-辦公樓結(jié)構(gòu)設(shè)計(jì)中的內(nèi)力計(jì)算過程案例綜述目錄TOC\o"1-3"\h\u29934辦公樓結(jié)構(gòu)設(shè)計(jì)中的內(nèi)力計(jì)算過程案例綜述 1148381.1恒載內(nèi)力計(jì)算 245161.1.1彎矩分配系數(shù)計(jì)算（） 2218801.1.2恒載固端彎矩計(jì)算 4112191.1.3恒載彎矩分配過程 4317271.1.4恒載梁柱剪力的計(jì)算 9102461.1.5恒載柱子軸力計(jì)算 13196351.2活載內(nèi)力計(jì)算 15105631.2.1活載固端彎矩計(jì)算 1590841.2.2活載彎矩分配過程 16302181.2.3活載梁柱剪力的計(jì)算 1102101.2.4活載柱子軸力計(jì)算 436481.3風(fēng)荷載內(nèi)力計(jì)算 6159091.3.1風(fēng)荷載柱子剪力計(jì)算 6167481.3.2風(fēng)荷載柱子彎矩計(jì)算 727911.3.3風(fēng)荷載梁端彎矩計(jì)算 8204691.3.4風(fēng)荷載梁剪力及柱軸力計(jì)算 1025551.4地震內(nèi)力計(jì)算 12141501.1.1地震柱剪力計(jì)算 12308471.1.2地震柱子彎矩計(jì)算 1320391.1.3地震梁端彎矩計(jì)算 1553271.1.4地震梁剪力及柱軸力計(jì)算 16彎矩、剪力以順時(shí)針轉(zhuǎn)動(dòng)為正，逆時(shí)針為負(fù)，軸力受壓為正，受拉為負(fù)。1.1恒載內(nèi)力計(jì)算1.1.1彎矩分配系數(shù)計(jì)算（）A軸柱節(jié)點(diǎn)在6層的分配系數(shù)下柱：右梁：B軸柱節(jié)點(diǎn)在6層的分配系數(shù)左梁：下柱：右梁：C軸柱節(jié)點(diǎn)在6層的分配系數(shù)左梁：下柱：右梁：D軸柱節(jié)點(diǎn)在6層的分配系數(shù)左梁：下柱：A軸柱節(jié)點(diǎn)在5~2層的分配系數(shù)上柱=下柱：右梁：B軸柱節(jié)點(diǎn)在5~2層的分配系數(shù)左梁：上柱=下柱：右梁：C軸柱節(jié)點(diǎn)在5~2層的分配系數(shù)左梁：上柱=下柱：右梁：D軸柱節(jié)點(diǎn)在5~2層的分配系數(shù)左梁：上柱=下柱：A軸柱節(jié)點(diǎn)在1層的分配系數(shù)上柱：下柱：右梁：B軸柱節(jié)點(diǎn)在1層的分配系數(shù)左梁：上柱：下柱：右梁：C軸柱節(jié)點(diǎn)在1層的分配系數(shù)左梁：上柱：下柱：右梁：D軸柱節(jié)點(diǎn)在1層的分配系數(shù)左梁：上柱：下柱：1.1.2恒載固端彎矩計(jì)算恒載作用下梁固端計(jì)算：頂層AB跨長(zhǎng)度：l=7.2m,均布荷載：q1=5.71kN/m，梯形荷載：q2=6.46kN/m頂層BC跨長(zhǎng)度：l=2.4m,均布荷載：q1=1.59kN/m，三角形荷載：q2=13.78kN/m頂層CD跨長(zhǎng)度：l=7.2m,均布荷載：q1=5.71kN/m，梯形荷載：q2=6.46kN/m標(biāo)準(zhǔn)層AB跨長(zhǎng)度：l=7.2m,均布荷載：q1=11.69kN/m，梯形荷載：q2=6.17kN/m標(biāo)準(zhǔn)層BC跨長(zhǎng)度：l=2.4m,均布荷載：q1=1.59kN/m，三角形荷載：q2=13.15kN/m標(biāo)準(zhǔn)層CD跨長(zhǎng)度：l=7.2m,均布荷載：q1=11.69kN/m，梯形荷載：q2=6.17kN/m1.1.3恒載彎矩分配過程恒載作用下梁固端計(jì)算：

上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.5790.4210.2610.3590.380.380.3590.2610.4210.579偏心矩0偏心矩0偏心矩0偏心矩-52.0052.00-25.3525.35-52.0052.0030.1121.89-6.96-9.57-10.1310.139.576.96-21.89-30.1111.06-3.4810.95-6.875.06-5.066.87-10.953.48-11.06-6.13-1.45-2.39-3.28-3.473.473.282.391.456.1338.04-38.0453.60-19.72-33.8933.8919.72-53.6038.04-38.040.3670.3670.2670.190.260.2640.280.280.260.2640.1920.270.370.367-76.6176.61-21.5921.59-76.6176.6128.1228.1220.45-9.99-13.73-13.73-11.5711.5713.7313.739.99-20.45-28.12-28.1215.0511.06-1.9910.23-1.78-6.877.28-7.281.786.87-10.231.99-15.05-11.06-8.85-8.85-6.44-1.13-1.55-1.55-1.641.641.551.551.136.448.858.8531.3233.32-67.5975.72-20.06-22.15-33.5133.5140.2122.15-75.7267.59-31.32-33.320.3670.3670.2670.1920.2640.2640.280.280.2640.2640.1920.2670.3670.367-76.6176.61-21.5921.59-76.6176.6128.1228.1220.45-9.99-13.73-13.73-11.5711.5713.7313.739.99-20.45-28.12-28.1211.0611.06-1.9910.23-6.87-6.877.28-7.286.876.87-10.231.99-11.06-11.06-8.49-8.49-6.17-0.73-1.00-1.00-1.061.061.001.000.736.178.498.4933.6933.69-67.3276.12-21.60-21.60-32.9332.9321.6021.60-76.1267.32-33.69-33.690.3670.3670.2670.1920.2640.2640.280.280.2640.2640.1920.2670.3670.367-76.6176.61-21.5921.59-76.6176.6128.1228.1220.45-9.99-13.73-13.73-11.5711.5713.7313.739.99-20.45-28.12-28.1211.0611.06-1.9910.23-6.87-6.877.28-7.286.876.87-10.231.99-11.06-11.06-8.49-8.49-6.17-0.73-1.00-1.00-1.061.061.001.000.736.178.498.4933.6933.69-67.3276.12-21.60-21.60-32.9332.9321.6021.60-76.1267.32-33.69-33.690.3670.3670.2670.1920.2640.2640.280.280.2640.2640.1920.2670.3670.367-76.6176.61-21.5921.59-76.6176.6128.1228.1220.45-9.99-13.73-13.73-11.5711.5713.7313.739.99-20.45-28.12-28.1211.0615.71-1.9910.23-6.87-7.447.28-7.286.877.44-10.231.99-11.06-15.71-9.09-9.09-6.61-0.62-0.85-0.85-0.900.900.850.850.626.619.099.0933.0831.73-67.7676.23-21.45-22.02-32.7732.7721.4522.02-76.2367.76-33.08-31.730.410.2910.2990.2080.2860.2030.3030.3030.2860.2030.2080.2990.410.291-76.6176.61-21.5921.59-76.6176.6131.4122.2922.91-10.82-11.88-10.56-15.7615.7611.8810.5610.82-22.91-31.41-22.2911.060.00-5.4111.45-6.870.007.88-7.886.870.00-11.455.41-11.060.00-3.55-2.52-2.59-2.59-3.57-2.53-3.783.783.572.532.592.593.552.5241.9219.78-61.7071.65-25.31-13.09-36.2536.2525.3113.09-71.6561.70-41.92-19.789.89A-6.55B6.55C-9.89D頂層恒載作用下梁簡(jiǎn)支狀態(tài)下的跨中彎矩計(jì)算：AB跨梁均布荷載：AB跨梯形荷載合計(jì)：M0=78.78kN·mBC跨梁均布荷載：BC跨三角形荷載：合計(jì)：M0=9.91kN.mCD跨梁均布荷載：CD跨梁形荷載合計(jì)：M0=78.78kN.m標(biāo)準(zhǔn)層恒載作用下梁簡(jiǎn)支狀態(tài)下的跨中彎矩計(jì)算：AB跨梁均布荷載：AB跨梯形荷載:合計(jì)：M0=115.65kN.mBC跨均布荷載：BC跨三角形荷載：合計(jì)：M0=9.61kN.mCD跨梁均布荷載：CD跨梁梯形荷載:合計(jì)：M0=115.65kN.m表4-1恒載作用下的跨中彎矩計(jì)算kN.m層次梁跨M中=M0-(Mr-Ml)/26AB78.78-(38.04+53.6)/2=32.96BC9.91-(33.89+33.89)/2=-23.98CD78.78-(53.6+38.04)/2=32.965AB44BC-23.9CD444AB43.93BC-23.32CD43.933AB43.93BC-23.32CD43.932AB43.66BC-23.16CD43.661AB47.48BC-26.64CD47.48圖4-1恒載彎矩圖(kN.m)1.1.4恒載梁柱剪力的計(jì)算恒載、活載作用下V左=R左-(Ml+Mr)/l；V右=R右-(Ml+Mr)/l；柱子剪力：V=-(M上+M下)/l頂層AB跨均布荷載：梯形荷載：合計(jì)：R左=-R右=40.18kN頂層BC跨均布荷載：三角形荷載：合計(jì)：R左=-R右=13.78kN頂層CD跨均布荷載：梯形荷載：合計(jì)：R左=-R右=40.18kN標(biāo)準(zhǔn)層AB跨均布荷載：梯形荷載：合計(jì)：R左=-R右=60.82kN標(biāo)準(zhǔn)層BC跨均布荷載：三角形荷載：合計(jì)：R左=-R右=13.4kN標(biāo)準(zhǔn)層CD跨均布荷載：梯形荷載：合計(jì)：R左=-R右=60.82kN表4-2恒載作用下AB框架梁剪力計(jì)算(kN)層次V左=R左-(Ml+Mr)/lV右=R右-(Ml+Mr)/l638.02-42.34559.69-61.95459.6-62.04359.6-62.04259.64-62159.02-62.62表4-3恒載作用下BC框架梁剪力計(jì)算(kN)層次V左=R左-(Ml+Mr)/lV右=R右-(Ml+Mr)/l613.78-13.78513.4-13.4413.4-13.4313.4-13.4213.4-13.4113.4-13.4表4-4恒載作用下CD框架梁剪力計(jì)算(kN)層次V左=R左-(Ml+Mr)/lV右=R右-(Ml+Mr)/l642.34-38.02561.95-59.69462.04-59.6362.04-59.6262-59.64162.62-59.02表4-5恒載作用下A、B軸柱剪力計(jì)算(kN)層次A軸柱V=(M上+M下)/lB軸柱V=(M上+M下)/l6-21.9312.055-20.3113.264-20.4213.093-20.2313.052-23.2311.341-6.381.22表4-6恒載作用下C、D軸柱剪力計(jì)算(kN)層次C軸柱V=(M上+M下)/lD軸柱V=(M上+M下)/l6-18.1621.935-13.2620.314-13.0920.423-13.0520.232-11.3423.231-1.226.38圖4-2恒載剪力圖(kN)1.1.5恒載柱子軸力計(jì)算N頂=上層柱底軸力+F-V左+V右N底=本層柱頂軸力+柱自重F為框架柱節(jié)點(diǎn)集中荷載；V左為柱子左端梁剪力；V右為柱子右端梁剪力。表4-7恒載作用下A軸柱軸力(kN)層次N頂N底691.63121.335245.97275.674397.22426.923548.47578.172699.76729.461850.43892.28表4-8恒載作用下B軸柱軸力(kN)層次N頂N底6126.14155.845317.67347.374509.29538.993700.91730.612892.49922.1911081.691126.54表4-9恒載作用下C軸柱軸力(kN)層次N頂N底6126.14155.845317.67347.374509.29538.993700.91730.612892.49922.1911081.691126.54表4-10恒載作用下D軸柱軸力(kN)層次N頂N底691.63121.335245.97275.674397.22426.923548.47578.172699.76729.461850.43892.28圖4-3恒載軸力圖(kN)1.2活載內(nèi)力計(jì)算1.2.1活載固端彎矩計(jì)算活載作用下固端計(jì)算：頂層AB跨梁BC跨梁CD跨梁標(biāo)準(zhǔn)層AB跨梁BC跨梁CD跨梁1.2.2活載彎矩分配過程EQ彎矩分配過程如下上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱右梁左梁上柱下柱0.5790.4210.2610.3590.380.380.3590.2610.4210.579偏心矩偏心矩偏心矩偏心矩-9.729.72-2.302.30-9.729.725.631.09-1.94-2.66-2.822.822.661.94-1.09-5.632.23-0.972.05-1.221.41-1.411.22-2.050.97-2.23-0.73-0.53-0.58-0.80-0.850.850.800.580.530.737.13-7.139.25-1.69-1.561.561.69-9.257.13-7.130.3670.3670.2670.1920.2640.2640.280.280.2640.2640.1920.2670.3670.367-12.1412.14-2.882.88-12.1412.141.461.463.24-1.78-2.44-2.44-2.592.592.442.441.78-3.24-1.46-1.462.812.23-0.891.62-1.33-1.221.30-1.301.331.22-1.620.89-2.81-2.23-1.52-1.52-1.11-0.07-0.10-0.10-0.100.100.100.100.071.111.521.525.755.16-10.9011.91-3.87-3.76-1.281.283.873.76-11.9110.90-5.75-5.160.3670.3670.2670.1920.2640.2640.280.280.2640.2640.1920.2670.3670.367-12.1412.14-2.882.88-12.1412.141.461.463.24-1.78-2.44-2.44-2.592.592.442.441.78-3.24-1.46-1.462.232.23-0.891.62-1.22-1.221.30-1.301.221.22-1.620.89-2.23-2.23-1.31-1.31-0.95-0.09-0.12-0.12-0.130.130.120.120.090.951.311.315.375.37-10.7411.89-3.79-3.79-1.311.313.793.79-11.8910.74-5.37-5.370.3670.3670.2670.1920.2640.2640.280.280.2640.2640.1920.2670.3670.367-12.1412.14-2.882.88-12.1412.141.461.463.24-1.78-2.44-2.44-2.592.592.442.441.78-3.24-1.46-1.462.232.23-0.891.62-1.22-1.221.30-1.301.221.22-1.620.89-2.23-2.23-1.31-1.31-0.95-0.09-0.12-0.12-0.130.130.120.120.090.951.311.315.375.37-10.7411.89-3.79-3.79-1.311.313.793.79-11.8910.74-5.37-5.370.3670.3670.2670.1920.2640.2640.280.280.2640.2640.1920.2670.3670.367-12.1412.14-2.882.88-12.1412.141.461.463.24-1.78-2.44-2.44-2.592.592.442.441.78-3.24-1.46-1.462.232.49-0.891.62-1.22-1.321.30-1.301.221.32-1.620.89-2.23-2.49-1.40-1.40-1.02-0.07-0.10-0.10-0.100.100.100.100.071.021.401.405.285.54-10.8111.91-3.76-3.87-1.281.283.763.87-11.9110.81-5.28-5.540.410.2910.2990.2080.2860.2030.3030.3030.2860.2030.2080.2990.410.291-12.1412.14-2.882.88-12.1412.141.983.533.63-1.93-2.65-1.88-2.812.812.651.881.93-3.63-1.98-3.532.230.00-0.961.81-1.220.001.40-1.401.220.00-1.810.96-2.230.00-0.52-0.37-0.38-0.42-0.57-0.41-0.600.600.570.410.420.380.520.376.693.16-9.8511.61-1.44-2.28-1.891.891.442.28-11.619.85-6.69-3.161.58A-1.14B1.14C-1.58D頂層活載作用下梁簡(jiǎn)支狀態(tài)下的跨中彎矩計(jì)算：AB、CD跨梁BC跨梁標(biāo)準(zhǔn)層活載作用下梁簡(jiǎn)支狀態(tài)下的跨中彎矩計(jì)算：AB、CD跨梁BC跨梁表4-11活載作用下的跨中彎矩計(jì)算kN.m層次梁跨M中=M0-(Mr-Ml)/26AB6.39BC-1.1CD6.395AB6.81BC0.04CD6.814AB6.9BC0.01CD6.93AB6.9BC0.01CD6.92AB6.85BC0.04CD6.851AB7.48BC-0.57CD7.48圖4-4活載彎矩圖(kN·m)1.2.3活載梁柱剪力的計(jì)算在活荷載作用下的梁簡(jiǎn)支對(duì)支座的反力進(jìn)行計(jì)算：頂層AB跨=CD跨：BC跨：

標(biāo)準(zhǔn)層AB跨=CD跨：BC跨：表4-12活載作用下AB框架梁剪力計(jì)算(kN)層次V左=R左-(Ml+Mr)/lV右=R右-(Ml+Mr)/l66.54-7.1258.4-8.6848.38-8.738.38-8.728.39-8.6918.3-8.78表4-13活載作用下BC框架梁剪力計(jì)算(kN)層次V左V右62.88-2.8853.6-3.643.6-3.633.6-3.623.6-3.613.6-3.6表4-14活載作用下CD框架梁剪力計(jì)算(kN)層次V左V右67.12-6.5458.68-8.448.7-8.3838.7-8.3828.69-8.3918.78-8.3表4-15活載作用下A、B軸柱剪力計(jì)算(kN)層次A軸柱V=(M上+M下)/lB軸柱V=(M上+M下)/l6-3.92.595-3.192.294-3.252.33-3.232.292-3.712.521-1.020.74表4-16活載作用下C、D軸柱剪力計(jì)算(kN)層次C軸柱D軸柱6-2.593.95-2.293.194-2.33.253-2.293.232-2.523.711-0.741.02圖4-5活載剪力圖(kN)1.2.4活載柱子軸力計(jì)算柱軸力：N頂=上層柱底軸力+F-V左+V右F為框架柱節(jié)點(diǎn)集中荷載；V左為柱子左端梁剪力；V右為柱子右端梁剪力。表4-17活載作用下A軸柱軸力(kN)層次N616.66567.414118.143168.872219.611270.26表4-18活載作用下B軸柱軸力(kN)層次N628.04592.574157.123221.672286.211350.84表4-19活載作用下C軸柱軸力(kN)層次N628.04592.574157.123221.672286.211350.84表4-20活載作用下D軸柱軸力(kN)層次N616.66567.414118.143168.872219.611270.26圖4-6活載軸力圖(kN)1.3風(fēng)荷載內(nèi)力計(jì)算1.3.1風(fēng)荷載柱子剪力計(jì)算采用D值法計(jì)算對(duì)應(yīng)層的風(fēng)荷載內(nèi)力,將每根對(duì)應(yīng)層的柱子層間剪力根據(jù)其抗側(cè)剛度分配給各個(gè)柱子,剪力分配公式。Vi為某根柱子的剪力，Di為對(duì)應(yīng)柱子的抗側(cè)剛度，∑Di為某層柱子抗側(cè)剛度總和，F(xiàn)為水平風(fēng)荷載作用下的層間剪力。表4-20活載作用下D軸柱軸力(kN)層次N=上層柱底軸力+F-V左+V右616.66567.414118.143168.872219.611270.261.3.2風(fēng)荷載柱子彎矩計(jì)算柱的反彎點(diǎn)高度比：，計(jì)算查表結(jié)果見下表。柱上端彎矩：M下=-Vhy，下端彎矩：M下=-Vh(y-1)Vh為柱子剪力；y為反彎點(diǎn)高度比表4-22風(fēng)荷載作用下A柱彎矩計(jì)算層號(hào)層高mV(kN)y0y1y2y3yhM下M上63.32.70.30000.3-2.67-6.2451.780.400.4-6.31-9.4646.710.41400.414-9.17-12.9838.630.4500.45-12.82-15.66210.560.5-0.050.45-15.68-19.1711.0511.880.64700.647-35.74-19.5表4-23風(fēng)荷載作用下B柱彎矩計(jì)算層號(hào)層高mV(kN)y0y1y2y3yhM下M上6F3.31.770.3890000.389-6.12-9.625F8.450.4390.439-12.24-15.644F11.850.450.45-17.6-21.513F15.260.4890.489-21.63-25.732F18.670.50.5-30.81-30.811F1.0515.750.550.55-40.28-32.96表4-24風(fēng)荷載作用下C柱彎矩計(jì)算層號(hào)層高mV(kN)y0y1y2y3yhM下M上6F3.31.770.3890000.389-6.12-9.625F8.450.4390.439-12.24-15.644F11.850.450.45-17.6-21.513F15.260.4890.489-21.63-25.732F18.670.50.5-30.81-30.811F1.0515.750.550.55-40.28-32.96表4-25風(fēng)荷載作用下D柱彎矩計(jì)算層號(hào)層高mV(kN)y0y1y2y3yhM下M上6F3.32.70.30000.3-2.67-6.245F1.780.400.4-6.31-9.464F6.710.41400.414-9.17-12.983F8.630.4500.45-12.82-15.662F10.560.5-0.050.45-15.68-19.171F1.0511.880.64700.647-35.74-19.51.3.3風(fēng)荷載梁端彎矩計(jì)算根據(jù)節(jié)點(diǎn)平衡條件，梁彎矩按照其中軸線剛度的大小進(jìn)行分配原則來計(jì)算梁左彎矩:；梁右彎矩:；

表4-26風(fēng)荷載作用梁端彎矩計(jì)算(kN·m)層次AB左AB右BC左BC右CD左CD右6-6.24-3.94-5.68-5.68-3.94-6.245-12.13-8.92-12.84-12.84-8.92-12.134-19.29-13.84-19.91-19.91-13.84-19.293-21.83-17.77-25.56-25.56-17.77-21.832-31.99-22.73-32.71-32.71-22.73-31.991-35.18-26.15-37.62-37.62-26.15-35.18圖4-7風(fēng)荷載彎矩圖(kN.m)1.3.4風(fēng)荷載梁剪力及柱軸力計(jì)算水平荷載梁剪力計(jì)算：V=-(M左+M右)/l柱子軸力：N頂=N底=上層柱底軸力-V左+V右，其中V左、V右分別為柱子左、右端梁剪力。表4-27風(fēng)荷載作用梁端剪力計(jì)算(kN)樓層AB跨BC跨CD跨LM左M右VELM左M右VELM左M右VE67.2-6.24-3.94-1.412.4-5.68-5.68-1.737.2-3.94-6.24-1.4157.2-12.13-8.92-2.922.4-12.84-12.84-10.77.2-8.92-12.13-2.9247.2-19.29-13.84-1.62.4-19.91-19.91-16.597.2-13.84-19.29-1.637.2-21.83-17.77-5.922.4-25.56-25.56-21.37.2-17.77-21.83-5.9227.2-31.99-22.73-7.62.4-32.71-32.71-27.267.2-22.73-31.99-7.617.2-35.18-26.15-8.522.4-37.62-37.62-31.357.2-26.15-35.18-8.52表4-28風(fēng)荷載作用柱軸力標(biāo)準(zhǔn)(kN)層次A柱B柱C柱D柱6-1.41-1.731.731.415-1.33-15.4315.431.334-8.93-32.0232.028.933-11.85-53.3253.3211.852-22.45-80.5880.5822.451-30.97-111.93111.9330.97圖4-8風(fēng)荷載剪力圖(kN)圖4-9風(fēng)荷載軸力圖(kN)1.4地震內(nèi)力計(jì)算1.1.1地震柱剪力計(jì)算

表4-29地震載作用下的柱子剪力層次柱軸號(hào)∑D(kN/m)D(kN/m)F(kN)V(kN)6A159901.1228886.6177.2232.01B51065.4656.6C51065.4656.6D28886.632.015A28886.6220.0339.75B51065.4670.27C51065.4670.27D28886.639.754A28886.6251.9346.05B51065.4681.41C51065.4681.41D28886.646.053A28886.6281.9150.93B51065.4690.03C51065.4690.03D28886.650.932A28886.6300.9851.37B51065.4696.12C51065.4696.12D28886.651.371A106996.419489.26318.1857.96B2583176.81C2583176.81D19489.2657.961.1.2地震柱子彎矩計(jì)算地震荷載作用下的標(biāo)準(zhǔn)反彎點(diǎn)高度比計(jì)算查表過程如下表:表4-30地震荷載作用下A柱彎矩計(jì)算層號(hào)層高mVi(kN)y0y1y2y3yhM下M上6F3.332.010.3140000.314-33.17-72.465F39.750.40000.4-52.47-78.714F46.050.450000.45-68.38-83.583F50.930.450000.45-75.63-92.442F51.370.500-0.050.45-80.74-98.681F1.0557.960.6490000.649-171.91-91.6表4-31地震荷載作用下B柱彎矩計(jì)算層號(hào)層高mVi(kN)y0y1y2y3yhM下M上6F3.356.60.3890000.389-72.66-111.125F70.270.450.45-101.35-127.544F81.410.4890.489-131.37-137.283F90.030.50.5-148.55-148.552F96.120.50.5-158.6-158.61F1.0576.810.5740.574-205.01-152.15表4-32地震荷載作用下C柱彎矩計(jì)算層號(hào)層高mVi(kN)y0y1y2y3yhM下M上6F3.356.60.3890000.389-72.66-111.125F70.270.450.45-101.35-127.544F81.410.4890.48