比1.05满足满足满足截面bh/mmmm500500 500500 500500柱高H/m5.95.95.9柱的计算长度l0=1.0H(底层)或1.25H(其他层)5.95.95.9水平荷载产生的弯矩设计值占总弯矩设计值的75%以上时l0=1+0.15(u+t)Hl0=2+0.2minH两者取较小值基本项目as=as404040h0/mm460460460e0=M/N/mm29.828504 50.83568 2.488892是否需裂缝宽度验算e0/h0;极限0.550.0648446 0.110512 0.005411ea=max20,h/30/mm202020ei=e0+ea/mm49.828504 70.83568 22.48889l0/h11.811.811.8是否考虑偏心距增大系数5考虑5考虑5考虑1=0.5fcA/N0.7238454 1.109373 0.7187231时取为1.00.723845410.7187232=1.15-0.0.01l0/h（l0/h15时取为1.0）1111.6646022 1.645865 2.462134ei/mm82.944638 116.586 55.370670.3h0/mm138138138Nb=1fcbh0b/kN1703.702 1703.702 1703.702大，小偏心受压的判定N-Nb765.748-92.432783.348ei-0.3h0/mm类型小偏压大偏压小偏压b0.5180.5180.518e=ei+0.5h-as/mm292.94464 326.586 265.3707大偏心受压的计算x=N/1fcb/mm225.3524x2as时取2as=x/h00.4898975考虑5考虑5考虑5考虑5考虑5考虑0.830854 1.29621 1.066337 2.133717 2.032567 2.2243650.830854111111111112.361888 1.536781 3.016643 1.646274 1.958644 1.40806965.92295 171.4399 89.57611 105.9303 84.9636 143.49121381381381381381381703.702 1703.702 1703.702 1703.702 1703.702 1703.702447.698 -324.682 -27.402 -865.962 -824.272 -900.102小偏压大偏压大偏压大偏压大偏压大偏压0.5180.5180.5180.5180.5181.518275.923 381.4399 299.5761 315.9303 294.9636 353.4912192.8699 234.4476 117.1664 122.9972 112.39168080810.419282 0.509669 0.173913 0.173913 0.176087bbbbb-3312.42 -3796.92 -1587.14 -1587.17 -1604.96框架C柱正截面受剪承载力计算表（非抗震）一层1.291-4575.515005005005005005001500150015001500150015004 184 184 184 184 184 1810171.22%与B柱端弯矩调整有关的框架梁端考虑地震作用效应组合表梁号截面内力重力荷载代表值水平地震作用M组合项目组合值-左-右2层L-BC左M-200.4599.81-99.811.2+1.3-110.7871层L-BC左M-169.69141.95-141.951.0+1.314.845注：重力荷载代表值和水平地震作用的分项系数分别为1.2，1.0，1.3；弯矩M取1.2SGE+1.3Shk;节点梁端弯矩之和Mb以绕节点顺时针旋转为正.与C柱端弯矩调整有关的框架梁端考虑地震作用效应组合表梁号截面内力重力荷载代表值水平地震作用M组合项目组合值-左-右2层L-BC左M-200.4599.81-99.811.2+1.3-110.787右M-295.48-69.1769.171.2+1.3-444.4972层L-CD左M-268.6669.17-69