《某廠房結(jié)構(gòu)設(shè)計(jì)中的內(nèi)力計(jì)算案例》5600字【論文】

某廠房結(jié)構(gòu)設(shè)計(jì)中的內(nèi)力計(jì)算案例1.1恒載作用下內(nèi)力計(jì)算1.1.1彎矩分配系數(shù)計(jì)算彎矩分配系數(shù)計(jì)算——對(duì)應(yīng)桿件的相對(duì)線剛度——對(duì)應(yīng)桿件的相對(duì)線剛度總和表1.1.1分配系數(shù)計(jì)算表部位相對(duì)剛度分配系數(shù)左梁上柱下柱右梁左梁上柱下柱右梁5層A柱//11.646//0.3780.622B柱1.646/11.80.37/0.2250.405C柱1.8/11.6460.405/0.2250.37D柱1.646/1/0.622/0.378/4層A柱/111.646/0.2740.2740.451B柱1.646111.80.3020.1840.1840.331C柱1.8111.6460.3310.1840.1840.302D柱1.64611/0.4510.2740.274/3層A柱/111.646/0.2740.2740.451B柱1.646111.80.3020.1840.1840.331C柱1.8111.6460.3310.1840.1840.302D柱1.64611/0.4510.2740.274/2層A柱/111.646/0.2740.2740.451B柱1.646111.80.3020.1840.1840.331C柱1.8111.6460.3310.1840.1840.302D柱1.64611/0.4510.2740.274/1層A柱/11.6231.646/0.2340.380.386B柱1.64611.6231.80.2710.1650.2670.297C柱1.811.6231.6460.2970.1650.2670.271D柱1.64611.623/0.3860.2340.38/1.1.2恒載作用下固端彎矩固端彎矩計(jì)算公式q——框架梁上均布荷載l——框架梁計(jì)算跨度表1.1.2恒載固端彎矩計(jì)算表層次梁跨lqM左M右頂層AB7.226.63-115.04115.04BC2.412.08-5.85.8CD7.226.63-115.04115.04標(biāo)準(zhǔn)層AB7.226.76-115.6115.6BC2.49.9-1.751.75CD7.226.76-115.6115.61.1.3恒載作用下彎矩計(jì)算圖1.1.1恒載彎矩分配過(guò)程圖（單位：kN.m）按照內(nèi)力平衡條件，根據(jù)框架梁簡(jiǎn)支狀態(tài)下的跨中彎矩以及框架梁兩端彎矩計(jì)算跨中彎矩，相關(guān)計(jì)算公式如下：簡(jiǎn)支狀態(tài)下框架梁均布荷載：簡(jiǎn)支狀態(tài)下框架梁三角形荷載：簡(jiǎn)支狀態(tài)下框架梁梯形荷載：M0——框架梁簡(jiǎn)支狀態(tài)下的跨中彎矩Mr、Ml——框架梁右、梁左端彎矩q1——均布荷載，見(jiàn)第3章恒載標(biāo)準(zhǔn)值計(jì)算q2——三角形或者梯形板的荷載，見(jiàn)第3章恒載標(biāo)準(zhǔn)值計(jì)算a——板短邊方向長(zhǎng)度的1/2表1.1.3恒載簡(jiǎn)支跨中彎矩計(jì)算表層次梁跨板形狀laq1q2M01M02M0頂層AB梯形7.22.45.7125.6837141.75178.75BC三角形2.41.21.0512.842.926.169.08CD梯形7.22.45.7125.6837141.75178.75標(biāo)準(zhǔn)層AB梯形7.22.411.5118.7271.58103.33177.91BC三角形2.41.21.059.362.921.497.41CD梯形7.22.411.5118.7271.58103.33177.91表1.1.4恒載作用下跨中彎矩計(jì)算表層次梁跨M0M左M右M中5AB178.75-60.9892.75101.89BC9.08-47.2447.24-38.16CD178.75-92.7560.98101.894AB177.91-89.48101.7482.3BC7.41-30.3730.37-22.96CD177.91-101.7489.4882.33AB177.91-86.81101.1183.95BC7.41-31.0631.06-23.65CD177.91-101.1186.8183.952AB177.91-85.76100.8081.63BC7.41-31.4131.41-24CD177.91-100.8085.7681.631AB177.91-86.31100.1381.69BC7.41-29.7029.70-22.29CD177.91-100.1386.3181.69圖1.1.2恒載彎矩圖（單位：kN.m）1.1.4恒載作用下剪力計(jì)算框架梁簡(jiǎn)支支座剪力計(jì)算公式如下：簡(jiǎn)支狀態(tài)下框架梁均布荷載：簡(jiǎn)支狀態(tài)下框架梁三角形荷載：簡(jiǎn)支狀態(tài)下框架梁梯形荷載：q1——均布荷載，見(jiàn)第3章恒載標(biāo)準(zhǔn)值計(jì)算q2——三角形或者梯形板的荷載，見(jiàn)第3章恒載標(biāo)準(zhǔn)值計(jì)算a——板短邊方向長(zhǎng)度的1/2梁左端剪力：梁右端剪力：柱剪力：、——框架梁簡(jiǎn)支狀態(tài)下左、右端剪力、——框架梁左、右端彎矩、——框架柱上、下端彎矩——框架梁或者框架柱計(jì)算長(zhǎng)度表1.1.5恒載簡(jiǎn)支梁端剪力計(jì)算表層次梁跨板形狀laq1q2R1R2R左R右頂層AB梯形7.22.45.7125.6820.5661.6382.19-82.19BC三角形2.41.21.0512.841.867.712.56-12.56CD梯形7.22.45.7125.6820.5661.6382.19-82.19標(biāo)準(zhǔn)層AB梯形7.22.411.5118.7241.4441.9386.37-86.37BC三角形2.41.21.059.361.865.6210.48-10.48CD梯形7.22.411.5118.7241.4441.9386.37-86.37表1.1.6恒載框架梁剪力層次梁跨R左R右l(m)MlMrV左V右5AB82.19-82.197.20-60.9892.7577.78-86.6BC12.56-12.562.40-47.2447.2412.56-12.56CD82.19-82.197.20-92.7560.9886.6-77.784AB86.37-86.377.20-89.48101.7481.67-88.07BC10.48-10.482.40-30.3730.3710.48-10.48CD86.37-86.377.20-101.7489.4888.07-81.673AB86.37-86.377.20-86.81101.1181.38-88.36BC10.48-10.482.40-31.0631.0610.48-10.48CD86.37-86.377.20-101.1186.8188.36-81.382AB86.37-86.377.20-85.76100.881.28-88.46BC10.48-10.482.40-31.4131.4110.48-10.48CD86.37-86.377.20-100.885.7688.46-81.281AB86.37-86.377.20-86.31100.1381.45-88.29BC10.48-10.482.40-29.729.710.48-10.48CD86.37-86.377.20-100.1386.3188.29-81.45表1.1.7恒載作用下框架柱剪力柱軸號(hào)層次M上M下層高VA560.9847.693.6-30.19441.7943.43.6-23.66343.441.043.6-21.29241.7342.73.6-23.45143.6221.811.6-11.22B5-45.51-36.733.622.844-31.64-35.023.619.353-35.02-35.223.619.512-31.17-33.203.618.711-37.23-18.621.612.14C545.5136.733.6-22.84431.6435.023.6-19.35335.0235.223.6-19.51231.1733.23.6-18.71137.2318.621.6-12.14D5-60.98-47.693.630.194-41.79-43.403.623.663-43.40-41.043.621.292-41.73-42.703.623.451-43.62-21.811.611.22圖1.1.3恒載剪力圖（單位：kN）1.1.5恒載作用下框架柱軸力計(jì)算柱混凝土容重25kN/m3F——對(duì)應(yīng)層的縱向框架梁集中荷載、——柱左端梁、右端梁剪力表1.1.8恒載作用下框架柱軸力柱軸號(hào)層次V左V右Nb(m)h(m)l(m)柱重柱頂柱底A5077.7876.560.500.503.6022.5151.3176.84081.6778.090.500.503.6022.5339.6362.13081.3878.090.500.503.6022.5521.6547.12081.2878.090.500.503.6022.5709.57321081.4578.090.600.601.6041.4891.5935.9B5-86.612.5673.390.500.503.6022.5172.6195.14-88.0710.4885.280.500.503.6022.5378.9401.43-88.3610.4885.280.500.503.6022.5585.56082-88.4610.4885.280.500.503.6022.5792.2811.71-88.2910.4885.280.600.601.6041.4998.81040.2C5-12.5686.673.390.500.503.6022.5172.6195.14-10.4888.0785.280.500.503.6022.5378.9401.43-10.4888.3685.280.500.503.6022.5585.56082-10.4888.4685.280.500.503.6022.5792.2811.71-10.4888.2985.280.600.601.6041.4998.81040.2D5-77.78076.560.500.503.6022.5151.3176.84-81.67078.090.500.503.6022.5339.6362.13-81.38078.090.500.503.6022.5521.6547.12-81.28078.090.500.503.6022.5709.57321-81.45078.090.600.601.6041.4891.5935.9圖1.1.4恒載軸力圖（單位：kN）1.2活載作用下內(nèi)力計(jì)算1.2.1彎矩分配系數(shù)計(jì)算活載彎矩分配系數(shù)和恒載相同，活載作用下固端彎矩計(jì)算、梁柱剪力計(jì)算方法過(guò)程均和恒載相同。1.2.2活載作用下固端彎矩表1.2.1活載固端彎矩計(jì)算表層次梁跨lqM左M右頂層AB7.27.82-33.7833.78BC2.43-1.441.44CD7.27.82-33.7833.78標(biāo)準(zhǔn)層AB7.219.56-81.581.5BC2.47.5-3.63.6CD7.219.56-81.581.51.2.3活載作用下彎矩計(jì)算圖1.2.1活載彎矩分配過(guò)程圖（單位：kN.m）按照內(nèi)力平衡條件，根據(jù)框架梁簡(jiǎn)支狀態(tài)下的跨中彎矩以及框架梁兩端彎矩計(jì)算跨中彎矩，相關(guān)計(jì)算公式如下：簡(jiǎn)支狀態(tài)下框架梁三角形荷載：簡(jiǎn)支狀態(tài)下框架梁梯形荷載：M0——框架梁簡(jiǎn)支狀態(tài)下的跨中彎矩Mr、Ml——框架梁右、梁左端彎矩q2——三角形或者梯形板的荷載，見(jiàn)第3章恒載標(biāo)準(zhǔn)值計(jì)算a——板短邊方向長(zhǎng)度的1/2表1.2.2活載簡(jiǎn)支跨中彎矩計(jì)算表層次梁跨板形狀laqM0頂層AB梯形7.22.49.652.99BC三角形2.41.21.82.3CD梯形7.22.49.652.99標(biāo)準(zhǔn)層AB梯形7.22.424132.48BC三角形2.41.2125.76CD梯形7.22.424132.48表1.2.3活載作用下跨中彎矩計(jì)算表層次梁跨M0M左M右M中5AB52.99-22.2328.7627.5BC2.3-11.8811.88-9.58CD52.99-28.7622.2327.54AB132.48-61.1072.8065.53BC5.76-21.0721.07-18.31CD132.48-72.8061.1065.533AB132.48-63.4473.9563.79BC5.76-22.8122.81-17.05CD132.48-73.9563.4463.792AB132.48-62.6873.7261.28BC5.76-23.0723.07-17.31CD132.48-73.7262.6861.281AB132.48-63.0873.2361.33BC5.76-21.8121.81-16.05CD132.48-73.2363.0861.33圖1.2.2活載彎矩圖（單位：kN.m）1.2.4活載作用下剪力計(jì)算表1.2.4活載簡(jiǎn)支梁端剪力計(jì)算表層次梁跨板形狀laqR左R右頂層AB梯形7.22.49.623.04-23.04BC三角形2.41.21.82.88-2.88CD梯形7.22.49.623.04-23.04標(biāo)準(zhǔn)層AB梯形7.22.42457.6-57.6BC三角形2.41.2127.2-7.2CD梯形7.22.42457.6-57.6表1.2.5活載框架梁剪力層次梁跨R左R右l(m)MlMrV左V右5AB23.04-23.047.20-22.2328.7622.13-23.95BC2.88-2.882.40-11.8811.882.88-2.88CD23.04-23.047.20-28.7622.2323.95-22.134AB57.6-57.67.20-61.172.855.98-59.23BC7.2-7.22.40-21.0721.077.2-7.2CD57.6-57.67.20-72.861.159.23-55.983AB57.6-57.67.20-63.4473.9556.14-59.06BC7.2-7.22.40-22.8122.817.2-7.2CD57.6-57.67.20-73.9563.4459.06-56.142AB57.6-57.67.20-62.6873.7256.07-59.13BC7.2-7.22.40-23.0723.077.2-7.2CD57.6-57.67.20-73.7262.6859.13-56.071AB57.6-57.67.20-63.0873.2356.19-59.01BC7.2-7.22.40-21.8121.817.2-7.2CD57.6-57.67.20-73.2363.0859.01-56.19表1.2.6活載作用下框架柱剪力柱軸號(hào)層次M上M下層高VA522.2327.953.6-13.94433.1431.723.6-18.02331.7232.183.6-17.75230.4931.213.6-17.14131.8815.941.6-10.4B5-16.88-22.463.610.934-26.27-25.573.611.403-25.57-25.713.611.242-21.94-21.243.613.661-27.18-13.591.68.86C516.8822.463.6-10.93426.2725.573.6-11.4325.5725.713.6-11.24221.9421.243.6-13.66127.1813.591.6-8.86D5-22.23-27.953.613.944-33.14-31.723.618.023-31.72-32.183.617.752-30.49-31.213.617.141-31.88-15.941.610.40圖1.2.3活載剪力圖（單位：kN）1.2.5活載作用下軸力計(jì)算F——對(duì)應(yīng)層的縱向框架梁集中荷載、——柱左端梁、右端梁剪力表1.2.7活載作用下框架柱軸力柱軸號(hào)層次NV左V右柱頂柱底A511.520.0022.1333.7033.70428.800.0055.98118.50118.50328.800.0056.14203.40203.40228.800.0056.07288.30288.30128.800.0056.19373.30373.30B520.16-23.952.8847.0047.00450.40-59.237.20163.80163.80350.40-59.067.20280.50280.50250.40-59.137.20397.20397.20150.40-59.017.20513.80513.80C520.16-2.8823.9547.0047.00450.40-7.2059.23163.80163.80350.40-7.2059.06280.50280.50250.40-7.2059.13397.20397.20150.40-7.2059.01513.80513.80D511.52-22.130.0033.7033.70428.80-55.980.00118.50118.50328.80-56.140.00203.40203.40228.80-56.070.00288.30288.30128.80-56.190.00373.30373.30圖1.2.4活載軸力圖（單位：kN）1.3風(fēng)荷載作用下內(nèi)力計(jì)算1.3.1風(fēng)荷載作用下柱剪力分配根據(jù)柱的抗側(cè)剛度分配層間剪力，計(jì)算公式如下：EQF——為水平風(fēng)荷載作用下的層間剪力。EQDi——為對(duì)應(yīng)柱的抗側(cè)剛度EQ∑Di——為某層柱抗側(cè)剛度總和5層柱剪力計(jì)算如下：A柱：V=19.75×18144/87146=1.11kN；B柱：V=19.75×25429/87146=5.76kNC柱：V=19.75×25429/87146=5.76kN；D柱：V=19.75×18144/87146=1.11kN4層柱剪力計(jì)算如下：A柱：V=39.99×18144/87146=8.33kN；B柱：V=39.99×25429/87146=11.67kNC柱：V=39.99×25429/87146=11.67kN；D柱：V=39.99×18144/87146=8.33kN3層柱剪力計(jì)算如下：A柱：V=58.55×18144/87146=12.19kN；B柱：V=58.55×25429/87146=17.08kNC柱：V=58.55×25429/87146=17.08kN；D柱：V=58.55×18144/87146=12.19kN2層柱剪力計(jì)算如下：B柱：V=58.55×25429/87146=17.08kN；C柱：V=58.55×25429/87146=17.08kND柱：V=58.55×18144/87146=12.19kN；A柱：V=76.52×18144/87146=15.93kN1層柱剪力計(jì)算如下：A柱：V=95.61×20068/90962=21.09kN；B柱：V=95.61×25413/90962=26.71kNC柱：V=95.61×25413/90962=26.71kN；D柱：V=95.61×20068/90962=21.09kN1.3.2風(fēng)荷載作用下柱彎矩計(jì)算框架柱彎矩計(jì)算采用D值法即修正反彎點(diǎn)法，風(fēng)荷載作用下應(yīng)該查詢均布水平力反彎點(diǎn)高度比表，計(jì)算反彎點(diǎn)高度比y0——為標(biāo)準(zhǔn)反彎點(diǎn)高度i1——為上下層梁剛度比i2——為上層與本層層高比i3——為下層與本層層高比y1——上下層梁剛度變化的修正值y2——上層層高變化的修正值y3——下層層高變化的修正值柱下端彎矩，柱上端彎矩V——框架柱剪力下表中∑M為本層節(jié)點(diǎn)上柱和下柱彎矩和，用于計(jì)算梁彎矩。A柱反彎點(diǎn)計(jì)算5層1.6461010.3820000.3824層1.6461110.4320000.4323層1.6461110.4820000.4822層1.646111.2780.50000.51層1.014200.78300.6490000.649B柱反彎點(diǎn)計(jì)算5層3.4461010.450000.454層3.4461110.4720000.4723層3.4461110.50000.52層3.446111.2780.50000.51層2.123200.78300.550000.55C柱反彎點(diǎn)計(jì)算5層3.4461010.450000.454層3.4461110.4720000.4723層3.4461110.50000.52層3.446111.2780.50000.51層2.123200.78300.550000.55D柱反彎點(diǎn)計(jì)算5層1.6461010.3820000.3824層1.6461110.4320000.4323層1.6461110.4820000.4822層1.646111.2780.50000.51層1.014200.78300.6490000.649表1.3.1風(fēng)荷載作用下柱端彎矩計(jì)算軸號(hào)層次h(m)Vy1-yM下M上∑MA53.61.110.3820.618-5.65-9.149.1443.68.330.4320.568-12.95-17.0322.6833.612.190.4820.518-21.15-22.7335.6823.615.930.50.5-28.67-28.6749.8211.621.090.6490.351-62.96-31.0562.72B53.65.760.450.55-9.33-11.411.443.611.670.4720.528-19.83-22.1831.5133.617.080.50.5-30.74-30.7450.5723.622.330.50.5-40.19-40.1970.9311.626.710.550.45-67.58-55.2995.48C53.65.760.450.55-9.33-11.411.443.611.670.4720.528-19.83-22.1831.5133.617.080.50.5-30.74-30.7450.5723.622.330.50.5-40.19-40.1970.9311.626.710.550.45-67.58-55.2995.48D53.61.110.3820.618-5.65-9.149.1443.68.330.4320.568-12.95-17.0322.6833.612.190.4820.518-21.15-22.7335.6823.615.930.50.5-28.67-28.6749.8211.621.090.6490.351-62.96-31.0562.721.3.3風(fēng)荷載作用下梁彎矩計(jì)算根據(jù)節(jié)點(diǎn)內(nèi)力平衡的原則將上節(jié)表格計(jì)算的∑M按照梁的相對(duì)線剛度大小進(jìn)行分配，節(jié)點(diǎn)左右梁端彎矩公式如下：左端：右端：5層梁端彎矩AB左：1.646/(0+1.646)×9.14=9.14kN.mAB右：1.646/(1.646+1.8)×11.4=5.45kN.mBC左：1.8/(1.646+1.8)×11.4=5.95kN.mBC右：1.8/(1.8+1.646)×11.4=5.95kN.mCD左：1.646/(1.8+1.646)×11.4=5.45kN.mCD右：1.646/(1.646+0)×9.14=9.14kN.m4層梁端彎矩AB左：1.646/(0+1.646)×22.68=22.68kN.mAB右：1.646/(1.646+1.8)×31.51=15.05kN.mBC左：1.8/(1.646+1.8)×31.51=16.46kN.mBC右：1.8/(1.8+1.646)×31.51=16.46kN.mCD左：1.646/(1.8+1.646)×31.51=15.05kN.mCD右：1.646/(1.646+0)×22.68=22.68kN.m3層梁端彎矩AB左：1.646/(0+1.646)×35.68=35.68kN.mAB右：1.646/(1.646+1.8)×50.57=21.16kN.mBC左：1.8/(1.646+1.8)×50.57=26.41kN.mBC右：1.8/(1.8+1.646)×50.57=26.41kN.mCD左：1.646/(1.8+1.646)×50.57=21.16kN.mCD右：1.646/(1.646+0)×35.68=35.68kN.m2層梁端彎矩AB左：1.646/(0+1.646)×49.82=49.82kN.mAB右：1.646/(1.646+1.8)×70.93=33.88kN.mBC左：1.8/(1.646+1.8)×70.93=37.05kN.mBC右：1.8/(1.8+1.646)×70.93=37.05kN.mCD左：1.646/(1.8+1.646)×70.93=33.88kN.mCD右：1.646/(1.646+0)×49.82=49.82kN.m1層梁端彎矩AB左：1.646/(0+1.646)×62.72=62.72kN.mAB右：1.646/(1.646+1.8)×95.48=45.61kN.mBC左：1.8/(1.646+1.8)×95.48=49.87kN.mBC右：1.8/(1.8+1.646)×95.48=49.87kN.mCD左：1.646/(1.8+1.646)×95.48=45.61kN.mCD右：1.646/(1.646+0)×62.72=62.72kN.m圖1.3.1風(fēng)荷載彎矩圖（單位：kN.m）1.3.4風(fēng)荷載作用下梁剪力、柱軸力計(jì)算框架梁剪力計(jì)算公式：表1.3.2風(fēng)荷載作用下剪力計(jì)算梁跨層次lM左M右VAB梁57.29.145.45-2.0347.222.6815.05-5.2437.235.6821.16-8.3127.249.8233.88-11.6317.262.7245.61-15.05BC梁52.45.955.95-1.9642.416.4616.46-13.7232.426.4126.41-22.0122.437.0537.05-30.8812.449.8749.87-41.56CD梁57.25.459.14-2.0347.215.0522.68-5.2437.221.1635.68-8.3127.233.8849.82-11.6317.245.6162.72-15.05表1.3.3風(fēng)荷載作用下的軸力計(jì)算層次A柱B柱C柱D柱5-2.03-2.932.932.034-7.27-11.4111.417.273-15.58-25.1125.1115.582-27.21-41.3641.3627.211-42.26-70.8770.8742.26圖1.3.2風(fēng)荷載剪力圖（單位：kN）圖4-3-3風(fēng)荷載軸力圖（單位：kN）1.4地震作用下內(nèi)力計(jì)算1.1.1地震作用下柱剪力分配根據(jù)柱的抗側(cè)剛度分配層間剪力，計(jì)算公式如下：EQF——為水平風(fēng)荷載作用下的層間剪力。EQDi——為對(duì)應(yīng)柱的抗側(cè)剛度EQ∑Di——為某層柱抗側(cè)剛度總和EQF——為水平地震作用下的層間剪力。5層柱剪力計(jì)算A柱：V=129.77×18144/87146=27.02kN；B柱：V=129.77×25429/87146=37.87kNC柱：V=129.77×25429/87146=37.87kN；D柱：V=129.77×18144/87146=27.02kN4層柱剪力計(jì)算A柱：V=259.13×18144/87146=53.95kN；B柱：V=259.13×25429/87146=75.61kNC柱：V=259.13×25429/87146=75.61kN；D柱：V=259.13×18144/87146=53.95kN3層柱剪力計(jì)算A柱：V=358.25×18144/87146=71.59kN；B柱：V=358.25×25429/87146=101.54kNC柱：V=358.25×25429/87146=101.54kN；D柱：V=358.25×18144/87146=71.59kN2層柱剪力計(jì)算B柱：V=358.25×25429/87146=101.54kN；C柱：V=358.25×25429/87146=101.54kND柱：V=358.25×18144/87146=71.59kN；A柱：V=427.13×18144/87146=88.93kN1層柱剪力計(jì)算A柱：V=467.32×20068/90962=103.1kN；B柱：V=467.32×25413/90962=130.56kNC柱：V=467.32×25413/90962=130.56kN；D柱：V=467.32×20068/90962=103.1kN1.1.2地震作用下柱彎矩計(jì)算框架柱彎矩計(jì)算采用D值法即修正反彎點(diǎn)法，地震荷載作用下應(yīng)該查詢倒三角形水平力反彎點(diǎn)高度比表，計(jì)算反彎點(diǎn)高度比y0——為標(biāo)準(zhǔn)反彎點(diǎn)高度i1——為上下層梁剛度比i2——為上層與本層層高比i3——為下層與本層層高比y1——上下層梁剛度變化的修正值y2——上層層高變化的修正值y3——下層層高變化的修正值柱下端彎矩，柱上端彎矩V——框架柱剪力下表中∑M為本層節(jié)點(diǎn)上柱和下柱彎矩和，用于計(jì)算梁彎矩。A柱反彎點(diǎn)計(jì)算5層1.6461010.3820000.3824層1.6461110.450000.453層1.6461110.4820000.4822層1.646111.2780.50000.51層1.014200.78300.650000.65B柱反彎點(diǎn)計(jì)算5層3.4461010.450000.454層3.4461110.50000.53層3.4461110.50000.52層3.446111.2780.50000.51層2.123200.78300.6380000.638C柱反彎點(diǎn)計(jì)算5層3.4461010.450000.454層3.4461110.50000.53層3.4461110.50000.52層3.446111.2780.50000.51層2.123200.78300.6380000.638D柱反彎點(diǎn)計(jì)算5層1.6461010.3820000.3824層1.6461110.450000.453層1.6461110.4820000.4822層1.646111.2780.50000.51層1.014200.78300.650000.65表1.1.1地震作用下柱端彎矩計(jì)算軸號(hào)層次h(m)Vy1-yM下M上∑MA53.627.020.3820.618-37.16-60.1160.1143.653.950.450.55-87.4-106.82143.9833.671.590.4820.518-129.43-139.1226.523.688.930.50.5-160.07-160.07289.511.6103.10.650.35-308.27-165.99326.06B53.637.870.450.55-61.35-71.9871.9843.675.610.50.5-136.1-136.1197.4533.6101.540.50.5-188.17-188.17321.2723.6121.640.50.5-221.35-221.35412.5211.6130.560.6380.362-383.17-217.41441.76C53.637.870.450.55-61.35-71.9871.9843.675.610.50.5-136.1-136.1197.4533.6101.540.50.5-188.17-188.17321.2723.6121.640.50.5-221.35-221.35412.5211.6130.560.6380.362-383.17-217.41441.76D53.627.020.3820.618-37.16-60.1160.1143.653.950.450.55-87.4-106.82143.9833.671.590.4820.518-129.43-139.1226.523.688.930.50.5-160.07-160.07289.511.6103.10.650.35-308.27-165.99326.061.1.3地震作用下梁彎矩計(jì)算根據(jù)節(jié)點(diǎn)內(nèi)力平衡的原則將上節(jié)表格計(jì)算的∑M按照梁的相對(duì)線剛度大小進(jìn)行分配，節(jié)點(diǎn)左右梁端彎矩公式如下：左端：右端：5層梁端彎矩AB梁左：1.646/(0+1.646)×60.11=60.11kN.mAB梁右：1.646/(1.646+1.8)×71.98=35.81kN.mBC梁左：1.8/(1.646+1.8)×71.98=39.17kN.mBC梁右：1.8/(1.8+1.646)×71.98=39.17kN.mCD梁左：1.646/(1.8+1.646)×71.98=35.81kN.mCD梁右：1.646/(1.646+0)×60.11=60.11kN.