豎向荷載框架內力計算案例綜述1.1豎向荷載下的簡化結構計算圖圖10恒載作用結構計算簡圖1.2荷載等效計算由固定端的彎矩原理將三角形的分布載荷轉換為等效的均勻載荷。q=圖11力的等效轉化圖q圖12力的等效轉化圖1.3頂層荷載的計算q1=qq節點集中荷載屋面自重（三角形部分）：1女兒墻重：6.925×4=27.70KN縱梁自重：1.08×合計54.178KN節點集中荷載P2:樓面自重（三角形部分）：1縱梁自重：1.08×4?0.6合計21.478KN（1)一~五層荷載的計算對1～5層，計算過程如下：q1=qq4節點集中荷載P1屋面自重（三角形部）：1縱梁自重：1.08×外縱墻自重：17.47KN合計256.94KN節點集中荷載P2：樓面自重（三角形部分）：1縱梁自重：1.08×合計78.93KN1.4恒載內力的計算梁和柱端的彎矩由彎矩的二次分布方法確定。本次計算采用第=2\*GB3②榀作為代表。（1)恒載作用下梁端固端彎矩的計算①第1-5層MAB=MBC=?1112qlMCB=（2)梁柱的分配系數①第1-5層A節點：uuB節點：uu表19梁柱分配系數的計算樓層節點A、D各桿端分配系數節點B、C各桿端分配系數uuuuuuuu1-500.240.240.460.4560.200.200.114（3）彎矩二次分配上柱下柱右梁左梁上柱下柱右梁0.0000.2810.7210.4000.0000.2000.400-123.06123.05-21.5734.46188.611-40.590-20.294-40.5909.837-20.29644.304-7.61520.2952.9277.53022.79311.39622.79347.225-47.225149.576-11.514-19.0910.2210.2210.5610.4750.2110.2110.103-89.4389.43-11.9119.67419.67450.080-34.523-15.230-15.230-7.54217.2319.747-17.26225.041-10.147-7.6153.7712.1372.1375.4415.2582.3212.3211.10439.04231.562-51.17185.204-23.058-20.526-19.5650.2200.2200.5610.4750.2110.2110.103-89.4289.42-11.9119.67419.67450.081-34.523-15.230-15.230-7.5429.8379.837-17.26125.041-7.615-7.6153.771-0.530-0.530-1.3511.4632.8512.8511.41128.98128.981-57.96381.411-19.994-19.994-19.2580.2200.2200.5610.4750.2110.2110.103-89.4289.42-11.9119.67419.67450.081-34.523-15.230-15.230-7.5429.8379.837-17.26125.041-7.615-7.6153.771-0.530-0.530-1.3511.4632.8512.8511.41128.98128.981-57.96381.411-19.994-19.994-19.2580.2200.2200.5610.4750.2110.2110.103-89.4389.42-11.9119.67419.67450.081-34.523-15.230-15.230-7.5429.8379.747-17.26125.041-7.615-7.6153.771-0.530-0.530-1.3511.4632.8512.8511.41128.98128.891-57.96381.411-19.994-19.994-19.2580.2170.2110.5710.5260.2110.1320.131-89.4289.42-11.9119.49518.95850.974-38.222-15.230-9.645-9.2489.837-19.11125.487-9.6454.6242.0211.9655.28510.7854.2972.7212.66031.35520.924-52.28087.480-20.578-1.923-18.862圖13恒載彎矩分配結果圖表20梁端剪力計算表樓層荷載引起的剪力彎矩引起的剪力總剪力AB跨BC跨AB跨BC跨AB跨BC跨VVVVVVV589.4233.8-4.86084.5638.6633.8489.4233.8-4.06085.3637.8633.8389.4233.8-4.06085.3637.8633.8續表20梁端剪力計算表289.4233.8-4.06085.3737.8633.8189.4233.8-5.02084.4138.8233.84）恒載下柱剪力的計算柱端剪力的計算公式：Vn=M表21柱剪力計算表樓層彎矩引起的剪力層高（樓層m）邊柱中柱53.517.2921.2343.511.5611.4333.511.5611.4323.517.2411.5913.512.078.115）恒載作用下柱軸力的計算柱軸力的計算公式：N=V+P23表22柱軸力計算表樓層PPq層高（m）柱重邊柱中柱柱頂柱底柱頂柱底5251.9478.939.483.59.48641.27655.75309.35348.834251.9478.939.483.59.481038.011047.54465.62475.1續表22柱軸力計算表3251.9478.939.483.59.481389.851399.33591.89601.372251.9478.939.483.59.481741.641751.12727.16731.641251.9478.939.485.020.932093.132012.61854.39863.87圖16恒載作用下柱軸力圖（均受壓符號為正）6）彎矩調幅在垂直載荷的作用下，框架梁末端的塑性內力將重新分布，因此彎矩將發生變化，振幅調制系數為0.85。經過幅度調制后，括號中顯示了恒定的負載彎矩。7）支座彎矩調恒定負載彎矩調幅的計算結果如下表所示：表23恒載彎矩調幅計算表層數AB左B右5原始彎矩51.17285.20519.566調幅彎矩43.49672.42411.6314原始彎矩57.96481.41019.259調幅彎矩49.26973.44811.3703原始彎矩57.96481.41019.259調幅彎矩49.26973.44811.3702原始彎矩57.96481.41019.259調幅彎矩49.26973.44811.3701原始彎矩52.28187.4818.86調幅彎矩44.43974.35811.0318）跨中彎矩調幅圖17恒荷載作用下橫向框架調幅后彎矩圖1.5計算活荷載1）活載下梁端和固端的彎矩計算①第1-5層qqMAB=MBC=?1112qlMCB=M2）梁柱的分配系數表24梁柱的分配系數樓層節點A、D各桿端分配系數節點B、C各桿端分配系數uuuuuuuu1-500.220.220.560.4760.210.210.1043）彎矩二次分配上柱下柱右梁左梁上柱下柱右梁0.0000.2800.7200.4000.0000.2000.400-81.1781.17-11.3652.72858.442-27.924-13.962-27.9247.371-13.96229.221-1.05213.6471.8455.00514.7267.36314.72661.944-31.68597.193-12.651-10.9110.2200.2200.5600.4760.2100.2100.104-67.0167.01-9.3714.74214.74237.526-27.437-12.104-12.104-5.99521.3647.371-13.71918.763-1.981-1.0522.998-4.403-4.403-11.2104.1551.8321.8320.90831.70317.710-54.41362.491-17.253-11.324-11.4590.2200.2200.5600.4760.2100.2100.104-67.0167.01-9.3714.74214.74237.526-27.437-12.104-12.104-5.9957.3717.371-13.71918.763-1.052-1.0522.998-0.225-0.225-0.5734.5972.0282.0281.00421.88821.888-43.77663.293-11.128-11.128-11.3630.2200.2200.5600.4760.2100.2100.104-67.0167.01-9.3714.74214.74237.526-27.437-12.104-12.104-5.9957.3717.371-13.71918.763-1.052-1.0522.998-0.225-0.225-0.5734.5972.0282.0281.00421.88821.888-43.77663.293-11.128-11.128-11.3630.2200.2200.5600.4760.2100.2100.104-67.0167.01-9.3714.74214.74237.526-27.437-12.104-12.104-5.9957.3717.304-13.71918.763-1.052-1.0522.998-0.210-0.21-0.5364.5972.0282.0281.00421.90321.836-43.73963.293-11.128-11.128-11.3630.2180.2120.5700.5270.2100.1330.130-67.0167.01-9.3714.60814.20638.196-30.376-12.104-7.666-7.4937.371-15.18819.098-1.0523.7471.7041.6574.4568.8503.5272.2332.18323.68315.863-39.54664.582-14.629-5.433-10.933圖18活載彎矩分配結果圖圖19活載作用下框架彎矩圖4）活載作用下梁端剪力的計算V=VqVq=12Vm=M左表25活載作用下梁端剪力樓層荷載引起的剪力彎矩引起的剪力總剪力AB跨BC跨AB跨BC跨AB跨BC跨VVVVVVVB=567.0118.68-1.154065.8619.8318.68467.0118.68-1.154065.8619.8318.68367.0118.68-1.154065.8619.8318.68267.0118.68-1.154065.8619.8318.68167.0118.68-3.589063.4222.2618.685）活載作用下柱剪力表26柱剪力計算表層次彎矩引起的剪力層高（m）邊柱中柱5