【竖向荷载框架内力计算案例2200字】

竖向荷载框架内力计算案例综述1.1竖向荷载下的简化结构计算图图10恒载作用结构计算简图1.2荷载等效计算由固定端的弯矩原理将三角形的分布载荷转换为等效的均匀载荷。q=图11力的等效转化图q图12力的等效转化图1.3顶层荷载的计算q1=qq节点集中荷载屋面自重（三角形部分）：1女儿墙重：6.925×4=27.70KN纵梁自重：1.08×合计54.178KN节点集中荷载P2:楼面自重（三角形部分）：1纵梁自重：1.08×4−0.6合计21.478KN（1)一~五层荷载的计算对1～5层，计算过程如下：q1=qq4节点集中荷载P1屋面自重（三角形部）：1纵梁自重：1.08×外纵墙自重：17.47KN合计256.94KN节点集中荷载P2：楼面自重（三角形部分）：1纵梁自重：1.08×合计78.93KN1.4恒载内力的计算梁和柱端的弯矩由弯矩的二次分布方法确定。本次计算采用第=2\*GB3②榀作为代表。（1)恒载作用下梁端固端弯矩的计算①第1-5层MAB=MBC=−1112qlMCB=（2)梁柱的分配系数①第1-5层A节点：uuB节点：uu表19梁柱分配系数的计算楼层节点A、D各杆端分配系数节点B、C各杆端分配系数uuuuuuuu1-500.240.240.460.4560.200.200.114（3）弯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图13恒载弯矩分配结果图表20梁端剪力计算表楼层荷载引起的剪力弯矩引起的剪力总剪力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续表20梁端剪力计算表289.4233.8-4.06085.3737.8633.8189.4233.8-5.02084.4138.8233.84）恒载下柱剪力的计算柱端剪力的计算公式：Vn=M表21柱剪力计算表楼层弯矩引起的剪力层高（楼层m）边柱中柱53.517.2921.2343.511.5611.4333.511.5611.4323.517.2411.5913.512.078.115）恒载作用下柱轴力的计算柱轴力的计算公式：N=V+P23表22柱轴力计算表楼层PPq层高（m）柱重边柱中柱柱顶柱底柱顶柱底5251.9478.939.483.59.48641.27655.75309.35348.834251.9478.939.483.59.481038.011047.54465.62475.1续表22柱轴力计算表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图16恒载作用下柱轴力图（均受压符号为正）6）弯矩调幅在垂直载荷的作用下，框架梁末端的塑性内力将重新分布，因此弯矩将发生变化，振幅调制系数为0.85。经过幅度调制后，括号中显示了恒定的负载弯矩。7）支座弯矩调恒定负载弯矩调幅的计算结果如下表所示：表23恒载弯矩调幅计算表层数AB左B右5原始弯矩51.17285.20519.566调幅弯矩43.49672.42411.6314原始弯矩57.96481.41019.259调幅弯矩49.26973.44811.3703原始弯矩57.96481.41019.259调幅弯矩49.26973.44811.3702原始弯矩57.96481.41019.259调幅弯矩49.26973.44811.3701原始弯矩52.28187.4818.86调幅弯矩44.43974.35811.0318）跨中弯矩调幅图17恒荷载作用下横向框架调幅后弯矩图1.5计算活荷载1）活载下梁端和固端的弯矩计算①第1-5层qqMAB=MBC=−1112qlMCB=M2）梁柱的分配系数表24梁柱的分配系数楼层节点A、D各杆端分配系数节点B、C各杆端分配系数uuuuuuuu1-500.220.220.560.4760.210.210.1043）弯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图18活载弯矩分配结果图图19活载作用下框架弯矩图4）活载作用下梁端剪力的计算V=VqVq=12Vm=M左表25活载作用下梁端剪力楼层荷载引起的剪力弯矩引起的剪力总剪力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）活载作用下柱剪力表26柱剪力计算表层次弯矩引起的剪力层高（m）边柱中柱5