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【11层】6442平米11层框剪豪华公寓（计算书、建筑、结构图）

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11层 11 6442 平米 层框剪 豪华 公寓 计算 建筑 结构图
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【11层】6442平米11层框剪豪华公寓（计算书、建筑、结构图）,11层,11,6442,平米,层框剪,豪华,公寓,计算,建筑,结构图
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恒载活载 净跨1037.379.26AB跨6.237.59.3BC跨9.11927.69.26CD跨6.227.979.310A右-305.14 184.96-75.5945.8327.573.34B左-305.39 185.65-75.7146.0512.733.26B右-306.26 185.63-75.9346.0419.543.26C左-306.26 185.63-75.9346.0419.543.26C右-305.63 185.68-75.9546.0712.733.26D左-305.14 185.03-75.5945.8727.573.343A右-225.32 136.59-75.6245.8332.053.89B左-225.63 138.48-75.6546.0415.283.91B右-228.42 138.45-75.9646.0423.473.91C左-228.42 138.45-75.9646.0423.473.91C右-225.63 138.48-75.6546.0415.283.91D左-225.32 136.65-75.6245.8432.053.891A右-225.27 136.57-75.6145.8320.402.47B左-225.72 138.50-75.6646.048.042.06B右-228.36 138.45-75.9546.0412.342.06C左-228.36 138.45-75.9546.0412.342.06C右-225.72 138.50-75.6646.048.042.06D左-225.27 136.67-75.6145.8420.402.47轴轴线线框框架架梁梁及及连连梁梁支支座座边边缘缘截截面面内内力力标标准准值值层 次截 面恒载内力活载内力重力荷载代表值风载内力A右(D左) -221.91179.35-54.9844.44-221.9127.073.3410B左(C右）-222.03180.04-55.0444.66-222.0312.243.26B右（C左）-222.73180.00-55.2244.64-222.7319.063.26AB(CD)跨-46.65-11.567.41BC跨间181.9945.150.003A右(D左) -163.86132.45-55.0044.44-191.3631.473.89B左(C右）-163.89134.34-55.0044.65-191.3914.703.91B右（C左）-168.89134.26-55.2444.64-196.5122.883.91AB(CD)跨-34.38-11.558.39BC跨间132.7045.130.00G EMG kMG kVQ kMQ kVkMwkVw13qq=2q13qq=2q13qq=2q 2q 13qq=A右(D左) -166.56132.43-54.9944.44-194.0620.032.471B左(C右）-166.73134.36-55.0144.65-194.237.732.06B右（C左）-166.08134.26-55.2344.64-193.6912.042.06AB(CD)跨-37.43-11.566.15BC跨间135.7945.130.00(竖向荷载下梁端弯矩乘以调幅系数0.8，跨中弯矩乘以1.1）框框架架梁梁及及连连梁梁由由可可变变荷荷载载控控制制组组合合表表（非非地地震震组组合合）1.2*+1.4*(+0.6)层次跨次截面内力恒载活载右风左风及相应的V组合项目数值11层1-DED左M-12.86-1.697.75-7.75V29.634.29-3.003.00DE跨中M15.172.121.2*+1.4*21.17E右M-29.91-5.08-5.775.77V38.556.063.00-3.001-EFE左M-35.45-6.914.81-4.81V44.969.06-2.172.17EF跨中M26.025.501.2*+1.4*38.92F右M-23.04-4.72-6.936.93V39.558.112.17-2.172-DED左M-15.33-4.728.22-8.22V36.9711.91-3.793.79DE跨中M22.237.391.2*+1.4*37.02E右M-33.13-10.73-8.228.22V46.2817.653.79-3.796层1-DED左M-23.38-2.510.22-10.22V40.874.78-4.934.93DE跨中M28.615.241.2*+1.4*41.67E右M-45.21-5.34-10.1610.16V68.259.264.93-4.931-EFE左M-46.16-7.088.46-8.46V56.898.9-3.493.49EF跨中M30.034.721.2*+1.4*42.64F右M-33.89-5.65-10.410.4V51.548.283.49-3.492-DED左M-26.5-5.2418.43-18.43V44.1711.54-8.58.5DE跨中M54.0512.471.2*+1.4*82.32E右M-60.77-12.66-18.4318.43V90.3314.228.5-8.51层1-DED左M-25.55-2.85.02-5.02V41.864.93-1.971.97maxMDE跨中M28.245.221.2*+1.4*41.20E右M-43.59-5.53-3.863.86V67.269.121.97-1.971-EFE左M-44.27-6.843.22-3.22V55.918.8-1.441.44EF跨中M29.534.741.2*+1.4*42.07F右M-36.51-5.87-4.544.54V52.538.371.44-1.442-DED左M-29.17-5.7710.43-10.43V45.4311.79-4.764.76DE跨中M51.4911.961.2*+1.4*78.53E右M-58.62-12.23-10.4310.43V89.0714.064.76-4.76A右(D左)M-163.86-55.0031.47-31.47V132.4544.443.89-3.893层AB(CD)跨M-34.38-11.558.39-8.391.2*+1.4*(+0.6)-64.48B左M-163.89-55.00-14.7014.70V134.3444.65-3.913.91B右M-168.89-55.2422.88-22.88V134.2644.64-3.913.91BC跨间M132.7045.130.000.001.2159.23A右(D左)M-166.56-54.9920.03-20.03V132.4344.442.47-2.471层AB(CD)跨M-37.43-11.566.15-6.151.2*+1.4*(+0.6)-66.26B左M-166.73-55.01-7.737.731层1-DEV134.3644.65-2.062.06B右M-166.08-55.2312.04-12.04V134.2644.64-2.062.06BC跨间M135.7945.130.000.001.2162.95次跨次截面内力恒载活载右风左风11-DED左M-12.86-1.697.75-7.75V29.634.29-3.003.00跨中M15.172.12E右M-29.91-5.08-5.775.77V38.556.063.00-3.00-EFE左M-35.45-6.914.81-4.81V44.969.06-2.172.17跨中M26.025.5ABBCCDlrbbMM+1层B左F右M-23.04-4.72-6.936.93V39.558.112.17-2.17-DED左M-15.33-4.728.22-8.22V36.9711.91-3.793.79跨中M22.237.39E右M-33.13-10.73-8.228.22V46.2817.653.79-3.796-DED左M-23.38-2.510.22-10.22V40.874.78-4.934.93跨中M28.615.24E右M-45.21-5.34-10.1610.16V68.259.26-4.934.93-EFE左M-46.16-7.088.46-8.46V56.898.9-3.493.49跨中M30.034.72F右M-33.89-5.65-10.4010.40V51.548.28-3.493.49-DED左M-26.5-5.2418.43-18.43V44.1711.54-8.508.50跨中M54.0512.47E右M-60.77-12.66-18.4318.43V90.3314.22-8.508.501-DED左M-25.55-2.85.02-5.02V41.864.93-1.971.97跨中M28.245.22E右M-43.59-5.53-3.863.86V67.269.12-1.971.97-EFE左M-44.27-6.843.22-3.22V55.918.8-1.441.44跨中M29.534.74F右M-36.51-5.87-4.544.54V52.538.37-1.441.44-DED左M-29.17-5.7710.43-10.43V45.4311.79-4.764.76跨中M51.4911.96E右M-58.62-12.23-10.4310.43V89.0714.06-4.764.7611-EF500.1860.63230.9359.14354.5759.14354.5759.14230.9359.14500.1860.63428.1251.89206.9354.29317.7354.29317.7354.29206.9354.29428.1251.89262.7631.85105.0728.48161.3328.48161.3328.48105.0728.48262.7631.85以下部受拉为正地震内力491.08222.05345.70134.51（左风、左震）0.00420.34198.79309.59110.770.00EkM257.98100.80157.0678.590.00及相应的V及相应的M层次跨次截面组合项目数值组合项目数值1.2*+1.4*（+0.6）-27.701.2*+1.4*（+0.6）-24.3111-DED左43.3644.08E右跨中1.2*+1.4*（+0.6）-48.241.2+1.4（+0.6）-47.85-EFE左55.5557.2655.5504F右1.2+1.4（+0.6-56.251.2+1.4（+0.6）-56.25跨中68.4668.46-DED左E右1.2*+1.4*（+0.6）-41.311.2*+1.4*（+0.6）-40.08跨中57.3160.646-DED左1.2+1.4（+0.6-33.871.2+1.4（+0.6）-31.91E右59.6764.22跨中-EFE左1.2*+1.4*（+0.6）-61.681.2+1.4（+0.6）-61.68F右83.4383.4383.4296跨中1.2*+1.4*（+0.6）-44.461.2*+1.4*（+0.6）-44.46-DED左59.9659.9659.8772E右跨中1.2*+1.4*（+0.6）-72.961.2+1.4（+0.6）-70.261-DED左96.5899.01E右1.2+1.4（+0.6-73.181.2+1.4（+0.6）-72.41跨中80.6383.66-EFE左F右1.2*+1.4*（+0.6）-59.971.2+1.4（+0.6）-57.31跨中73.6976.37-DED左1.2+1.4（+0.6-62.001.2+1.4（+0.6）-54.62E右74.6076.30跨中注：1、弯矩的量纲为1.2*+1.4*（+0.6）-109.361.2+1.4（+0.6）-106.13，剪力的量纲为132.24135.44；梁截面弯矩以截面下部受拉为正，剪力仅给出数值。1.2*+1.4*（+0.6）-40.041.2*+1.4*（+0.6）-38.802、梁内力组合值：组合时竖向荷载作用下的梁端弯矩乘以弯矩调幅系数0.85，跨中正弯矩乘以弯矩调幅系数1.15。57.1358.79minMmaxVmkNkN(竖向荷载下梁端弯矩乘以调幅系数0.8，跨中弯矩乘以1.1）1.2*+1.4*（+0.6）-63.291.2+1.4（+0.6）-63.2995.1395.131.2+1.4（+0.6-65.401.2+1.4（+0.6）-65.4080.6280.621.2*+1.4*（+0.6）-55.841.2*+1.4*（+0.6）-55.8475.9675.961.2+1.4（+0.6-51.841.2+1.4（+0.6）-51.8475.0275.021.2*+1.4*（+0.6）-96.231.2+1.4（+0.6）-96.23-96.2272130.57130.57130.56641.2*+1.4*（+0.6）-300.071.2*+1.4*（+0.6）-247.20217.90224.421.2*+1.4*（+0.6）-286.011.2+1.4（+0.6）-261.32220.43227.011.2+1.4（+0.6-299.221.2+1.4（+0.6）-299.22226.89226.891.2*+1.4*（+0.6）-293.691.2*+1.4*（+0.6）-260.04219.06223.221.2*+1.4*（+0.6）-283.581.2+1.4（+0.6）-270.59222.01225.471.2+1.4（+0.6-286.731.2+1.4（+0.6）-286.73225.33225.33及相应的及相应的及相应的组合项目数值组合项目数值组合项目数值1.2+1.4-27.71.2+1.4-24.31（0.6+）43.36（+0.6）44.081.2+1.421.171.2+1.4-48.241.2+1.4-48.24（0.6+）47.15（0.6+）47.151.2+1.4-56.251.2+1.4-56.25（+0.6）68.46（+0.6）68.461.2+1.438.92maxMVminMVmaxVM1.2*+1.4*（+0.6）1.2+1.4（+0.6）1.2+1.4-41.311.2+1.4-40.08（0.6+）51.23（+0.6）60.641.2+1.4-33.871.2+1.4-31.91（0.6+59.67（+0.6）64.221.2+1.437.021.2+1.4-60.281.2+1.4-47.87(0.6+）65.06(0.6+）83.431.2+1.4-44.461.2+1.4-44.46（0.6+）59.96（0.6+）59.961.2+1.441.671.2+1.4-72.961.2+1.4-53.19（0.6+）82.78（+0.6）99.011.2+1.4-73.181.2+1.4-72.41（0.6+80.63（+0.6）83.661.2+1.442.641.2+1.4-59.971.2+1.4-39.84（0.6+）63.92（+0.6）76.371.2+1.4-621.2+1.4-54.62（0.6+）74.6（+0.6）76.31.2+1.482.321.2+1.4-109.361.2+1.4-75.17（0.6+）108.44（+0.6）135.441.2+1.4-40.041.2+1.4-30.36（0.6+）57.13（+0.6）55.481.2+1.441.21.2+1.4-63.291.2+1.4-56.81（+0.6）91.83（+0.6）95.131.2+1.4-65.41.2+1.4-65.4（+0.6）80.62（+0.6）80.621.2+1.442.071.2+1.4-55.841.2+1.4-48.22（+0.6）73.54（+0.6）75.961.2+1.4-51.841.2+1.4-51.84（+0.6）75.02（+0.6）75.021.2+1.478.531.2+1.4-95.221.2+1.4-78.7（0.6+）112.03（+0.6）130.57恒载活载左风右风左震MVMVMVMVM-12.8629.63-1.694.297.753-7.75356.63-29.9138.55-5.086.06-5.775.77-42.1815.17-2.12-35.4544.96-6.919.064.812.17-4.812.1735.15-23.0439.55-4.728.11-6.936.93-50.6526.02-5.5-15.3336.97-4.7211.918.864.55-8.864.5564.85-33.1346.28-10.7317.65-11.6311.63-85.2622.23-7.39-23.3840.87-2.54.7810.224.93-10.224.9380.68-45.2168.25-5.349.26-10.1610.16-68.2528.61-5.24-46.1656.89-7.088.98.463.49-8.463.4956.87-33.8951.54-5.658.28-10.410.4-69.8130.03-4.72-26.544.17-5.2411.5414.198.95-14.198.9595.33-60.7790.33-12.6614.22-26.0726.07-175.1154.05-12.47-25.5541.86-2.84.935.021.97-5.021.9733.07-43.5967.26-5.539.12-3.863.86-25.6828.24-5.22-44.2755.91-6.848.83.221.44-3.221.4421.55-36.5152.53-5.878.37-4.544.54-29.4529.53-4.74-29.1745.43-5.7711.795.674.45-5.674.4537.65-58.6289.07-12.2314.06-14.3414.34-85.4251.49-11.96-注：1、弯矩的量纲为，剪力的量纲为；梁截面弯矩以截面下部受拉为正，剪力仅给出数值。2、梁内力组合值：组合时竖向荷载作用下的梁端弯矩乘以弯矩调幅系数0.85，跨中正弯矩乘以弯矩调幅系数1.15。层次跨次截面内力恒载活载左风右风11层1-DED左M-25.55-2.85.02-5.02V41.864.931.97-1.97DE跨中M28.245.22E右M-43.59-5.53-3.863.86V67.269.121.97-1.971-EFE左M-44.27-6.843.22-3.22V55.918.81.44-1.44EF跨中M29.534.74F右M-36.51-5.87-4.544.54V52.538.371.44-1.442-DED左M-29.17-5.775.67-5.67V45.4311.794.45-4.45DE跨中M51.4911.96E右M-58.62-12.23-14.3414.34V89.0714.064.45-4.45右震VMV21.96-56.6321.9642.18-15.89-35.1515.8950.65-33.35-64.8533.3585.26-33.1-80.6833.168.25-23.46-56.8723.4669.81-60.1-95.3360.1175.11-13.1-33.0713.125.68-29.45-21.5529.4529.45-27.35-37.6527.3585.42-注：1、弯矩的量纲为，剪力的量纲为；梁截面弯矩以截面下部受拉为正，剪力仅给出数值。2、梁内力组合值：组合时竖向荷载作用下的梁端弯矩乘以弯矩调幅系数0.85，跨中正弯矩乘以弯矩调幅系数1.15。左震28.24-5.22-29.53-4.74-51.49-11.96-恒载活载 1137.379.2637.59.311027.69.2627.979.310A右-305.14184.96-75.5945.83B左-305.39185.65-75.7146.05B右-306.26185.63-75.9346.04C左-306.26185.63-75.9346.04C右-305.63185.68-75.9546.07D左-305.14185.03-75.5945.873A右-225.32136.59-75.6245.83B左-225.63138.48-75.6546.04B右-228.42138.45-75.9646.04C左-228.42138.45-75.9646.04C右-225.63138.48-75.6546.04D左-225.32136.65-75.6245.841A右-225.27136.57-75.6145.83B左-225.72138.50-75.6646.04B右-228.36138.45-75.9546.04C左-228.36138.45-75.9546.04C右-225.72138.50-75.6646.04D左-225.27136.67-75.6145.84轴轴线线框框架架梁梁支支座座边边缘缘截截面面内内力力标标准准值值层 次截 面恒载内力活载内力重力荷载代表值A右(D左)-221.91179.33-54.9844.43-221.9110B左(C右）-222.03180.03-55.0444.65-222.03B右（C左）-222.73181.49-55.2244.65-222.73AB(CD)跨182.8245.39BC跨间-99.12-11.803A右(D左)-163.86132.39-55.0044.44-191.36B左(C右）-163.89134.29-55.0044.64-191.39B右（C左）-168.89138.45-55.2446.04-196.51AB(CD)跨138.2145.40BC跨间-185.78-60.76A右(D左)-166.56132.38-54.9944.44-194.061B左(C右）-166.73134.30-55.0144.64-194.23GEMGkMG kVQ kMQkV13qq=2q13qq=2q13qq=2q 2q 13qq=B右（C左）-166.08138.45-55.2346.04-193.69AB(CD)跨135.1745.39BC跨间-182.68-60.76框框架架梁梁由由永永久久荷荷载载控控制制组组合合表表（非非地地震震组组合合）层次截面内力恒载活载10层A右(D左)M-221.91-54.98V179.3344.43AB(CD)跨M182.8245.39B左M-222.03-55.04V180.0344.65B右M-222.73-55.22V181.4944.65BC跨间M-99.12-11.803层A右(D左)M-163.86-55.00V132.3944.44AB(CD)跨M138.2145.39B左M-163.89-55.00V134.2944.64B右M-168.89-55.24V138.4546.04BC跨间M-185.78-60.761层A右(D左)M-166.56-54.99V132.3844.44AB(CD)跨M135.1745.39B左M-166.73-55.01V134.3044.64B右M-166.08-55.23V138.4546.04BC跨间M-182.68-60.76层次跨次截面内力恒载活载1组合项目11层1-DED左M-12.86-1.69V29.634.29DE跨中M15.172.121.35*+1.4*0.7E右M-29.91-5.08V38.556.061-EFE左M-35.45-6.91V44.969.06EF跨中M26.025.501.35*+1.4*0.7F右M-23.04-4.72V39.558.112-DED左M-15.33-4.72V36.9711.91DE跨中M22.237.391.35*+1.4*0.7E右M-33.13-10.73V46.2817.656层1-DED左M-23.38-2.5V40.874.78DE跨中M28.615.241.35*+1.4*0.7E右M-45.21-5.34V68.259.261-EFE左M-46.16-7.08V56.898.9EF跨中M30.034.721.35*+1.4*0.7F右M-33.89-5.65V51.548.282-DED左M-26.5-5.24V44.1711.54DE跨中M54.0512.471.35*+1.4*0.7E右M-60.77-12.66V90.3314.221层1-DED左M-25.55-2.8V41.864.93DE跨中M28.245.221.35*+1.4*0.7E右M-43.59-5.53V67.269.121-EFE左M-44.27-6.84ABBCCD层次跨次截面内力V55.918.8EF跨中M29.534.741.35*+1.4*0.7F右M-36.51-5.87V52.538.372-DED左M-29.17-5.77V45.4311.79DE跨中M51.4911.961.35*+1.4*0.7E右M-58.62-12.23V89.0714.061层1-EF净跨AB跨6.2BC跨9.1CD跨6.227.573.34500.1860.6312.733.26230.9359.1419.543.26354.5759.1419.543.26354.5759.1412.733.26230.9359.1427.573.34500.1860.6332.053.89428.1251.8915.283.91206.9354.2923.473.91317.7354.2923.473.91317.7354.2915.283.91206.9354.2932.053.89428.1251.8920.402.47262.7631.858.042.06105.0728.4812.342.06161.3328.4812.342.06161.3328.488.042.06105.0728.4820.402.47262.7631.85风载内力地震内力27.073.34491.0812.243.26222.0519.063.26345.707.41134.51（左风、左震）0.000.0031.473.89420.3414.703.91198.7922.883.91309.598.39110.770.000.0020.032.47257.987.732.06100.80kMwkVwEkM12.042.06157.066.1578.590.000.00(竖向荷载下梁端弯矩乘以调幅系数0.8，跨中弯矩乘以1.1）及相应的V及相应的V及相应的M组合项目数值组合项目数值组合项目1.35*+1.4*0.7-353.461.35*+1.4*0.7285.641.35*+1.4*0.7291.281.35*+1.4*0.7-353.681.35*+1.4*0.7286.791.35*+1.4*0.7-354.811.35*+1.4*0.7288.761.35-133.821.35*+1.4*0.7-275.111.35*+1.4*0.7222.281.35*+1.4*0.7231.081.35*+1.4*0.7-275.141.35*+1.4*0.7225.041.35*+1.4*0.7-282.141.35*+1.4*0.7232.021.35-250.801.35*+1.4*0.7-278.751.35*+1.4*0.7222.261.35*+1.4*0.7226.961.35*+1.4*0.7-278.991.35*+1.4*0.7225.061.35*+1.4*0.7-278.331.35*+1.4*0.7232.021.35-246.62maxMminMmaxV数值组合项目数值组合项目数值1.35*+1.4*0.7-19.021.35*+1.4*0.7-19.0244.2044.2022.561.35*+1.4*0.7-45.361.35*+1.4*0.7-45.3657.9857.981.35*+1.4*0.7-54.631.35*+1.4*0.7-54.6369.5769.5740.521.35*+1.4*0.7-35.731.35*+1.4*0.7-35.7361.3461.341.35*+1.4*0.7-25.321.35*+1.4*0.7-25.3261.5861.5837.251.35*+1.4*0.7-55.241.35*+1.4*0.7-55.2479.7879.781.35*+1.4*0.7-34.011.35*+1.4*0.7-34.0159.8659.8643.761.35*+1.4*0.7-66.271.35*+1.4*0.7-66.27101.21101.211.35*+1.4*0.7-69.251.35*+1.4*0.7-69.2585.5285.5245.171.35*+1.4*0.7-51.291.35*+1.4*0.7-51.2977.6977.691.35*+1.4*0.7-40.911.35*+1.4*0.7-40.9170.9470.9485.191.35*+1.4*0.7-94.451.35*+1.4*0.7-94.45135.88135.881.35*+1.4*0.7-37.241.35*+1.4*0.7-37.2461.3461.3443.241.35*+1.4*0.7-64.271.35*+1.4*0.7-64.2799.7499.741.35*+1.4*0.7-66.471.35*+1.4*0.7-66.4784.1084.1044.511.35*+1.4*0.7-55.041.35*+1.4*0.7-55.0479.1279.121.35*+1.4*0.7-45.031.35*+1.4*0.7-45.0372.8872.8881.231.35*+1.4*0.7-91.121.35*+1.4*0.7-91.12134.02134.02数值-353.46285.64-353.68286.79-354.81288.76-275.11222.28-275.14225.04-282.14232.02-278.75222.26-278.99225.06-278.33232.02及相应的M层次跨次截面11DED左-89.0527.63.729.464.08E右58.19-90.733.729.473.67EFE左-88.2438.24.937.7166.09F右3.16-93.494.937.7159.416DED左-132.9434.473.749.2999.06E右76.83-142.983.766.69132.04EFE左-129.3250.094.954.4994.77F右37.77-131.424.954.4992.471DED左-73.65-13.213.749.2967.26E右12.33-85.693.766.6995.83EFE左-81.14-5.534.954.4971.46F右-25.11-82.14.954.4967.28注：承载力抗震调整系数()l bMkN m()r bMkN m( )nl m()GbVkN()bV kN0.85REg=54.4762.6256.1850.584.2112.2380.5578.657.1781.4660.7457.19()REbV kNg注：承载力抗震调整系数恒载活载 1137.379.2637.59.311027.69.2627.979.310A右-305.14184.96-75.5945.83B左-305.39185.65-75.7146.05B右-306.26185.63-75.9346.04C左-306.26185.63-75.9346.04C右-305.63185.68-75.9546.07D左-305.14185.03-75.5945.873A右-225.32136.59-75.6245.83B左-225.63138.48-75.6546.04B右-228.42138.45-75.9646.04C左-228.42138.45-75.9646.04C右-225.63138.48-75.6546.04D左-225.32136.65-75.6245.841A右-225.27136.57-75.6145.83B左-225.72138.50-75.6646.04B右-228.36138.45-75.9546.04C左-228.36138.45-75.9546.04C右-225.72138.50-75.6646.04D左-225.27136.67-75.6145.84轴轴线线框框架架梁梁支支座座边边缘缘截截面面内内力力标标准准值值层 次截 面恒载内力活载内力重力荷载代表值A右(D左)-221.91179.33-54.9844.43-221.9110B左(C右）-222.03180.03-55.0444.65-222.03B右（C左）-222.73181.49-55.2244.65-222.73AB(CD)跨182.8245.39182.82BC跨间-99.12-11.80-99.123A右(D左)-163.86132.39-55.0044.44-191.36B左(C右）-163.89134.29-55.0044.64-191.39B右（C左）-168.89138.45-55.2446.04-196.51AB(CD)跨138.2145.40160.91BC跨间-185.78-60.76-216.16A右(D左)-166.56132.38-54.9944.44-194.061B左(C右）-166.73134.30-55.0144.64-194.23G EMG kMG kVQkMQ kV13qq=2q13qq=2q13qq=2q 2q 13qq=B右（C左）-166.08138.45-55.2346.04-193.69AB(CD)跨135.1745.39157.86BC跨间-182.68-60.76-213.06框框架架梁梁组组合合表表（地地震震组组合合）层次截面内力重力荷载代表值地震向右地震向左10层AM-221.91491.08-491.08V179.33-60.6360.63AB跨间M182.82134.51-134.51B左M-222.03-222.05222.05V180.03-59.1459.14B右M-222.73345.70-345.70V181.49-59.1459.14BC跨间M-99.120.000.003层AM-191.36420.34-420.34V132.39-51.8951.89AB跨间M160.91110.77-110.77B左M-191.39-198.79198.79V134.29-54.2954.29B右M-196.51309.59-309.59V138.45-54.2954.29BC跨间M-216.160.000.001层AM-194.06257.98-257.98V132.38-31.8531.85AB跨间M157.8678.59-78.59B左M-194.23-100.80100.80V134.30-28.4828.48B右M-193.69157.06-157.06V138.45-28.4828.48BC跨间M-213.060.000.00层次跨次截面内力重力代表值左震右震及相应的VmaxM1组合项目11层1-DED左M-12.8656.63-56.631.2*+1.3*V29.91-21.9621.96DE跨中M15.177.23-7.231.2*+1.3*E右M-29.91-42.1842.181.2*+1.3*V38.5521.96-21.961-EFE左M-35.4535.15-35.151.2*+1.3*V44.96-15.8915.89EF跨中M26.02-7.757.751.2*+1.3*F右M-23.04-50.6550.651.2*+1.3*V39.5515.89-15.892-DED左M-15.3360.28-60.281.2*+1.3*V36.97-27.8227.82DE跨中M22.230.000.001.2*+1.3*E右M-33.13-60.2860.281.2*+1.3*V46.2827.82-27.826层1-DED左M-24.6380.68-80.681.2*+1.3*V40.87-33.1033.10DE跨中M31.236.22-6.221.2*+1.3*E右M-47.88-68.2568.251.2*+1.3*V68.2533.10-33.101-EFE左M-49.7056.87-56.871.2*+1.3*V56.89-23.4623.46EF跨中M32.39-6.476.471.2*+1.3*F右M-36.72-69.8169.811.2*+1.3*V51.5423.46-23.462-DED左M-29.12123.82-123.821.2*+1.3*V44.17-57.1357.13DE跨中M60.291.2*+1.3*E右M-67.10-123.82123.821.2*+1.3*V90.3357.13-57.131层1-DED左M-26.9533.07-33.071.2*+1.3*V41.86-13.1013.10DE跨中M30.853.70-3.701.2*+1.3*E右M-46.36-25.6825.68V67.2613.10-13.101-EFE左M-47.6921.55-21.55V55.91-29.4529.45EF跨中M31.90-3.953.951.2*+1.3*F右M-39.45-29.4529.45V52.5329.45-29.452-DED左M-32.0662.13-62.131.2*+1.3*截面内力maxMV45.43-28.3428.34DE跨中M57.470.000.001.2*+1.3*E右M-64.74-62.1362.131.2*+1.3*V89.07-28.34-28.345层1-DED左M-26.8574.64-74.641.2*+1.3*V41.86-13.1013.10DE跨中M0.004.09-4.091.2*+1.3*E右M-46.81-66.4666.46V67.2613.10-13.101-EFE左M-48.2355.37-55.37V55.91-29.4529.45EF跨中M0.00-4.304.301.2*+1.3*F右M-39.08-63.9763.97V52.5329.45-29.452-DED左M0.0062.13-62.131.2*+1.3*V45.43-28.3428.34DE跨中M0.000.000.001.2*+1.3*E右M0.00-62.1362.131.2*+1.3*V89.07-28.34-28.34重力代表值左震右震层次跨次截面内力恒载活载左风右风11层1-DED左M-25.55-2.8V41.864.93DE跨中M28.245.22E右M-43.59-5.53V67.269.12E左M-44.27-6.841-EFV55.918.8EF跨中M29.534.74F右M-36.51-5.87V52.538.37D左M-29.17-5.77V45.4311.792-DEDE跨中M51.4911.96E右M-58.62-12.23V89.0714.061层2-DED左1.2*+1.3*11层2-DE净跨AB跨6.2BC跨9.1CD跨6.227.573.34500.1860.6312.733.26230.9359.1419.543.26354.5759.1419.543.26354.5759.1412.733.26230.9359.1427.573.34500.1860.6332.053.89428.1251.8915.283.91206.9354.2923.473.91317.7354.2923.473.91317.7354.2915.283.91206.9354.2932.053.89428.1251.8920.402.47262.7631.858.042.06105.0728.4812.342.06161.3328.4812.342.06161.3328.488.042.06105.0728.4820.402.47262.7631.85风载内力地震内力27.073.34491.0812.243.26222.0519.063.26345.707.41134.51（左风、左震）0.000.0031.473.89420.3414.703.91198.7922.883.91309.598.39110.770.000.0020.032.47257.987.732.06100.80kMwkVwEkM12.042.06157.066.1578.590.000.00(竖向荷载下梁端弯矩乘以调幅系数0.8，跨中弯矩乘以1.1）及相应的V及相应的V及相应的M组合项目数值组合项目数值组合项目数值0.75*（1.2*+1.3*)279.080.75*（1.2*+1.3*)-678.530.75*（1.2*+1.3*)-678.53102.29220.51220.510.75*（1.2*+1.3*)295.690.75*（1.2*+1.3*)16.670.75*（1.2*+1.3*)-416.330.75*（1.2*+1.3*)16.67219.69104.36219.690.75*（1.2*+1.3*)136.600.75*（1.2*+1.3*)-537.510.75*（1.2*+1.3*)-537.51105.67221.00221.000.75*（1.2*+1.3*)-89.210.75*（1.2*+1.3*)237.600.75*（1.2*+1.3*)-582.060.75*（1.2*+1.3*)-582.0668.56169.75169.750.75*（1.2*+1.3*)252.830.75*（1.2*+1.3*)21.570.75*（1.2*+1.3*)-366.070.75*（1.2*+1.3*)21.57173.7967.93173.790.75*（1.2*+1.3*)124.990.75*（1.2*+1.3*)-478.710.75*（1.2*+1.3*)-478.7171.68177.53177.530.75*（1.2*+1.3*)-194.550.75*（1.2*+1.3*)76.880.75*（1.2*+1.3*)-426.180.75*（1.2*+1.3*)-426.1888.09150.19150.190.75*（1.2*+1.3*)218.710.75*（1.2*+1.3*)-76.530.75*（1.2*+1.3*)-273.090.75*（1.2*+1.3*)-76.53148.6493.10148.640.75*（1.2*+1.3*)-21.200.75*（1.2*+1.3*)-327.450.75*（1.2*+1.3*)-327.4596.84152.38152.380.75*（1.2*+1.3*)-191.76（梁受弯取承载力抗震调整系数为0.75，受剪为0.85。二级框架梁剪力增大系数取为1.2）及相应的V及相应的MmaxMminMmaxVminMmaxV及相应的V数值组合项目数值组合项目数值58.191.2*+1.3*-89.051.2*+1.3*-89.05-12.867.3464.4464.44-29.9127.6015.1718.941.2*+1.3*-90.731.2*+1.3*-90.73-35.4517.7174.8174.81-23.043.161.2*+1.3*-88.241.2*+1.3*-88.2426.0233.3074.6174.61-15.3341.30-33.1338.201.2*+1.3*-93.491.2*+1.3*38.2022.2326.8068.1226.80-23.3859.971.2*+1.3*-96.761.2*+1.3*-96.76-45.218.2080.5380.5328.6126.68-46.1638.611.2*+1.3*-118.121.2*+1.3*-118.12-33.8919.3791.7091.7030.0375.331.2*+1.3*-134.441.2*+1.3*-134.44-26.56.0192.0792.07-60.7745.5654.0531.271.2*+1.3*-146.181.2*+1.3*-146.18-25.5538.87124.93124.93-43.5914.291.2*+1.3*-133.571.2*+1.3*-133.5728.2437.7798.7798.77-44.2747.28-36.5146.701.2*+1.3*-134.811.2*+1.3*46.7029.5331.3592.3531.35-29.17126.021.2*+1.3*-195.911.2*+1.3*-195.91-58.62-21.27127.27127.2751.4972.3480.451.2*+1.3*-241.491.2*+1.3*-241.4934.13182.67182.6710.651.2*+1.3*-75.331.2*+1.3*-75.3333.2067.2667.2641.821.2*+1.3*-89.011.2*+1.3*-22.2497.7463.681.2*+1.3*-85.241.2*+1.3*-85.24105.38105.3843.421.2*+1.3*-85.621.2*+1.3*-9.05101.3224.7542.301.2*+1.3*-119.241.2*+1.3*-119.24minMmaxV17.6791.3691.3668.963.091.2*+1.3*-158.451.2*+1.3*3.0970.0470.0470.0464.811.2*+1.3*-129.251.2*+1.3*-129.2525.4733.2067.2667.265.3230.231.2*+1.3*-142.561.2*+1.3*30.2344.0197.7463.6814.101.2*+1.3*-129.861.2*+1.3*-129.8644.77105.38105.385.591.2*+1.3*-130.061.2*+1.3*36.2636.14101.3224.7580.771.2*+1.3*-80.771.2*+1.3*-80.7717.6791.3691.360.0080.771.2*+1.3*-80.771.2*+1.3*80.7770.0470.0470.04-1.2*+1.3*1.2*+1.3*调整后273.61139.02293.64204.75236.73119.90257.71178.11187.63119.90218.49178.11GbVGbnrblbvbVlMM+/ )(h（梁受弯取承载力抗震调整系数为0.75，受剪为0.85。-1.69-12.86-5.08-32.45选选取取框框架架梁梁最最不不利利内内力力2.1216.23-6.91-38.91-4.72-25.40MV5.528.7710A-678.53285.64-4.72-17.69B左-416.33293.64-10.73-38.50AB跨中291.287.3925.93B右-537.51293.64-2.5-24.63C左-537.51293.64-5.34-47.88BC跨中38.925.2431.23C右-416.33293.64-7.08-49.70D-678.53285.64-5.65-36.72CD跨中291.284.7232.393A-582.0657.26-5.24-29.12B左-366.07299.22-12.66-67.10AB跨中231.0812.4760.29B右-478.71257.71-2.8-26.95C左-478.71257.71-5.53-46.36BC跨中250.805.2230.85C右-366.07299.22-6.84-47.69D-582.0657.26-5.87-39.45CD跨中231.084.7431.901A-426.18223.22-5.77-32.06B左-283.58225.47-12.23-64.74AB跨中226.9611.9657.47B右-327.45225.33C左-327.45225.33BC跨中246.62C右-283.58225.47D-426.18223.22CD跨中226.962.7726.855.5846.816.9348.235.8839.08G kMGkNGkVQkMQ kNmaxN层号 截面Q kVGEMG ENEkMEkNEkVkMwkNwkVwminNmaxM11上MN下MNv6上MN下MNv1上MN下MNv层号截面11上MN下MNvD柱6上MN下MNv1上MN下MNv层号 截面11上MN下MNvE6上MN下MNv1上MN下MNv层号 截面11上MN下MNv6上MFN下MNv1上MN下MNv层号 截面11上MN下MNv6上Mjw-1N下MNv1上MN下MNv6下恒D7 下-14.365 上-18.12 下-19.38E7 下-0.565 上-0.812 下-0.84F7 下20.935 上25.942 下27.15恒载活载DEFJW-1DEF-15.14-6.2527.11-186.4-0.79-2.165.5553.88111.9263.8229.038.723.9412.52-14.03-1.9721.42-186.4-1.53-1.073.7174.51132.5584.43355.348.723.9412.529.722.7416.18-0.771.083.09-13.15-0.618.94-1582.12-1.4-0.723.56539.081021.63579.662195.253.7155.1875.87-11.5-0.4916.61-1582.12-1.17-0.622.58559.711042.25600.282322.453.7155.1875.878.220.3611.85-0.860.452.05-10.61-0.515.86-2944.93-1.12-0.642.581065.991958.461137.163529.4599.52285.13139.89-6.46-0.299.28-2944.93-0.46-0.241.011107.572000.041178.743729.299.52285.13139.894.970.237.35-0.530.291.2恒载活载左风右风左震右震S=1.35SGK+0.71.4SQK-15.14-0.79-7.757.75-56.6356.63-21.2153.888.73-321.96-21.9681.26-14.03-1.53-3.323.32-24.2724.27-20.4474.518.73-321.96-21.96109.119.720.773.69-3.6926.97-26.9713.88-13.15-1.4-6.56.5-43.1743.17-19.12539.0853.726.26-26.26184.77-184.77780.38-11.5-1.17-5.325.32-35.3235.32-16.67559.7153.726.26-26.26184.77-184.77808.238.220.863.94-3.9426.17-26.1711.94-10.61-1.12-1.111.11-9.479.47-15.421065.9999.5244.58-44.58300.48-300.481536.62-6.46-0.46-3.53.5-29.9729.97-9.171107.5799.5244.58-44.58300.48-300.481592.754.970.531.1-1.19.39-9.397.23恒载活载左风右风左震右震S=1.35SGK+0.71.4SQK-6.25-2.16-10.5810.58-77.3377.33-10.55111.9223.94-0.830.83-6.076.07174.55-1.97-1.07-6.216.21-45.4245.42-3.71132.5523.94-0.830.83-6.076.07202.402.741.085.6-5.640.92-40.924.76-0.6-0.72-9.339.33-61.961.9-1.521021.63155.18-7.67.6-53.4753.471531.28-0.49-0.62-9.339.33-61.961.9-1.271042.25155.18-7.67.6-53.4753.471559.110.360.456.22-6.2241.26-41.260.93-0.5-0.64-1.841.84-15.7415.74-1.301958.46285.13-12.9912.99-87.5587.552923.35-0.29-0.24-3.733.73-31.9531.95-0.632000.04285.13-12.9912.99-87.5587.552979.480.230.291.33-1.3311.35-11.350.59恒载活载左风右风左震右震S=1.35SGK+0.71.4SQK27.115.55-6.936.93-50.6550.6542.0463.812.52-2.172.17-15.8915.8998.4021.423.71-2.692.69-19.719.732.5584.4312.52-2.172.17-15.8915.89126.2516.183.09-3.213.21-23.4523.4524.8718.943.56-5.65.6-37.237.229.06579.6675.87-18.6618.66-131.3131.3856.8916.612.58-4.584.58-30.4430.4424.95600.2875.87-18.6618.66-131.3131.3884.7311.852.05-3.43.4-22.5522.5518.0115.862.58-0.830.83-7.127.1223.941137.16139.89-31.5931.59-212.93212.931672.269.281.01-3.553.55-30.3430.3413.521178.74139.89-31.5931.59-212.93212.931728.397.351.2-1.041.04-8.928.9211.10恒载活载左风右风左震右震S=1.35SGK+0.71.4SQK-186.4-84.09-19.0919.09-139.99139.99-334.05229.0371.83-3.793.79-27.8227.82379.58-186.4-84.0979.45-79.45258.93-258.93-334.05355.3471.83-3.793.79-27.8227.82550.1000-42.2942.29-188.76188.760.00-1582.12-396.3620.72-20.72-630.08630.08-2524.292195.2376.79-52.9352.93-313.52313.523332.77-1582.12-396.36-186.87186.87-2112.702112.7-2524.292322.4376.79-52.9352.93-313.52313.523504.4900-38.7138.71-257.35257.350.00-2944.93-664.58 -1451.531451.53-8993.378993.37-4626.943529.45720.01-78.7678.76-528.98528.985470.37-2944.93-664.58 -2228.252228.25 -12860.2412860.24-4626.943729.2720.01-78.7678.76-528.98528.985740.0300-206.48206.48-1003.091003.090.00框架梁端剪力调整11DED左-89.0527.63.7E右58.19-90.733.7EFE左-88.2438.24.9F右3.16-93.494.96DED左-134.4431.273.7E右75.33-146.183.7EFE左-133.5746.74.9F右14.29-134.814.91DED左-75.33-22.243.7E右10.65-89.013.7EFE左-85.24-8.994.9F右-29.21-85.624.9S=1.2SGE1.3SQK活左震右震左震右震-1.53-15.13-37.537.5-66.9030.60-2.03-19.12-39.3239.32-74.0528.18-2.08-20.42-23.623.6-55.186.18-0.77-0.95-63.2363.23-83.3381.07-1.08-1.35-59.9359.93-79.5376.29-1.07-1.38-31.6731.67-42.8239.523.0922.48-32.6132.61-15.4269.364.3928.14-33.5433.54-9.8477.364.3929.35-22.3422.346.1764.26柱端弯矩调整柱号层次截面M1-D7下66.9147.886上72.7477.03下60.42142.1863.885上74.052下55.1882.861上25.7226.34下46.991-E7下83.33181.3246上81.6289.72下81.43176.09989.095上79.532下42.8269.2891上21.4523.13下42.031-F7下69.36148.2916上73.2276.15下61.05143.06663.105上77.362下64.2694.1821上29.8429.87下51.181-E181.324风荷载地震作用JW-1DEFJW-1D活载-84.097.7510.586.9319.0956.6371.83-30.832.173.79-21.96-84.093.326.212.69-79.4524.2771.83-30.832.173.79-21.96-3.695.63.2142.2926.97-396.366.59.335.6-20.7243.17376.79-26.267.618.6652.93-184.77-396.365.329.334.58186.8735.32376.79-26.267.618.6652.93-184.77-3.946.223.438.7126.17-664.581.111.840.831451.539.47720.01-44.5812.9931.5978.76-300.48-664.583.53.733.552228.2529.97720.01-44.5812.9931.5978.76-300.48-1.11.331.04206.489.39S=1.2SGK+1.01.4SQK0.61.4SWKS=1.2SGK+0.71.4SQK1.4SWKS=1.2SGE1.3SQK-25.78-12.76-29.79-8.09-92.2654.9879.3674.3277.3868.9893.2036.11-21.77-16.19-22.98-13.69-48.3914.72104.1199.07102.1493.74117.9660.8615.849.6417.587.2546.73-23.40-23.20-12.28-26.25-8.05-72.7439.50744.13700.02736.29662.76914.75434.35-19.91-10.97-22.39-7.50-60.4231.41768.89724.77761.04687.51939.51459.1014.387.7616.225.1943.89-24.16-15.23-13.37-15.38-12.28-25.72-1.091455.961381.071439.131314.311724.96943.71-11.34-5.46-13.10-3.30-46.9930.931505.861430.961489.031364.201774.85993.607.635.788.024.9418.17-6.24S=1.2SGK+1.01.4SQK0.61.4SWKS=1.2SGK+0.71.4SQK1.4SWKS=1.2SGE1.3SQK-19.41-1.64-24.435.20-108.0393.03167.12168.52156.60158.93126.41142.20-9.081.35-12.115.28-61.4156.68191.88193.27181.36183.68151.17166.959.500.1012.19-3.4956.48-49.91-9.576.11-14.4911.64-81.6279.321436.821449.591367.391388.671236.981376.01-9.296.38-14.2611.87-81.4379.511461.571474.341392.141413.421261.731400.756.29-4.169.58-7.8454.07-53.21-3.040.05-3.801.35-21.4519.482738.422760.252611.392647.772394.852622.48-3.822.45-5.814.64-42.0341.042788.322810.142661.292697.662444.742672.371.80-0.442.42-1.3015.03-14.48S=1.2SGK+1.01.4SQK0.61.4SWKS=1.2SGK+0.71.4SQK1.4SWKS=1.2SGE1.3SQK34.4846.1228.2747.67-33.3198.3892.2795.9185.7991.8755.9097.2228.6433.1625.5733.110.0951.31117.02120.67110.55116.6280.66121.9721.0526.4417.9526.94-11.0749.9023.0132.4218.3834.06-23.5073.22786.14817.48743.82796.07563.85905.2319.7027.3916.0528.87-18.0961.05810.88842.23768.56820.81588.60929.9814.2319.9511.4720.99-15.1043.5421.9523.3420.4022.7211.3229.841533.901586.971457.461545.911165.141718.769.5715.537.1617.10-27.7051.181583.801636.871507.351595.811215.041768.669.6311.378.5411.45-2.7820.42S=1.2SGK+1.01.4SQK0.61.4SWKS=1.2SGK+0.71.4SQK1.4SWKS=1.2SGE1.3SQK-357.44-325.37-332.81-279.36-405.67-41.69372.21378.58339.92350.54238.67311.00-274.67-408.14-194.86-417.32112.93-560.29523.79530.15491.50502.11390.24462.57-35.5235.52-59.2159.21-245.39245.39-2436.04-2470.85-2257.97-2315.98-2955.46-1317.263117.283206.212929.393077.602452.743267.89-2610.42-2296.48-2548.59-2025.36-4882.87610.153269.923358.853082.033230.242605.383420.53-32.5232.52-54.1954.19-334.56334.56-5683.61-3245.04-6217.35-2153.06-15624.057758.725177.205309.514830.695051.213979.675355.02-6336.06-2592.60-7304.75-1065.65-20650.9812785.655416.905549.215070.395290.914219.375594.72-173.44173.44-289.07289.07-1304.021304.0229.467.2357.15116.6537.8329.477.7066.04148.9248.3037.7168.6758.37126.4430.9637.7161.3852.1796.6523.6749.29103.0387.58165.7153.7466.69138.53117.75221.5171.8454.4998.6483.84180.2744.1554.4991.0077.35149.136.5149.2966.5156.5353.0917.2266.6999.0184.1699.6632.3254.4973.1662.1976.2518.6754.4968.3058.0656.4113.81框架梁端剪力调整柱端弯矩调整EFJW-1地震作用77.3350.65139.996.0715.8927.8245.4219.7-258.936.0715.8927.8240.9223.45188.7661.937.2630.0853.47131.3313.5261.930.442112.753.47131.3313.5241.2622.55257.3515.747.128993.3787.55212.93528.9831.9530.3412860.2487.55212.93528.9811.358.921003.09-15.5453.88-14.0374.519.72-13.85562.12-12.09582.758.22-11.171111.94-6.691153.524.97-6.25111.92-1.97132.552.74-0.961088.75-0.801109.37860.16128.94849.686343.841076.6160.36-0.822090.55-0.412132.130.2327.1163.8021.4284.4316.1820.72612.1217.90632.7411.8517.151201.639.791243.217.35-186.4229.03-186.4355.34-1780.32383.595-1780.32510.795-3277.223889.455-3277.224089.20510B0.870.231.010.15C-0.87-0.23-1.01-0.153B1.350.151.380.15C-1.35-0.15-1.38-0.151B0.960.100.480.05C-0.96-0.10-0.48-0.05框框架架柱柱支支座座边边缘缘截截面面内内力力标标准准值值层次截面恒载内力活载内力10B柱上1.07460.56-0.450.27127.32下1.12534.480.17C柱上-1.07460.560.45-0.27127.32下-1.12534.48-0.173B柱上1.693355.75-0.760.181018.62下1.563417.350.17C柱上-1.693355.750.76-0.181018.62下-1.563417.35-0.171B柱上1.104179.41-0.320.121273.28下0.564256.850.06C柱上-1.104179.410.32-0.121273.28下-0.564256.85-0.06框框架架B(C)B(C)柱柱由由永永久久荷荷载载控控制制组组合合表表（非非地地震震组组合合）层次截面内力恒载活载及相应的M组合项目10层上柱M1.070.271.35*+1.4*0.7*maxNG kMGkNGkVQkMQ kNN460.56127.32下柱M1.120.171.35*+1.4*0.7*N534.48127.32V-0.45-0.093层上柱M1.690.181.35*+1.4*0.7*N3355.751018.62下柱M1.560.171.35*+1.4*0.7*N3417.351018.62V-0.76-0.081层上柱M1.100.121.35*+1.4*0.7*N4179.411273.28下柱M0.560.061.35*+1.4*0.7*N4256.851273.28V-0.32-0.0310层上柱1.35*+1.4*0.7*柱弯矩逆时针转为正577.3131.8238.822.14577.3131.8238.822.14256.2319.18246.0320.37256.2319.18246.0320.3716.651.29316.3324.5616.651.29316.3324.56重力荷载代表值地震内力风载内力-0.091.07468.52511.30-29.57146.7028.18-1.638.091.12534.482.140.120.09-1.07468.52511.3029.57146.7028.181.638.09-1.12534.482.140.12-0.081.783809.36190.19-55.84146.7514.24-3.9910.991.653417.35209.3417.620.08-1.783809.36190.1955.84146.7514.243.9910.99-1.653417.35209.3417.62-0.031.164760.35-16.65-39.2373.99-1.29-2.925.750.594256.85297.8323.120.03-1.164760.35-16.6539.2373.99-1.292.925.75-0.594256.85297.8323.12及相应的M及相应的N数值组合项目数值组合项目数值1.711.35*1.451.35*+1.4*0.7*1.71minNmaxMQ kVGEMG ENEkMEkNEkVkMwkNwkVw活载内力及相应的M746.53621.76746.531.691.35*1.521.35*+1.4*0.7*1.69846.32721.55846.32-0.69-0.60-0.692.461.35*2.281.35*+1.4*0.7*2.465528.514530.265528.512.281.35*2.111.35*+1.4*0.7*2.285611.674613.425611.67-1.10-1.02-1.101.601.35*1.481.35*+1.4*0.7*1.606890.025642.216890.020.811.35*0.751.35*+1.4*0.7*0.816994.565746.756994.56-0.46-0.43-0.461.35*1.35*+1.4*0.7*10B0.870.231.010.15C-0.87-0.23-1.01-0.153B1.350.151.380.15C-1.35-0.15-1.38-0.151B0.960.100.480.05C-0.96-0.10-0.48-0.05框框架架柱柱支支座座边边缘缘截截面面内内力力标标准准值值层次截面恒载内力活载内力10B柱上1.07460.56-0.450.27127.32下1.12534.480.17C柱上-1.07460.560.45-0.27127.32下-1.12534.48-0.173B柱上1.693355.75-0.760.181018.62下1.563417.350.17C柱上-1.693355.750.76-0.181018.62下-1.563417.35-0.171B柱上1.104179.41-0.320.121273.28下0.564256.850.06C柱上-1.104179.410.32-0.121273.28下-0.564256.85-0.06框框架架B(C)B(C)柱柱地地震震组组合合表表层次截面内力重力荷载代表值地震向右地震向左及相应的M组合项目maxNG kMGkNGkVQkMQ kN10层上柱M1.07511.30-511.300.75*（1.2*+1.3）N468.52-29.5729.57下柱M1.122.14-2.140.75*（1.2*+1.3）N534.48-29.5729.57V-0.45146.70-146.700.85*（1.2*+1.3*）3层上柱M1.78190.19-190.190.8*（1.2*+1.3）N3809.36-55.8455.84下柱M1.65209.34-209.340.8*（1.2*+1.3）N3417.35-55.8455.84V-0.76146.75-146.750.85*（1.2*+1.3*）1层上柱M1.16-16.6516.650.8*（1.2*+1.3）N4760.35-39.2339.23下柱M0.59297.83-297.830.8*（1.2*+1.3）N4256.85-39.2339.23V-0.3273.99-73.990.85*（1.2*+1.3*）柱弯矩逆时针转为正577.3131.8238.822.14577.3131.8238.822.14256.2319.18246.0320.37256.2319.18246.0320.3716.651.29316.3324.5616.651.29316.3324.56重力荷载代表值地震内力风载内力-0.091.07468.52511.30-29.57146.7028.18-1.631.12534.482.140.120.09-1.07468.52511.3029.57146.7028.181.63-1.12534.482.140.12-0.081.783809.36190.19-55.84146.7514.24-3.991.653417.35209.3417.620.08-1.783809.36190.1955.84146.7514.243.99-1.653417.35209.3417.62-0.031.164760.35-16.65-39.2373.99-1.29-2.920.594256.85297.8323.120.03-1.164760.35-16.6539.2373.99-1.292.92-0.594256.85297.8323.12及相应的M及相应的N调整后的M调整后的V数值组合项目数值组合项目数值minNmaxMQ kVGEMG ENEkMEkNEkVkMwkNw活载内力及相应的M-497.550.75*（1.2*+1.3*）499.480.75*（1.2*+1.3）-497.55663.52450.50392.84450.50-1.080.75*（1.2*+1.3*）3.100.75*（1.2*+1.3）-1.08339.37509.86452.20509.86-162.56177.38-196.090.8*（1.2*+1.3）199.510.8*（1.2*+1.3）-196.09361.343715.053598.913715.05-216.130.8*（1.2*+1.3）219.290.8*（1.2*+1.3）-216.13346.183338.733222.583338.73-162.93179.4918.430.8*（1.2*+1.3）-16.200.8*（1.2*+1.3）18.43124.694610.744529.134610.74-309.180.8*（1.2*+1.3）310.310.8*（1.2*+1.3）310.31200.544127.384045.784127.38-82.0995.38(承载力抗震调整系数顶层柱取0.75，其他层按轴压比不小于0.15的取0.80。）0.85*（1.2*+1.3*）0.85*（1.2*+1.3*）0.85*（1.2*+1.3*）8.098.0910.9910.995.755.75柱净高10层3.4kVw风载内力3层2.81层3.7 剪力墙自重97.6510上518.46985.84-159.74203.25下518.461083.49-159.74203.253上3298.087185.37-1278.171626.05下3298.087283.02-1278.171626.051上4092.2043 8956.65-1597.712032.57下4092.2043 9054.31-1597.712032.57轴轴线线剪剪力力墙墙内内力力标标准准值值层次截面恒载内力活载内力重力荷载代表值10上518.46985.84-159.74203.25518.46下518.461083.49-159.74203.25518.463上3298.087185.37-1278.171626.052659.00下3298.087283.02-1278.171626.052659.001上4092.208956.65-1597.712032.573293.35下4092.209054.31-1597.712032.573293.35剪剪力力墙墙永永久久荷荷载载控控制制组组合合表表（非非地地震震组组合合）层次截面内力恒载活载10层上端M518.46-159.74N985.84203.25V下端M518.46-159.74N1083.49203.25V3层上端M3298.08-1278.17N7185.371626.05V下端M3298.08-1278.17N7283.021626.05V1层上端M4092.20-1597.71GkMGkNQkMQkNGEMN8956.652032.57V下端M4092.20-1597.71N9054.312032.57V1层上端0.00500.18161.05-612.47500.18293.902306.71428.12741.583847.05428.12797.285890.39262.76854.659421.48262.76935.63地震内力985.840.00500.18161.051083.49-612.47500.18293.907998.402306.71428.12741.588096.053847.05428.12797.289972.945890.39262.76854.6510070.599421.48262.76935.63及相应的N及相应的M及相应的M组合项目数值组合项目数值组合项目数值1.35*+1.4*0.7*543.381.35*+1.4*0.7*543.381.35699.921530.061530.061330.881.35*+1.4*0.7*543.381.35*+1.4*0.7*543.381
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