【《某五层教学楼建筑结构的内力分析和内力组合计算案例》6200字】

某五层教学楼建筑结构的内力分析和内力组合计算案例目录TOC\o"1-3"\h\u67691.1在水平荷载作用下的内力分析 1120481.1.1梁的线刚度计算： 1191361.1.2柱的线刚度计算： 2176541.1.3柱的侧移刚度D： 28367表4-2边框架柱子的侧移刚度 322498表4-3中框架柱子的侧移刚度 358581.1.4层间侧移刚度的计算： 484571.1.5水平地震作用下分析：(底部剪力法) 436631.1.6水平地震作用下框架柱剪力和柱弯矩 7163144.17求梁轴线处弯矩 10108721.1.8水平地震作用下的梁端剪力和柱轴力标准值 11279511.2竖向荷载作用下的内力分析 12236531.2.1竖向荷载计算 12266641.2.2内力分配系数计算 16313281） 1677132） 16293945）恒载作用下的弯距： 2318816）活载作用下的弯距： 23232051.2.3梁端剪力 2451341)恒载作用下梁端剪力: 24235762)活载作用下梁端剪力： 26155121.2.4柱轴力和剪力： 26289141）恒载作用下 2749291.2.5梁端弯矩的调幅 30275001.2.6.控制截面及其内力组合 3228181(1)控制截面： 32110851.2.7基本组合公式： 371.1在水平荷载作用下的内力分析1.1.1梁的线刚度计算：求取梁的线刚度时，需要考虑梁的刚度所受到的影响和改变，因素比如楼板。在工程设计当中，让计算更加便捷，习惯使梁按照矩形的截面来得出惯性矩，接着再用增大系数与之相乘:中框架梁的惯性矩I=2.0I0边框架梁的惯性矩I=1.5I0横向框架：中跨梁采用250×400mm边跨梁采用250×600mm采用C25类别的混凝土来设计梁，（4-1）表4-1框架梁线刚度计算位置面积m2跨度m截面的惯性矩边框架中框架边跨0.25×0.66.64.5×10-36.75×10-32.86×1049.0×10-33.82×104中跨0.25×0.42.71.3×10-31.9×10-32.02×1042.6×10-32.70×1041.1.2柱的线刚度计算：柱的截面尺寸：所有层均为500mm×500mm首层的高度为4.75m,2-5层的高度为3.8m;采用C30类别的混凝土来设计柱5.20×10-3m4（4-2）1.1.3柱的侧移刚度D：其余层：=D=（4-3）首层：=D=(4-4)表4-2边框架柱子的侧移刚度位置层高m柱子的刚度Ka1Ka2C1C2K1α1DC1K2α2DC22-5层3.84000028600202000.3600.15350860.610.2347778首层4.753220028600202000.8900.48182371.520.5749830注：1）Ka1为边跨梁的线刚度，Ka2为中跨梁的线刚度；C1为边框架的边柱，C2为边框架的中柱，各有4根。表4-3中框架柱子的侧移刚度位置层高m柱子刚度Ka1Ka2C3C4K1α1DC1K2α2DC22-5层3.84000038200270000.4750.19163490.8150.2909640首层4.753220038200270001.1860.52990602.020.62710700注：1）Ka1为边跨梁的线刚度，Ka2为中跨梁的线刚度；2）C3为中框架的边柱，C4为中框架的中柱，各有20根。1.1.4层间侧移刚度的计算：表4-4层间侧移刚度位置每层柱子的侧移刚度层间刚度∑DC1∑DC2∑DC3∑DC4∑Di2-5层2034431112126980192800371236首层3294839320181200214000467468∑D1/∑D2=467468/371236=1.25﹥0.7满足要求1.1.5水平地震作用下分析：(底部剪力法)房高H=4.25+3.8×4=19.45m房宽B=15.9+0.37×2=16.64m基本自振周期为:(4-5)场地Ⅱ类，地震分组为第一组：,因为所以根据规范可得阻尼比=0.05阻尼调整系数衰减系数(多遇地震)（罕遇地震）因为：所以(4-6)(4-7)其中λ-剪力系数(根据规范取0.016)H1=4.45mH2=4.75+3.8=8.55mH3=8.55+3.8=12.35mH4=12.35+3.8=16.15mH5=16.15+3.8=19.95m表4-5水平地震作用下剪力计算点（m）（kN）（kN）（kN）（kN）（kN）（kN）519.959714.853392.6200896.67896.67155.44416.1512321.55920.641817.31352.58312.3512321.55704.022521.33549.7328.5513829.14547.033068.36770.9914.7514755.24324.263392.621007.08表4-5水平地震作用下的层间位移和顶点位移计算层(kN)(m)(kN/m)(m)5896.673.83712360.00242-63641817.313.83712360.004900.00128832521.333.83712360.006790.00178723068.363.83712360.008270.00217513392.624.754674680.007260.001528﹤，满足弹性位移要求。图4-6水平地震作用下的剪力图1.1.6水平地震作用下框架柱剪力和柱弯矩(4-8)—反弯点高度。—标准反弯点高度比。—修正系数。—上层层高变化修正值。—下层层高变化修正值。查表可得。表4-7边柱（中框）层数高(m)y0y1y2y3Y53.80.480.3400.34043.80.480.4380.43833.80.480.4400.44023.80.480.4400.44014.751.190.6400.640层数高(m)y0y1y2y3Y53.80.820.3710.37143.80.820.4400.44033.80.820.4710.47123.80.820.4900.49014.752.020.6400.640表4-8中柱（中框）表4-9边柱（中框）层数高(m)∑Di(kN/m)D(kN/m)D/∑DiVi(kN)Vik(kN)M下（kNm）M上(kNm)53.837123663490.0171764.2012.750.2417.8234.0443.837123663490.01711492.9428.490.35045.9056.8133.837123663490.01712049.9635.770.34063.6278.0123.837123663490.01712433.8342.640.34075.6892.7414.7546746890600.01942689.4154.500.540174.2193.3表4-10中柱（中框）层数高(m)∑Di(kN/m)D(kN/m)D/∑DiVi(kN)Vik(kN)M下（kNm）M上(kNm)53.837123696400.0260764.2018.170.271527.5945.4143.837123696400.02601492.9436.320.340064.5979.1933.837123696400.02602049.9650.190.371595.23102.6423.837123696400.02602433.8359.740.3900117.56117.5614.75467468107000.02292689.4164.760.5400206.55110.71注：（1）;(4-9);(4-10)（3）(4-11)4.17求梁轴线处弯矩µB1=KB1/(KB1+KB2)(4-12)MB1=(MC上+MC下)×µB1(4-13)µB2=KB2/(KB1+KB2)(4-14)MB2=(MC上+MC下)×µB2(4-15)表4-11梁端弯矩楼层A轴B轴MC上MC下µB1MABMC上MC下µB1µB2MBAMBC534.0417.82134.0445.4127.590.60.530.1420.72456.8145.90174.6379.1964.590.60.570.3046.88378.0163.621123.91102.6495.230.60.5100.8572.35292.7475.681156.46117.56117.560.60.5130.5490.25193.3174.211168..98110.71206.550.60.5140.8896.681.1.8水平地震作用下的梁端剪力和柱轴力标准值(4-17)表4-12梁端剪力和柱轴力标准值楼层AB跨梁端剪力BC跨梁端剪力柱轴力LL边柱（KN）中柱(KN)56.634.0430.1411.382.720.7220.7216.2311.436.4546.674.6370.3024.582.746.8846.8835.4333.6618.5736.6123.91100.8536.562.772.3572.3554.6467.7136.7626.6156.46130.5444.322.790.2590.2567.60109.8558.4216.6168..98140.8849.332.796.6896.6872.21159.2881.77图4-13框架内力图1.2竖向荷载作用下的内力分析1.2.1竖向荷载计算图4-14荷载传递恒载：梁上线荷载的标准值：屋面ⅰ梁重：边跨梁中跨梁ⅱ屋面板荷载：边跨为，设计为双向板，荷载形状为梯形：折减系数：中跨为，设计为双向板，荷载形状设计为三角形：折减系数：梁上线荷载标准值为：边跨：中跨：梁上线荷载标准值：楼面首层边跨：中跨：（三角形荷载）2-5层边跨：中跨：（三角形荷载）活荷载：（1）屋面（2）楼面边跨中跨图4-15框架计算(4-18)表4-16框架的固端弯矩楼层边跨中跨跨度均布荷载固端弯矩跨度均布荷载固端弯矩左右左右恒载顶层6.624.68-90.2090.202.711.38-6.916.912-5层6.624.02-89.8689.862.78.41-5.115.11活载顶层6.61.83-7.417.412.70.84-0.510.512-5层6.67.29-28.1428.142.74.22-2.562.561.2.2内力分配系数计算1）表4-17转动刚度与相对转动刚度构件转动刚度S相对转动刚度梁边跨0.88中跨0.350柱2—5层1.20底层0.8152）(4-19)表4-17各杆件分配系数

节点楼层边节点50.88+1.20=2.08—0.490—0.52140.88+1.20+1.20=3.28—0.3320.3500.35030.88+1.20+1.20=3.28—0.3320.3500.35020.88+1.20+1.20=3.28—0.3320.3500.35010.88+1.20+0.815=2.895—0.3320.3620.294中间节点50.88+0.350+1.20=2.430.4220.152—0.44240.88+0.350+1.20×2=3.630.2930.1050.3100.31030.88+0.350+1.20×2=3.630.2930.1050.3100.31020.88+0.350+1.20×2=3.630.2930.1050.3100.31010.88+0.350+1.20+0.815=3.2450.3120.1130.3310.271

5）恒载作用下的弯距：楼层AB跨BC跨左端中间右端-左端=右端中间MMMMM5-61.7366.5973.4820.47-10.104-79.5650.4082.6511.86-4.203-76.9650.9881.0812.41-4.752-77.2952.2081.3112.33-4.671-70.7857.8276.5914.39-6.736）活载作用下的弯距：楼层AB跨BC跨左端中间右端-左端=右端中间MMMMM5-6.213.556.511.12-0.354-22.1516.5023.924.92-1.073-23.0415.7224.584.68-0.832-23.1515.6324.654.67-0.821-21.1717.3023.295.25-1.40注:1、弯矩符号逆时针为正1.2.3梁端剪力V’=V—q×b/2（4-20）1)恒载作用下梁端剪力:AB跨梁端剪力层qkN/mLmqL/2（kN）(kN)(kN)(kN)（kN）(kN)524.606.681.181.7079.4882.8873.3376.73424.156.679.700.4779.2380.1773.1974.13324.156.679.700.6279.0880.3273.0474.28224.156.679.700.6179.0980.3173.0574.27124.156.679.700.8876.7980.5872.7874.54BC跨梁端剪力层qkN/MLqL/2（kN）(kN)(kN)(kN)（kN）(kN)511.382.715.36-15.3615.3612.5112.5148.412.711.35-11.3511.359.259.2538.412.711.35-11.3511.359.259.2528.412.711.35-11.3511.359.259.2518.412.711.35-11.3511.359.259.252)活载作用下梁端剪力：AB跨梁端剪力层qkN/mLmqL/2（kN）(kN)(kN)(kN)（kN）(kN)51.826.66.010.055.966.065.505.6047.266.623.960.2723.6924.2321.8722.4137.266.623.960.2323.7324.1921.9122.3727.266.623.960.2323.7324.1921.9122.3717.266.623.960.3223.6424.2821.8222.46BC跨梁端剪力层qkN/mLmqL/2（kN）(kN)(kN)(kN)（kN）(kN)50.842.71.13-1.131.130.920.9244.222.75.70-5.705.704.644.6434.222.75.70-5.705.704.644.6424.222.75.70-5.705.704.644.6414.222.75.70-5.705.704.644.641.2.4柱轴力和剪力：1）恒载作用下楼层截面横梁剪力（kN）纵向荷载（kN）柱重（kN）（kN）边柱轴力（kN）边柱剪力（kN）51—179.4860.4226.33139.99139.9927.062—2166.23166.2343—379.2385.7326.33164.96331.1919.044—4191.29357.5235—579.0885.7326.33164.81522.3319.646—6191.14548.6627—779.0985.7326.33164.82713.4821.788—8191.15739.8119—978.8285.7332.74164.55904.367.7310—10197.29937.10说明：(1)假定外纵墙受力荷载完全由纵梁承受(2)为本层荷载产生的轴力(3)柱重：首层：6.75×4.75=32.74kN其他层：6.75×3.8=26.33kN层截面横梁剪力（kN）横梁剪力（kN）纵向荷载（kN）柱重（kN）（kN）中柱轴力（kN）中柱剪力（kN）51—182.8815.3677.4626.33175.70175.7023.242—2202.03202.0343—380.1711.35102.9226.33194.44396.4717.194—4220.77422.8035—580.3211.35102.9226.33194.59617.3917.556—6220.92643.7227—780.3111.35102.9226.33194.58838.3019.228—8220.91864.6319—980.5811.35102.9232.74194.811059.446.8510—10227.551092.18注:纵向荷载:表活载作用下的柱轴力；层截面(kN)纵向荷载（kN）A柱轴力(kN)A柱剪力(kN)(kN)(kN)纵向荷载(kN)B柱轴力（kN）B柱剪力(kN)51—12—25.963.169.124.086.061.135.7312.923.5243—34—423.6912.6645.476.1524.235.7025.5268.375.2835—56—623.7312.6681.865.8824.195.7025.52123.785.0827—78—823.7312.66118.256.5224.195.7025.52179.195.5619—910—1023.6412.66154.552.3124.285.7025.52234.691.99注：纵向荷载1.2.5梁端弯矩的调幅对梁端弯矩进行调幅，设计使用的调幅系数为0.8。表边跨梁弯矩调幅层数54321左端MG-61.73-79.56-76.96-77.29-70.78MQ-6.21122.15-23.04-23.15-21.17M-64.84190.64-88.48-88.87-81.37MGE-51.87-72.51-70.78-71.1-65.1中跨MG66.5950.450.9852.257.82MQ3.5516.515.7215.6317.3M68.3758.6558.8460.0266.47MGE82.4877.1877.0378.2783.43右端MG73.4882.6581.0881.3176.59MQ6.5123.9224.5824.6523.29M76.2494.6193.3793.6488.24MGE60.9975.6974.774.9170.59表中跨梁弯矩调幅层数54321左端MG-20.47-11.86-12.41-12.33-14.39MQ-1.12-4.92-4.68-4.67-5.25M-21.03-14.32-14.75-14.67-17.02MGE-16.82-11.46-11.8-11.74-13.62中跨MG-10.1-4.2-4.75-4.67-6.73MQ-0.35-1.07-0.83-0.82-1.4M-10.28-4.74-5.17-5.08-7.43MGE-6.07-1.88-2.22-2.15-4.03右端MG20.4711.8612.4112.3314.39MQ1.124.924.684.675.25M21.0314.3214.7514.6717.02MGE16.8211.4611.811.7413.62注：(1)M=MG+0.5MQ(2)边跨：MGE=0.8M跨中：MGE=M+[1/2×(M左+M右)-1/2×0.8（M左+M右）]1.2.6.控制截面及其内力组合(1)控制截面：梁：梁端及跨中柱：上下柱端截面梁柱边缘处M`V`的计算（重力荷载和地震荷载作用下）A重力荷载下边跨梁层数54321g24.6024.1524.1524.1524.15q1.827.267.267.267.26b0.500.500.500.500.50梁左端VGK79.4879.2379.0879.0978.82V`GK73.3373.1973.0473.0572.78VQK5.9623.6923.7323.7323.78V`QK5.5021.8721.9121.9121.82梁右端VGK82.8880.1780.3280.3180.58V`GK76.7374.1374.2874.2774.54VQK6.0624.2324.1924.1924.28V`QK5.6022.4122.3722.3722.46注：（1）B重力荷载下中跨梁层数54321g11.388.418.418.418.41q0.844.224.224.224.22b0.500.500.500.500.50梁左端VGK15.3611.3511.3511.3511.35V`GK12.519.259.259.259.25VQK1.135.705.705.705.70V`QK0.924.644.644.644.64梁右端VGK15.3611.3511.3511.3511.35V`GK12.519.259.259.259.25VQK1.135.705.705.705.70V`QK0.924.644.644.644.64注：（1）C地震荷载下边跨梁层数54321V-9.48-21.38-33.65-43.24-46.54b0.500.500.500.500.50左端M35.1476.83122.11158.56171.18M`32.7771.49113.70147.75159.55右端M27.4464.3099.95126.84135.98M`25.0758.9691.54116.03124.35跨中M3.856.2711.0815.8617.60D地震荷载下中跨梁层数54321V-14.13-33.10-51.44-65.30-69.99b0.500.500.500.500.50左端M19.0744.6869.4588.1594.49M`15.5436.4156.5971.8376.99右端M19.0744.6869.4588.1594.49M`15.5436.4156.5971.8376.99跨中M0.000.000.000.000.00E边跨梁左端控制截面处的内力层数54321b0.500.500.500.500.50M``GK-49.38-63.65-61.57-61.83-56.62V`GK73.3373.1973.0473.0572.78M`GK-31.05-45.35-43.31-43.57-38.43M``QK-4.97-17.72-18.43-18.52-16.94V`QK5.5021.8721.9121.9121.82M`QK-3.42-12.25-12.95-13.04-11.49MGE-51.87-72.51-70.78-71.10-65.10V`76.0884.1384.0084.0183.69M`GE-32.85-51.48-49.78-50.10-44.18F中跨梁左端控制截面处的内力层数54321b0.500.500.500.500.50M``GK-16.38-9.49-9.93-9.86-11.51V`GK12.519.259.259.259.25M`GK-13.25-7.18-7.62-7.55-9.20M``QK-0.90-3.94-3.74-3.74-4.62V`QK0.924.644.644.644.64M`QK-0.67-2.78-2.58-2.58-3.46MGE-16.82-11.46-11.80-11.74-13.62V`12.7410.4110.4110.4110.41M`GE-13.64-8.86-9.20-9.14-11.02G边跨梁右端控制截面处的内力层数54321b0.500.500.500.500.50M``GK58.3866.1264.8665.0561.27V`GK76.7374.1374.2874.2774.54M`GK39.2047.5946.2946.4842.64M``QK5.2119.1419.6619.7218.63V`QK5.6022.4122.3722.3722.46M`QK3.8113.5414.0714.1313.02MGE60.9975.6974.7074.9170.59V`79.5385.3485.4785.4685.77M`GE41.1154.3653.3353.5549.15H中跨梁右端控制截面处的内力层数54321b0.500.500.500.500.50M``GK16.389.499.939.8611.51V`GK12.519.259.259.259.25M`GK13.257.187.627.559.20M``QK0.903.943.743.744.62V`QK0.924.644.644.644.64M`QK0.672.782.582.583.46MGE16.8211.4611.8011.7413.62V`12.7410.4110.4110.4110.41M`GE13.648.869.209.1411.021.2.7基本组合公式：1）梁端负弯矩组合公式:①-②-③-2）梁端正弯矩组合公式:④3)梁跨中正弯矩组合公式:⑤⑥⑦4)梁端剪力组合公式:⑧⑨⑩5)框架柱内力组合公式：考虑地震：①不考虑地震：②③梁的内力组合：位置楼层内力及组合梁左端梁跨中梁右端MK(KN)VK(KN)MK(KN)VK(KN)MK(KN)VK(KN)边跨梁5永久荷载-31.0573.3380.06-1.7039.20-76.73可变荷载-3.425.504.82-0.053.81-5.60重力荷载代表值-32.8576.0882.48-1.7341.11-79.53地震作用左来32.77-9.483.85-9.4825.07-9.48右来-32.779.48-3.859.48-25.079.48-MMAX(梁端)①-42.0595.7052.37-99.92②-45.27104.3956.65-109.07③-61.43-77.7261.44-80.82+MMAX(梁端)④7.3847.826.39-50.40+MMAX(跨中)⑤102.82-2.11⑥112.80-2.34⑦77.98-10.80VMAX(梁端)⑧-42.0595.7052.37-99.92⑨-45.27104.3956.65-109.07⑩-69.6288.0869.63-91.60位置楼层内力及组合梁左端梁跨中梁右端MK(KN)VK(KN)MK(KN)VK(KN)MK(KN)VK(KN)边跨梁4永久荷载-45.3573.1966.62-0.4747.59-74.13可变荷载-12.2521.8721.11-0.2713.54-22.41重力荷载代表值-51.4884.1377.18-0.6154.36-85.34地震作用左来71.49-21.386.27-21.3858.96-21.38右来-71.4921.38-6.2721.38-58.9621.38-MMAX(梁端)①-71.57118.4576.06-120.33②-73.23120.2477.52-122.04③-116.0396.56100.32-97.65+MMAX(梁端)④31.1742.25-16.72-43.16+MMAX(跨中)⑤109.50-0.94⑥110.62-0.90⑦75.57-21.39VMAX(梁端)⑧-71.57118.2576.06-120.33⑨-73.23120.2477.52-122.04⑩-131.50109.43113.56-110.67位置楼层内力及组合梁左端梁跨中梁右端MK(KN)VK(KN)MK(KN)VK(KN)MK(KN)VK(KN)边跨梁3永久荷载-43.3173.0466.78-0.6246.29-74.28可变荷载-12.9521.9120.48-0.2314.07-22.37重力荷载代表值-49.7884.0077.03-0.7453.33-85.47地震作用左来113.70-33.6511.08-33.6591.54-33.65右来-113.7033.65-11.0833.65-91.5433.65-MMAX(梁端)①-70.10118.3275.25-120.45②-71.16129.2876.28-122.20③-155.69108.40137.24-109.58+MMAX(梁端)④73.5230.19-49.26-31.29+MMAX(跨中)⑤108.81-1.07⑥110.22-1.06⑦80.12-33.47VMAX(梁端)⑧-70.10118.3275.25-120.45⑨-71.16129.2876.28-122.20⑩-176.45122.85155.54-124.19位置楼层内力及组合梁左端梁跨中梁右端MK(KN)VK(KN)MK(KN)VK(KN)MK(KN)VK(KN)边跨梁2永久荷载-43.5773.0568.06-0.6146.48-74.27可变荷载-13.0421.9120.41-0.2314.13-22.37重力荷载代表值-50.1084.0178.27-0.7353.55-85.46地震作用左来147.75-43.2415.86-43.24116.03-43.24右来-147.7543.24-15.8643.24-116.0343.24-MMAX(梁端)①-70.54118.3375.56-120.44②-71.60120.0976.60-122.19③-189.14117.76161.32-119.07+MMAX(梁端)④106.4920.84-72.97-21.93+MMAX(跨中)⑤110.25-1.05⑥111.88-1.05⑦85.90-42.81VMAX(梁端)⑧-70.54118.3375.56-120.44⑨-71.60120.0976.60-122.19⑩-214.36133.46182.83-134.95位置楼层内力及组合梁左端梁跨中梁右端MK(KN)VK(KN)MK(KN)VK(KN)MK(KN)VK(KN)边跨梁1永久荷载-38.4372.7872.49-0.8842.64-74.54可变荷载-11.4921.8221.75-0.3213.02-22.46重力荷载代表值-44.1883.6983.43-1.0449.15-85.77地震作用左来159.55-46.5417.60-46.54124.35-46.54右来-159.5546.54-17.6046.54-124.3546.54-MMAX(梁端)①-62.20447.8869.40-120.89②-63.14119.6470.32-122.64③-195.32420.70165.48-122.57+MMAX(梁端)④122.4317.39-84.38-18.95+MMAX(跨中)⑤117.44-1.50⑥119.18-1.50⑦92.19-46.31VMAX(梁端)⑧-62.20117.8869.40-120.89⑨-63.14119.6470.32-122.64⑩-122.36136.79187.54-138.91位置楼层内力及组合梁左(右)端梁跨中MK(KN)VK(KN)MK(KN)VK(KN)中跨梁5永久荷载-13.2512.51-4.490.00可变荷载-0.670.92-0.070.00重力荷载代表值-13.6412.74-6.070.00地震作用左来15.54-14.130.00-14.13右来-15.5414.130.0014.13-MMAX(梁端)①-16.8416.30②-18.5417.79③-27.3825.45+MMAX(梁端)④4.96-4.05+MMAX(跨中)⑤-5.490.00⑥-6.130.00⑦-4.07-13.78VMAX(梁端)⑧-16.8416.30⑨-18.5417.79⑩-31.0328.84位置楼层内力及组合梁左(右)端梁跨中MK(KN)VK(KN)MK(KN)VK(KN)中跨梁4永久荷载-7.189.25-1.200.00可变荷载-2.784.640.070.00重力荷载代表值-8.8610.41-1.880.00地震作用左来36.41-33.100.00-33.10右来-36.4133.100.0033.10-MMAX(梁端)①-12.5117.60②-12.4217.03③-43.2142.69+MMAX(梁端)④29.07-23.60+MMAX(跨中)⑤-1.340.00⑥-1.550.00⑦-1.05-32.27VMAX(梁端)⑧-12.5117.60⑨-12.4217.03⑩-48.9748.38位置楼层内力及组合梁左(右)端梁跨中MK(KN)VK(KN)MK(KN)VK(KN)中跨梁3永久荷载-7.629.25-1.560.00可变荷载-2.584.640.230.00重力荷载代表值-9.2010.41-2.220.00地震作用左来56.59-51.440.00-51.44右来-56.5951.440.0051.44-MMAX(梁端)①-12.7617.60②-12.8217.03③-63.1960.57+MMAX(梁端)④48.49-41.48+MMAX(跨中)⑤-1.550.00⑥-1.880.00⑦-1.30-50.15VMAX(梁端)⑧-12.7617.60⑨-12.8217.03⑩-71.6268.65位置楼层内力及组合梁左(右)端梁跨中MK(KN)VK(KN)MK(KN)VK(KN)中跨梁2永久荷载-7.759.25-1.580.00可变荷载-2.584.640.240.00重力荷载代表值-9.1410.40-2.150.00地震作用左来71.83-65.300.00-65.30右来-71.8365.300.0065.30-MMAX(梁端)①-12.6717.60②-12.7217.03③-77.9974.08+MMAX(梁端)④63.4054.99+MMAX(跨中)⑤-1.560.00⑥-1.900.00⑦-1.31-63.67VMAX(梁端)⑧-12.6717.60⑨-12.7217.03⑩-88.3983.96位置楼层内力及组合梁左(右)端梁跨中MK(KN)VK(KN)MK(KN)VK(KN)中跨梁1永久荷载-9.209.25-2.840.00可变荷载-3.464.64-0.140.00重力荷载代表值-11.0210.41-4.030.00地震作用左来76.99-69.990.00-69.99右来-76.9969.990.0069.99-MMAX(梁端)①-15.8817.60②-15.8117.03③-84.9078.65+MMAX(梁端)④66.8759.56+MMAX(跨中)⑤-3.600.00⑥-3.970.00⑦2.62-68.24VMAX(梁端)⑧-15.8817.60⑨-15.8117.03⑩-96.2289.14柱的内力组合：楼层截面位置内力种类内力值组合结果恒载活载代表值地震作用|Mmax|NminNmax左来右来①①②5边柱上端M61.736.2164.84-35.1435.14123.4932.1389.42N139.999.12144.55-9.489.48185.78161.14197.92V-27.06-4.08-29.1013.86-13.86-52.94-16.90-40.53下端M43.809.6948.65-18.9218.9283.4833.7868.63N166.239.12170.79-9.489.48217.27192.62233.35V-27.06-4.08-29.1013.86-13.86-52.94-16.90-40.53中柱上端M-52.51-5.39-55.21-46.5146.51-126.71-126.71-76.17N175.7012.92182.16-4.654.65212.55212.55249.86V23.243.5225.0019.28-19.2855.0655.0634.82下端M-38.11-8.35-42.29-28.6928.69-88.05-88.05-59.63N202.0312.92208.49-4.654.65244.14244.14285.40V23.243.5225.0019.28-19.2855.0655.0634.82楼层截面位置内力种类内力值组合结果恒载活载代表值地震作用|Mmax|NminNmax左来右来①①②4边柱上端M35.7612.4641.99-57.9157.91125.67-24.9060.49N331.1945.47353.93-30.8630.86464.83384.60491.67V-19.04-6.15-22.1226.90-26.90-61.518.43-31.73下端M38.4811.5244.24-47.0047.00114.19-8.0163.24N357.5245.47380.25-30.8630.86496.42416.18527.21V-19.04-6.15-22.1226.90-26.90-61.518.43-31.73中柱上端M-32.69-10.65-38.02-80.2980.29-150.00-150.00-54.57N396.4768.37430.66-16.3716.37495.51495.51602.24V17.195.2819.8337.43-37.4372.4672.4628.38下端M-34.34-9.95-39.32-65.6965.69-132.58-132.58-56.11N422.8068.37456.99-16.3716.37527.11527.11637.78V17.195.2819.8337.43-37.4372.4672.4628.38楼层截面位置内力种类内力值组合结果恒载活载代表值地震作用|Mmax|NminNmax左来右来①①②3边柱上端M38.4811.5244.24-79.1179.11155.93-49.7663.24N522.3381.86563.26-64.5164.51759.77592.52785.37V-19.64-5.88-22.5836.88-36.88