通廊刚架计算书

通廊刚架计算书质量集中节点号质量重量（KN）17.369水平地震标准值作用底层剪力： 0. 550底层最小地震剪力（抗震规范5.2.5条）：0. 118各质点地震力调整系数： 1. 000地震力调整后剪重比： 0.075周期（已乘折减系数）振型号周期（s）10.4862.右地震地震力计算质量集中信息质量集中节点号质量重量（KN）27.369水平地震标准值作用底层剪力： 0.550底层最小地震剪力（抗震规范5.2.5条）：0.118各质点地震力调整系数： 1.000地震力调整后剪重比： 0.075周期（已乘折减系数）振型号周期（s）10.4868.内力计算结果1.单工况内力柱内力工况单元I端N(kN)I端V(kN)I端M(kN.m)n端N(kN)n端V(kN)II端M(kN.m)恒荷载12.8-0.30.0-2.50.3-0.822.80.30.0-2.5-0.30.8左风11-4.80.60.04.8-0.61.52-4.8-0.60.04.80.6-1.5工况单元I端N(kN)I端V(kN)I"而M(kN.m)II端N(kN)II端V(kN)n端M(kN.m)右风110.00.00.00.00.00.020.00.00.00.00.00.0左地震1-0.60.3-0.00.6-0.30.820.60.3-o.o-0.6-0.30.8右地震10.6-0.3-0.0-0.60.3-0.82-0.6-0.3-0.00.60.3-0.8梁内力工况号单元号I端N(kN)I端V(kN)I端M(kN.m)11端N(kN)n端V(kN)n端M(kN.m)恒荷载10.32.50.8-0.32.5-0.8左风11-0.6-4.8-1.50.6-4.81.5右风110.00.00.00.00.00.0左地震10.0-0.6-0.8-0.00.6-0.8右地震1-0.00.60.80.0-0.60.8.节点位移恒荷载工况下节点位移（mm）节点号X向位移Y向位移10.000.032-0.000.03活荷载工况下节点位移（mm）节点号X向位移Y向位移10.000.022-0.000.02节点侧向（水平向）位移（mm）工况节点5x节点6x左风11-0.0020.0030.0040.00右风110.0020.0030.0040.00左地震17.1927.1930.0040.00工况节点5x节点5x右地震1-7.192-7.1930.0040.00.构件设计结果汇总钢柱验算结果柱号应力比剪应力比平面内稳定平面外稳定腹板高厚比翼缘宽厚比平面内长细比平面外长细比质量(kg)状态10.25—0.330.18——179.2466.8224.4通过20.25—0.330.18——179.2466.8224.4通过钢梁验算结果梁号应力比剪应力比平面内（上端）稳定平面外（下端）稳定腹板高厚比翼缘宽厚比质量（kg）状态10.33—0.350.25——23.1通过.构件设计结果.钢柱1 设计结果截面类型=77;布置角度=0;计算长度：Lx=6.97,Ly=2.60;长细比:入x=179.2,人y=66.8构件长度=2.60;计算长度系数：Ux=2.68Uy=l.00抗震等级：四级薄壁方钢管：B=100,T=4.00轴压截面分类:X轴:b类，丫轴:b类构件钢号：Q235宽厚比等级:S4验算规范：薄钢规范GB50018-2002\I端n端组合MNVMNV10.003.68-0.39-1.03-3.300.3920.006.68-0.75-1.96-6.300.7530.006.68-0.75-1.96-6.300.7540.003.68-0.39-1.03-3.300.3950.002.83-0.30-0.79-2.540.3060.005.83-0.66-1.72-5.540.6670.005.83-0.66-1.72-5.540.6680.002.83-0.30-0.79-2.540.3090.00-3.520.471.213.90-0.47100.003.68-0.39-1.03-3.300.39110.003.68-0.39-1.03-3.300.39120.003.68-0.39-1.03-3.300.39130.00-4.370.561.454.66-0.56140.002.83-0.30-0.79-2.540.30150.002.83-0.30-0.79-2.540.30160.002.83-0.30-0.79-2.540.30170.00-0.640.120.32L02-0.12180.003.68-0.39-1.03-3.300.39190.003.68-0.39-1.03-3.300.39200.003.68-0.39-1.03-3.300.39210.002.36-0.24-0.62-1.980.24220.006.68-0.75-1.96-6.300.75230.006.68-0.75-1.96-6.300.75240.006.68-0.75-1.96-6.300.75250.002.36-0.24-0.62-1.980.24260.006.68-0.75-1.96-6.300.75270.006.68-0.75-1.96-6.300.75280.006.68-0.75-1.96-6.300.75290.00-0.640.120.321.02-0.12300.003.68-0.39-1.03-3.300.39310.003.68-0.39-1.03-3.300.39320.003.68-0.39-1.03-3.300.39330.00-1.490.210.551.78-0.21340.002.83-0.30-0.79-2.540.30350.002.83-0.30-0.79-2.540.30360.002.83-0.30-0.79-2.540.30370.001.51-0.15-0.38-1.220.15380.005.83-0.66-1.72-5.540.66390.005.83-0.66-1.72-5.540.66400.005.83-0.66-1.72-5.540.66410.001.51-0.15-0.38-1.220.15420.005.83-0.66-1.72-5.540.66430.005.83-0.66-1.72-5.540.66440.005.83-0.66-1.72-5.540.66450.00-1.490.210.551.78-0.21460.002.83-0.30-0.79-2.540.30470.002.83-0.30-0.79-2.540.30480.002.83-0.30-0.79-2.540.30490.00-3.520.471.213.90-0.47500.003.68-0.39-1.03-3.300.39510.003.68-0.39-1.03-3.300.39520.003.68-0.39-1.03-3.300.39530.00-1.420.220.561.80-0.22540.005.78-0.65-1.68-5.400.65550.005.78-0.65-1.68-5.400.65560.005.78-0.65-1.68-5.400.65570.00-1.420.220.561.80-0.22580.005.78-0.65-1.68-5.400.65590.005.78-0.65-1.68-5.400.65600.005.78-0.65-1.68-5.400.65610.00-3.520.471.213.90-0.47620.003.68-0.39-1.03-3.300.39630.003.68-0.39-1.03-3.300.39640.003.68-0.39-1.03-3.300.39650.00-4.370.561.454.66-0.56660.002.83-0.30-0.79-2.540.30670.002.83-0.30-0.79-2.540.30680.002.83-0.30-0.79-2.540.30690.00-2.270.310.802.56-0.31700.004.93-0.55-1.44-4.640.55710.004.93-0.55-1.44-4.640.55720.004.93-0.55-1.44-4.640.55730.00-2.270.310.802.56-0.31740.004.93-0.55-1.44-4.640.55750.004.93-0.55-1.44-4.640.55760.004.93-0.55-1.44-4.640.55770.00-4.370.561.454.66-0.56780.002.83-0.30-0.79-2.540.30790.002.83-0.30-0.79-2.540.30800.002.83-0.30-0.79-2.540.30810.002.840.010.02-2.46-0.01820.004.52-0.80-2.08-4.140.80830.004.14-0.15-0.38-3.760.15840.005.82-0.95-2.48-5.440.95850.004.14-0.15-0.38-3.760.15860.005.82-0.95-2.48-5.440.95870.002.840.010.02-2.46-0.01880.004.52-0.80-2.08-4.140.80890.001.990.100.26-1.70-0.10900.003.67-0.71-1.84-3.380.71910.002.99-0.02-0.05-2.700.02920.004.67-0.83-2.15-4.380.83930.002.99-0.02-0.05-2.700.02940.004.67-0.83-2.15-4.380.83950.001.990.100.26-1.70-0.10960.003.67-0.71-1.84-3.380.71强度计算最大应力对应组合号：2,M=0.00,N=6.68,M=-1.96,N=-6.30强度计算最大应力（N/mm*mm）=51.09强度计算最大应力比=0.249平面内稳定计算最大应力（N/mm*mm）=68.31平面内稳定计算最大应力比=0.333平面外稳定计算最大应力（N/mm*mm）=37.37平面外稳定计算最大应力比=0.182强度计算最大应力＜f=205.00平面内稳定计算最大应力＜f=205.00平面外稳定计算最大应力＜f=205.00压机平面内长细比入=179.W［入］=180压杆,平面外长细比入=67.W［入］=180构件重量(Kg)=24.38.钢柱2设计结果截面类型=77;布置角度=0;计算长度：Lx=6.97,Ly=2.60;长细比：入x=179.2,7y=66.8构件长度=2.60;计算长度系数：Ux=2.68Uy=L00抗震等级：四级薄壁方钢管：B=100,T=4.00轴压截面分类:X轴:b类，Y轴:b类构件钢号：Q235宽厚比等级:S4验算规范：薄钢规范GB50018-2002\I端H端组合MNVMNV10.006.680.751.96-6.30-0.7520.003.680.391.03-3.30-0.3930.006.680.751.96-6.30-0.7540.003.680.391.03-3.30-0.3950.005.830.661.72-5.54-0.6660.002.830.300.79-2.54-0.3070.005.830.661.72-5.54-0.6680.002.830.300.79-2.54-0.3090.00-3.52-0.47-1.213.900.47100.003.680.391.03-3.30-0.39110.003.680.391.03-3.30-0.39120.003.680.391.03-3.30-0.39130.00-4.37-0.56-1.454.660.56140.002.830.300.79-2.54-0.30150.002.830.300.79-2.54-0.30160.002.830.300.79-2.54-0.30170.002.360.240.62-1.98-0.24180.006.680.751.96-6.30-0.75190.006.680.751.96-6.30-0.75200.006.680.751.96-6.30-0.75210.00-0.64-0.12-0.321.020.12220.003.680.391.03-3.30-0.39230.003.680.391.03-3.30-0.39240.003.680.391.03-3.30-0.39250.002.360.240.62-1.98-0.24260.006.680.751.96-6.30-0.75270.006.680.751.96-6.30-0.75280.006.680.751.96-6.30-0.75290.00-0.64-0.12-0.321.020.12300.003.680.391.03-3.30-0.39310.003.680.391.03-3.30-0.39320.003.680.391.03-3.30-0.39330.001.510.150.38-1.22-0.15340.005.830.661.72-5.54-0.66350.005.830.661.72-5.54-0.66360.005.830.661.72-5.54-0.66370.00-1.49-0.21-0.551.780.21380.002.830.300.79-2.54-0.30390.002.830.300.79-2.54-0.30400.002.830.300.79-2.54-0.30410.001.510.150.38-1.22-0.15420.005.830.661.72-5.54-0.66430.005.830.661.72-5.54-0.66440.005.830.661.72-5.54-0.66450.00-1.49-0.21-0.551.780.21460.002.830.300.79-2.54-0.30470.002.830.300.79-2.54-0.30480.002.830.300.79-2.54-0.30490.00-1.42-0.22-0.56L800.22500.005.780.651.68-5.40-0.65510.005.780.651.68-5.40-0.65520.005.780.651.68-5.40-0.65530.00-3.52-0.47-1.213.900.47540.003.680.391.03-3.30-0.39550.003.680.391.03-3.30-0.39560.003.680.391.03-3.30-0.39570.00-1.42-0.22-0.561.800.22580.005.780.651.68-5.40-0.65590.005.780.651.68-5.40-0.65600.005.780.651.68-5.40-0.65610.00-3.52-0.47-1.213.900.47620.003.680.391.03-3.30-0.39630.003.680.391.03-3.30-0.39640.003.680.391.03-3.30-0.39650.00-2.27-0.31-0.802.560.31660.004.930.551.44~4.64-0.55670.004.930.551.44-4.64-0.55680.004.930.551.44-4.64-0.55690.00-4.37-0.56-1.454.660.56700.002.830.300.79-2.54-0.30710.002.830.300.79-2.54-0.30720.002.830.300.79-2.54-0.30730.00-2.27-0.31-0.802.560.31740.004.930.551.44-4.64-0.55750.004.930.551.44~4.64-0.55760.004.930.551.44-4.64-0.55770.00-4.37-0.56-1.454.660.56780.002.830.300.79-2.54-0.30790.002.830.300.79-2.54-0.30800.002.830.300.79-2.54-0.30810.005.820.952.48-5.44-0.95820.004.140.150.38-3.76-0.15830.004.520.802.08-4.14-0.80840.002.84-0.01-0.02-2.460.01850.005.820.952.48-5.44-0.95860.004.140.150.38-3.76-0.15870.004.520.802.08-4.14-0.80880.002.84-0.01-0.02-2.460.01890.004.670.832.15-4.38-0.83900.002.990.020.05-2.70-0.02910.003.670.711.84-3.38-0.71920.001.99-0.10-0.26-1.700.10930.004.670.832.15-4.38-0.83940.002.990.020.05-2.70-0.02950.003.670.711.84-3.38-0.71960.001.99-0.10-0.26-1.700.10强度计算最大应力对应组合号：1,M=0.00,N=6.68,M=l.96,N=-6.30强度计算最大应力（N/mm*mm）=51.09强度计算最大应力比=0.249平面内稳定计算最大应力（N/mm*mm）=68.31平面内稳定计算最大应力比=0.333平面外稳定计算最大应力（N/mm*mm）=37.37平面外稳定计算最大应力比=0.182强度计算最大应力＜f=205.00平面内稳定计算最大应力＜f=205.00平面外稳定计算最大应力＜f=205.00压杆,平面内长细比入=179.W［入］=180压杆,平面外长细比入=67.W［入］=180构件重量（Kg）=24.383、钢梁1设计结果截面类型=77;布置角度=0;计算长度：Lx=2.50,Ly=2.50构件长度=2.50;计算长度系数：Ux=1.00Uy=l.00抗震等级：四级薄壁方钢管：B=80,T=4.00轴压截面分类:X轴:b类，丫轴:b类构件钢号：Q235宽厚比等级:S4验算规范：薄钢规范GB50018-2002梁刚度放大系数：1.0\I端II端组合MNVMNV11.960.756.30-1.03-0.393.30目录TOC\o"1-5"\h\z通廊刚架计算书1\o"CurrentDocument".设计依据3\o"CurrentDocument".计算软件信息3\o"CurrentDocument".结构计算简图3\o"CurrentDocument".结构计算信息3结构类型： 门式刚架轻型房屋钢结构3\o"CurrentDocument".结构基本信息5节点坐标5\o"CurrentDocument".荷载与效应组合6\o"CurrentDocument".各工况荷载表6节点荷载6\o"CurrentDocument".荷载效应组合表7\o"CurrentDocument"震计算信息9.左地震9地震力计算质量集中信息9\o"CurrentDocument".右地震10震力计算质量集中信息10\o"CurrentDocument"8..内力计算结果10\o"CurrentDocument"1.单工况内力10柱内力10\o"CurrentDocument".节点位移11恒荷载工况下节点位移(mm) 11\o"CurrentDocument".构件设计结果汇总12钢柱验算结果12\o"CurrentDocument".构件设计结果12\o"CurrentDocument"2,钢柱2设计结果16\o"CurrentDocument"3、钢梁1设计结果19梁的弯矩包络22\o"CurrentDocument".荷载与计算结果简图23\o"CurrentDocument".结构简图23.荷载简图24\o"CurrentDocument".应力比图27.挠度图2821.030.393.30-1.96-0.756.3031.960.756.30-1.96-0.756.304L030.393.30-1.03-0.393.3051.720.665.54-0.79-0.302.5460.790.302.54-1.72-0.665.5471.720.665.54-1.72-0.665.5480.790.302.54-0.79-0.302.549-1.21-0.47-3.901.210.47-3.90101.030.393.30-1.03-0.393.30111.030.393.30-1.03-0.393.30121.030.393.30-1.03-0.393.3013-1.45-0.56-4.661.450.56-4.66140.790.302.54-0.79-0.302.54150.790.302.54-0.79-0.302.54160.790.302.54-0.79-0.302.54170.620.24L980.320.12-1.02181.960.756.30-1.03-0.393.30191.960.756.30-1.03-0.393.30201.960.756.30-1.03-0.393.3021-0.32-0.12-1.02-0.62-0.241.98221.030.393.30-1.96-0.756.30231.030.393.30-1.96-0.756.30241.030.393.30-1.96-0.756.30250.620.241.98-0.62-0.241.98261.960.756.30-1.96-0.756.30271.960.756.30-1.96-0.756.30281.960.756.30-1.96-0.756.3029-0.32-0.12-1.020.320.12-1.02301.030.393.30-1.03-0.393.30311.030.393.30-1.03-0.393.30321.030.393.30-1.03-0.393.30330.380.151.220.550.21-1.78341.720.665.54-0.79-0.302.54351.720.665.54-0.79-0.302.54361.720.665.54-0.79-0.302.5437-0.55-0.21-1.78-0.38-0.151.22380.790.302.54-1.72-0.665.54390.790.302.54-1.72-0.665.54400.790.302.54-1.72-0.665.54410.380.151.22-0.38-0.151.22421.720.665.54-1.72-0.665.54431.720.665.54-1.72-0.665.54441.720.665.54-1.72-0.665.5445-0.55-0.21-1.780.550.21-1.78460.790.302.54-0.79-0.302.54470.790.302.54-0.79-0.302.54480.790.302.54-0.79-0.302.5449-0.56-0.22-1.801.210.47-3.90501.680.655.40-1.03-0.393.30511.680.655.40-1.03-0.393.30521.680.655.40-1.03-0.393.3053-1.21-0.47-3.900.560.22-1.80541.030.393.30-1.68-0.655.40551.030.393.30-1.68-0.655.40561.030.393.30-1.68-0.655.4057-0.56-0.22-1.800.560.22-1.80581.680.655.40-1.68-0.655.40591.680.655.40-1.68-0.655.40601.680.655.40-1.68-0.655.4061-1.21-0.47-3.901.210.47-3.90621.030.393.30-1.03-0.393.30631.030.393.30-1.03-0.393.30641.030.393.30-1.03-0.393.3065-0.80-0.31-2.561.450.56~4.66661.440.554.64-0.79-0.302.54671.440.554.64-0.79-0.302.54681.440.554.64-0.79-0.302.5469-1.45-0.56-4.660.800.31-2.56700.790.302.54-1.44-0.554.64710.790.302.54-1.44-0.554.64720.790.302.54-1.44-0.554.6473-0.80-0.31-2.560.800.31-2.56741.440.554.64-1.44-0.554.64751.440.554.64-1.44-0.554.64761.440.554.64-1.44-0.554.6477-1.45-0.56-4.661.450.56-4.66780.790.302.54-0.79-0.302.54790.790.302.54-0.79-0.302.54800.790.302.54-0.79-0.302.54810.380.553.76-2.08-0.394.14822.480.555.440.02-0.392.4683-0.020.392.46-2.48-0.555.44842.080.394.14-0.38-0.553.76850.380.553.76-2.48-0.555.44862.480.555.44-0.38-0.553.7687-0.020.392.46-2.08-0.394.14882.080.394.140.02-0.392.46890.050.422.70-1.84-0.303.38902.150.424.380.26-0.301.7091-0.260.30L70-2.15-0.424.38921.840.303.38-0.05-0.422.70930.050.422.70-2.15-0.424.38942.150.424.38-0.05-0.422.7095-0.260.301.70-1.84-0.303.38961.840.303.380.26-0.301.70梁的弯矩包络梁下部受拉截面1234567-1.45-0.87-1.54-1.98-1.54-0.87-1.45梁上部受拉截面12345672.480.611.141.461.140.612.48强度计算最大应力(N/=67.48强度计算应力比=0.329平面内稳定最大应力(N/mm*mm)=72.31平面内稳定计算最大应力比=0.353平面外稳定最大应力(N/mm*mm)=50.80平面外稳定计算最大应力比=0.248强度计算最大应力＜f=205.00平面内稳定最大应力＜f=205.00平面外稳定最大应力＜f=205.00(恒+活)梁的挠度mm截面12345670.001.382.693.212.691.380.00最大挠度值=3.21最大挠度/梁跨度=1/779.构件重量(Kg)=23.05风荷载作用下柱顶最大水平(X向)位移：节点(2),水平位移dx=0.003(mm)=H/876964.地震荷载作用下柱顶最大水平(X向)位移：节点(1),水平位移dx=7.193(mm)=H/361.梁的(恒+活)最大挠度：梁(1),挠跨比=1/779.风载作用下柱顶最大水平位移：H/876964＜柱顶位移容许值：H/60地震作用下柱顶最大水平位移：H/36k柱顶位移容许值：H/60梁的(恒+活)最大挠跨比：1/77伙梁的容许挠跨比：1/180所有钢柱的总重量(Kg)=49.所有钢梁的总重量(Kg)=23.钢梁与钢柱重量之和(Kg)=72.12.荷载与计算结果简图1.结构简图(200.F0S8蒯位(4002C4*1BGoo.F00I8蒯和@图13-1刚架简图2.荷载简图1.92图13-1恒载简图1.6图13-2活载简图3.应力比图3.84图13-3左风1简图0.330.350.25、0.33(17C U-70.33(17C U-70.25 0.25C7。，U-7、图13-7应力比图4-挠度图1/778■1/1767.设计依据《建筑结构荷载规范》(GB50009-2012);《建筑抗震设计规范》(GB50011-2010);《钢结构设计标准》(GB50017-2017);《门式刚架轻型房屋钢结构技术规范》(GB51022-2015);《建筑结构可靠性设计统一标准》(GB50068-2018)《工程结构通用规范》(GB55001-2021)《建筑与市政工程抗震通用规范》(GB55002-2021)《钢结构通用规范》(GB55006-2021).计算软件信息本工程计算软件为PKPM钢结构设计软件2021VI.2.0版。计算日期为2022年11月9日10时48分10秒。.结构计算简图§CXI1方管B80*4.002284图1-1结构简图.结构计算信息结构类型： 门式刚架轻型房屋钢结构设计规范：按《门式刚架轻型房屋钢结构技术规范》(GB51022-2015)计算结构重要性系数：1.00TOC\o"1-5"\h\z节点总数： 4柱数： 2梁数： 1支座约束数：2标准截面总数：2荷载分项系数：恒载：1.30活载：1.50风载：1.50地震：1.40吊车：1.50重力荷载分项系数： 1.30活荷载计算信息：考虑活荷载不利布置考虑结构使用年限的活荷载调整系数：L00风荷载计算信息： 计算风荷载钢材：Q235梁柱自重计算信息：柱梁自重都计算恒载作用下柱的轴向变形：考虑梁柱自重计算增大系数：1.20梁刚度增大系数：1.00钢结构净截面面积与毛截面面积比：0.95门式刚架梁平面内的整体稳定性：按压弯构件验算程序自动确定允许的长细比钢梁(恒+活)容许挠跨比：1/180柱顶容许水平位移/柱高：1/60地震影响系数取值依据：10抗规(2016修订版)特征周期(s):0.45水平地震影响系数最大值amax:0.0800地震作用计算：计算水平地震作用计算振型数：3地震烈度：7.00场地土类别：II类附加重量节点数：0设计地震分组：第一组周期折减系数：o.80地震力计算方法：振型分解法结构阻尼比：0.050按GB50011-2010地震效应增大系数：1.050防火设计计算信息：不考虑防火设计.结构基本信息节点坐标节点号XY节点号XY10.002.6022.502.6030.000.0042.500.00柱关联号柱号节点I节点n柱号节点I节点n131242梁关联号梁号节点I节点n梁号节点I节点n112柱节点偏心（m）节点号柱偏心值节点号柱偏心值节点号柱偏心值10.00020.00030.00040.000标准截面信息截面号截面信息1薄壁方钢管：B100*4.00B*T=100*4.002薄壁方钢管：B80*4.00B*T=80*4.00柱布置截面号,约束信息,截面布置角度柱号标准截面号柱号标准截面号1121约束信息截面布置角度I端钱接0I端钱接0梁布置截面号,约束信息梁号标准截面号约束信息12两端刚接截面特性截面号Xc(mm)Yc(mm)lx(cm4)ly(cm4)A(cm2)150.050.0226.3226.311.9240.040.0111.0111.011.7截面号ix(cm)iy(cm)Wlx(cm3)W2x(cm3)Wly(cm3)W2y(cm3)13.93.945.345.345.345.323.13.127.827.827.827.8.荷载与效应组合.各工况荷载表节点荷载工况节点号弯矩垂直力水平力—————柱荷载工况柱号荷载类型荷载值荷载参数1荷载参数2——————梁荷载工况连续数荷载个数荷载类型荷载值1荷载参数1荷载值2荷载参数2恒荷载1111.920.000.000.00活荷载1111.600.000.000.00左风1111-3.840.000.000.00.荷载效应组合表(1)柱内力的组合值柱内力的组合(1)1.3恒+1.5活1(2)1.3恒+1.5活2(3)1.3恒+1.5活3(4)1.3恒+1.5活4(5)1.0恒+L5活1(6)1.0恒+1.5活2(7)1.0恒+1.5活3(8)1.0恒+1.5活4(9)L3恒+1.5左风1(10)1.3恒+1.5右风1(11)1.3恒+1.5左风2(12)1.3恒+1.5右风2(13)1.0恒+1.5左风1(14)1.0恒+1.5右风1(15)1.0恒+1.5左风2(16)L0恒+1.5右风2(17)1.3恒+1.5活1+0.9左风1(18)1.3恒+1.5活1+0.9右风1(19)1.3恒+1.5活1+0.9左风2(20)1.3恒+1.5活1+0.9右风2(21)1.3恒+L5活2+0.9左风1(22)1.3恒+L5活2+0.9右风1(23)1.3恒+1.5活2+0.9左风2(24)1.3恒+1.5活2+0.9右风2(25)1.3恒+1.5活3+0.9左风1(26)1.3恒+1.5活3+0.9右风1(27)1.3恒+1.5活3+0.9左风2(28)1.3恒+1.5活3+0.9右风2(29)1.3恒+L5活4+0.9左风1(30)1.3恒+1.5活4+0.9右风1(31)1.3恒+L5活4+0.9左风2(32)1.3恒+L5活4+0.9右风2(33)1.0恒+1.5活1+0.9左风1(34)1.0恒+1.5活1+0.9右风1(35)1.0恒+1.5活1+0.9左风2(36)1.0恒+L5活1+0.9右风2(37)1.0恒+1.5活2+0.9左风1(38)1.0恒+1.5活2+0.9右风1(39)1.0恒+L5活2+0.9左风2(40)1.0恒+L5活2+0.9右风2(41)1.0恒+1.5活3+0.9左风1(42)1.0恒+1.5活3+0.9右风1(43)1.0恒+1.5活3+0.9左风2(44)1.0恒+L5活3+0.9右风2(45)1.0恒+1.5活4+0.9左风1(46)1.0恒+1.5活4+0.9右风1(47)1.0恒+1.5活4+0.9左风2(48)1.0恒+1.5活4+0.9右风2(49)1.3恒+L05活1+1.5左风1(50)1.3恒+L05活1+1.5右风1(51)1.3恒+1.05活1+1.5左风2(52)1.3恒+L05活1+1.5右风2(53)1.3恒+1.05活2+1.5左风1(54)1.3恒+1.05活2+1.5右风1(55)1.3恒+1.05活2+1.5左风2(56)1.3恒+L05活2+1.5右风2(57)1.3恒+L05活3+1.5左风1(58)1.3恒+L05活3+1.5右风1(59)1.3恒+1.05活3+1.5左风2(60)1.3恒+L05活3+1.5右风2(61)1.3恒+1.05活4+1.5左风1(62)1.3恒+L05活4+1.5右风1(63)1.3恒+L05活4+1.5左风2(64)1.3恒+L05活4+1.5右风2(65)1.0恒+1.05活1+1.5左风1(66)1.0恒+L05活1+1.5右风1柱内力的组合(67)1.0恒+1.05活1+1.5左风2(68)1.0恒+L05活1+1.5右风2(69)1.0恒+L05活2+1.5左风1(70)1.0恒+L05活2+1.5右风1(71)1.0恒+1.05活2+1.5左风2(72)1.0恒+L05活2+1.5右风2(73)1.0恒+L05活3+1.5左风1(74)1.0恒+L05活3+1.5右风1(75)1.0恒+L05活3+1.5左风2(76)1.0恒+L05活3+1.5右风2(77)1.0恒+1.05活4+L5左风1(78)1.0恒+L05活4+1.5右风1(79)1.0恒+L05活4+1.5左风2(80)1.0恒+1.05活4+1.5右风2(81)1.3恒+0.65活1+1.4左地震(82)1.3恒+0.65活1+1.4右地震(83)1.3恒+0.65活2+1.4左地震(84)1.3恒+0.65活2+1.4右地震(85)1.3恒+0.65活3+1.4左地震(86)1.3恒+0.65活3+1.4右地震(87)1.3恒+0.65活4+1.4左地震(88)1.3恒+0.65活4+1.4右地震(89)1.0恒+0.5活1+1.4左地震(90)1.0恒+0.5活1+1.4右地震(91)1.0恒+0.5活2+1.4左地震(92)1.0恒+0.5活2+1.4右地震(93)1.0恒+0.5活3+1.4左地震(94)1.0恒+0.5活3+1.4右地震(95)1.0恒+0.5活4+1.4左地震(96)1.0恒+0.5活4+1.4右地震(2)梁内力的组合值梁内力组合(1)1.3恒+1.5活1(2)1.3恒+1.5活2(3)L3恒+1.5活3(4)1.3恒+L5活4(5)1.0恒+1.5活1(6)L0恒+1.5活2(7)1.0恒+1.5活3(8)1.0恒+1.5活4(9)1.3恒+1.5左风1(10)1.3恒+1.5右风1(11)1.3恒+1.5左风2(12)1.3恒+1.5右风2(13)1.0恒+1.5左风1(14)1.0恒+1.5右风1(15)1.0恒+1.5左风2(16)1.0恒+1.5右风2(17)1.3恒+1.5活1+0.9左风1(18)1.3恒+1.5活1+0.9右风1(19)1.3恒+1.5活1+0.9左风2(20)1.3恒+1.5活1+0.9右风2(21)1.3恒+1.5活2+0.9左风1(22)1.3恒+L5活2+0.9右风1(23)1.3恒+1.5活2+0.9左风2(24)1.3恒+1.5活2+0.9右风2(25)1.3恒+L5活3+0.9左风