4内力计算_secret

1、4内力计算4.1竖向荷载作用下的内力计算采用分层法，考虑框架的对称性，取半结构框架进行计算。半框架的梁的线刚度如下图所示，切断横梁线刚度为原来的两倍，分配系数按与节点连接的各杆的转动刚度比值计算。 考虑除底层为的其余各层柱端都与楼层节点相连，有转角产生，将除底层外的其他各层柱子的线刚度乘以折减系数0.9。同时将传递系数取为1/3，底层为1/2。梁远端的固定传递系数为1/2，远端滑动铰支座传递系数为1。4.1.1恒载作用下的内力计算（框架梁固端弯矩计算）层号固端弯矩名称BC梁CD梁DE梁9层均布荷载107.70107.7010.8310.83107.70107.708层均布荷载111.63111

2、.637.557.55111.63111.6327层均布荷载105.02105.027.557.55105.02105.021层均布荷载131.98131.989.459.45131.98131.984.1.2活载作用下的内力计算（框架梁固端弯矩计算）层号固端弯矩名称BC梁CD梁DE梁9层均布荷载29.7229.722.542.5429.7229.7218层均布荷载29.7229.723.173.1729.7229.72 4.1.3叠加后恒、活载作用下框架弯矩节点不平衡弯矩的再分配：由于柱弯矩按1/3传递系数传到远端（底层取1/2传递系数），柱端弯矩取相邻两层单元对应柱弯矩之和，此时原来已经平

3、衡的节点弯矩由于加入了新的弯矩而不再平衡，应将不平衡的弯矩再分配。4.1.4分层法造成节点弯矩不平衡的调整为提高精度，将节点不平衡弯矩在分配一次进行修正，只分配不传递恒载作用下节点不平衡弯矩分配层号轴线号BC杆件号上柱下柱右梁左梁上柱下柱右梁九层分配系数0.4930.5070.3150.3060.379杆端弯矩43.99-76.19102.81-26.71-43.92不平衡弯矩9.65-6.50弯矩分配-4.76-4.892.051.992.46结果弯矩48.88-81.08104.86-31.22-41.46八层分配系数0.3130.3650.3220.2320.2260.2630.279杆

4、端弯矩28.9633.77-91.83106.50-19.49-22.67-31.60不平衡弯矩14.6610.01-8.90-6.73弯矩分配-7.72-9.01-7.943.633.534.114.36结果弯矩35.9034.77-99.77110.13-24.86-25.29-27.24七层分配系数0.3470.3470.3060.2240.2540.2540.268杆端弯矩30.0330.03-87.43100.43-20.19-20.19-28.85不平衡弯矩11.2610.01-7.56-6.73弯矩分配-7.38-7.38-6.513.203.633.633.83结果弯矩33.9

5、132.66-93.94103.63-24.12-23.29-25.02四六层分配系数0.3470.3470.3060.2240.2540.2540.268杆端弯矩30.0330.03-87.43100.43-20.19-20.19-28.85不平衡弯矩10.0110.01-6.73-6.73弯矩分配-6.95-6.95-6.123.013.423.423.61结果弯矩33.0933.09-93.55103.44-23.50-23.50-25.24三层分配系数0.3470.3470.3060.2240.2540.2540.268杆端弯矩30.0330.03-87.43100.43-20.19-

6、20.19-28.85不平衡弯矩10.0110.29-6.73-6.87弯矩分配-7.04-7.04-6.223.053.453.453.65结果弯矩33.0033.28-93.65103.48-23.47-23.61-25.20二层分配系数0.3560.3300.3140.2280.2580.2400.274杆端弯矩30.8828.63-86.88100.40-20.60-19.17-29.43不平衡弯矩10.0112.68-6.73-8.38弯矩分配-8.08-7.49-7.123.443.903.634.14结果弯矩32.8133.82-94103.84-23.43-23.92-25.2

7、9一层分配系数0.3400.3370.3230.2330.2450.2430.279杆端弯矩38.04-25.13-24.93-38.08不平衡弯矩9.54-6.39弯矩分配-3.24-3.22-3.081.491.571.551.78结果弯矩44.3434.47-110.87127.6-29.95-23.38-36.30活载作用下节点不平衡弯矩分配层号轴线号BC杆件号上柱下柱右梁左梁上柱下柱右梁九层分配系数0.4930.5070.3150.3060.379杆端弯矩15.42-17.7023.60-7.47-11.78不平衡弯矩3.19-2.00弯矩分配-1.57-1.620.630.610.

8、76结果弯矩17.04-19.3224.23-8.86-11.02八层分配系数0.3130.3650.3220.2320.2260.2630.279杆端弯矩9.5611.14-22.9828.46-6.01-7.00-10.59不平衡弯矩5.143.52-2.49-2.23弯矩分配-2.71-3.16-2.791.091.071.241.32结果弯矩11.9911.50-25.7729.55-7.43-7.99-9.27七层分配系数0.3470.3470.3060.2240.2540.2540.268杆端弯矩10.5510.55-23.3828.46-6.69-6.69-10.22不平衡弯矩3

9、.713.52-2.33-2.23弯矩分配-2.51-2.51-2.211.021.161.161.22结果弯矩11.7511.56-25.5929.48-7.86-7.76-9四六层分配系数0.3470.3470.3060.2240.2540.2540.268杆端弯矩30.0330.03-87.43100.43-20.19-20.19-28.85不平衡弯矩10.0110.01-6.73-6.73弯矩分配-6.95-6.95-6.123.013.423.423.61结果弯矩33.0933.09-93.55103.44-23.50-23.50-25.24三层分配系数0.3470.3470.306

10、0.2240.2540.2540.268杆端弯矩10.5510.55-23.3828.46-6.69-6.69-10.22不平衡弯矩3.523.61-2.23-2.28弯矩分配-2.47-2.47-2.191.011.151.151.2结果弯矩11.6011.69-25.5729.47-7.77-7.82-9.02二层分配系数0.3560.3300.3140.2280.2580.2400.274杆端弯矩10.8410.05-23.1728.46-6.83-6.35-10.42不平衡弯矩3.523.46-2.23-2.17弯矩分配-2.49-2.30-2.191.001.141.061.20结果

11、弯矩11.8711.21-25.3629.46-7.92-7.46-9.22一层分配系数0.3400.3370.3230.2330.2450.2430.279杆端弯矩10.3810.30-22.9628.45-6.52-6.47-10.60不平衡弯矩3.35-2.12弯矩分配-1.14-1.13-1.080.490.520.520.59结果弯矩12.599.17-24.0428.94-8.12-5.95-10.014.1.5计算梁跨中弯矩、支座剪力 现已知两端弯矩和荷载作用情况，用简支梁法求跨中弯矩、支座剪力。 规定：弯矩：顺时针为正，逆时针为负剪力：使梁顺时针转为正，使梁逆时针转为负BC，D

12、E跨M中(Mr-Ml)/2q1L2/8q2L2/8+q2a2/6CD跨M中(Mr-Ml)/2q1L2/8q2L2/12恒载，活载作用下梁跨中弯矩及支座剪力见下表调幅前各个梁的内力计算Ml MrQ1Q2laVlVrM中恒载九层-81.08104.864.3523.327.201.9573.57-80.18-71.55BC跨八层-99.77110.1314.4812.877.201.9584.47-87.35-64.12七层-93.94103.6612.9512.877.201.9579.05-81.75-60.36六层-93.55103.4412.9512.877.201.9579.03-81.

13、78-60.66五层-93.55103.4412.9512.877.201.9579.03-81.78-60.66四层-93.55103.4412.9512.877.201.9579.03-81.78-60.66三层-93.65103.4812.9512.877.201.9579.04-81.77-60.59二层-94.00103.8412.9512.877.201.9579.04-81.77-60.24一层-110.87127.6014.0318.727.201.9597.32-101.97-81.12恒载九层-41.4641.464.3517.943.000.0019.98-19.9823

14、.11CD跨八层-27.2427.244.509.903.000.0014.18-14.1814.75七层-25.0225.024.509.903.000.0014.18-14.1812.53六层-25.2425.244.509.903.000.0014.18-14.1812.75五层-25.2425.244.509.903.000.0014.18-14.1812.75四层-25.2425.244.509.903.000.0014.18-14.1812.75三层-25.2025.204.509.903.000.0014.18-14.1812.71二层-25.2925.294.509.903.0

15、00.0014.18-14.1812.80一层-36.3036.304.0514.403.000.0016.88-16.8820.94活载九层-19.3224.230.007.807.201.9519.79-21.16-23.83BC跨八层-25.7729.550.007.807.201.9519.95-21.00-17.94七层-25.5929.480.007.807.201.9519.93-21.02-18.07六层-21.2227.460.007.807.201.9519.61-21.34-21.26五层-21.2227.460.007.807.201.9519.61-21.34-21.

16、26四层-21.2227.460.007.807.201.9519.61-21.34-21.26三层-25.5729.470.007.807.201.9519.93-21.02-18.08二层-25.3629.460.007.807.201.9519.91-21.04-18.19一层-24.0428.940.007.807.201.9519.79-21.16-19.11活载九层-11.0211.020.006.003.000.004.50-4.506.52CD跨八层-9.279.270.007.503.000.005.63-5.633.65七层-9.009.000.007.503.000.00

17、5.63-5.633.38六层-9.029.020.007.503.000.005.63-5.633.40五层-9.029.020.007.503.000.005.63-5.633.40四层-9.029.020.007.503.000.005.63-5.633.40三层-9.029.020.007.503.000.005.63-5.633.40二层-9.229.220.007.503.000.005.63-5.633.60一层-10.0110.010.007.503.000.005.63-5.634.394.1.6梁端弯矩调幅梁端弯矩调幅系数为0.9。调幅后校核：调幅后梁端弯矩Mr与Ml的平均

18、值与跨中最大正弯矩之和应大于按简支梁计算的跨中弯矩调幅后数值见下表荷载调幅后各梁的弯矩值荷载类型层号BC跨CD跨MbcM中McbMcdM中恒载9-72.9780.85-94.37-37.31-18.978-89.7974.62-99.12-24.52-12.037-84.5570.24-93.29-22.52-10.036-84.2070.51-93.10-22.72-10.235-84.2070.51-93.10-22.72-10.234-84.2070.51-93.10-22.72-10.233-84.2970.45-93.13-22.68-10.192-84.6070.13-93.46-

19、22.76-10.271-99.7893.04-114.84-32.67-17.31活载9-17.3930.77-21.81-9.92-6.728-23.1924.29-26.60-8.34-3.457-23.0324.43-26.53-8.10-3.156-19.1027.95-24.71-8.12-3.175-19.1027.95-24.71-8.12-3.174-19.1027.95-24.71-8.12-3.173-23.0124.45-26.52-8.12-3.172-22.8224.57-26.51-8.30-3.391-21.6425.58-26.05-9.10-4.26注：采用

20、满布荷载法考虑活载的最不利布置，计算结果将偏小，因此对梁跨中弯矩乘以1.2的系数予以扩大。4.1.7柱端剪力、轴力计算 详见内力图4.1.8恒、活载作用下框架内力图 恒载作用下框架弯矩图见图 恒载作用下框架剪力图见图恒载作用下框架轴力图见图 活载作用下框架弯矩图见图 活载作用下框架剪力图见图活载作用下框架轴力图见图4.2水平荷载作用下的内力计算 采用D值法4.2.1计算柱的反弯点高度 柱底至反弯点高度的距离为yh yh=(y0+y1+y2+y3)h其中y0、y1、y2、y3由查表可得，计算详细过程见表：柱反弯点高度比（n9，I1）（风载，均布水平荷载）层号B轴C轴D轴E轴90.350.450.

21、450.3580.400.450.450.4070.450.490.490.4560.450.50.50.4550.450.50.50.4540.450.50.50.4530.450.50.50.4520.50.50.50.510.650.550.550.65柱反弯点高度比（n9，I1）（地震，倒三角形荷载）层号B轴C轴D轴E轴90.360.450.450.3680.40.490.490.470.450.50.500.4560.450.50.50.4550.450.50.50.4540.50.50.50.530.50.50.50.520.50.50.50.510.650.550.550.654

22、.2.2柱的D值计算层号,916583.0732116.5897399.300.17030.32970.32970.1703823666.7747833.54143000.620.16550.33450.33450.1655723666.7747833.54143000.620.16550.33450.33450.1655623666.7747833.54143000.620.16550.33450.33450.1655523666.7747833.54143000.620.16550.33450.33450.1655423666.7747833.54143000.620.16550.3345

23、0.33450.1655323666.7747833.54143000.620.16550.33450.33450.1655216998.4033655.80101308.40.16780.33220.33220.1678120000.5028966.2497933.480.20420.29580.33450.20424.2.3左风作用下内力计算（1）左风作用下柱剪力及层间位移计算结果及过程详见表左风作用下柱剪力、层间位移计算层号RI(kn)VI(kn)DJ(104KN/m)VJB, VJE(kn)VJC ,VJD(kn)U=VJ/DJ（10-4m）920.9020.909.73993.566

24、.892.15821.5342.4314.30017.0214.192.97718.9861.4114.300110.1620.544.29618.0579.4614.300113.1556.585.56516.8996.3514.300115.9532.236.74415.48111.8314.300118.5137.417.82314.60126.4314.300120.9242.298.84215.82142.2510.130823.8747.2614.04111.56153.819.793331.4145.5015.71 Ui=68.1210-4m校核：最大层间位移比 0.001571

25、/4.7=1/29921/800 顶点相对位移0.006812/34.7=1/50941/700 满足条件（2）柱端弯矩和梁端弯矩、简力计算过程及结果详见表右风作用下柱端弯矩（KN/m）层号B,EC,D上柱端下柱端上柱端下柱端9-9.725.23-15.92-13.028-15.16-10.11-28.10-22.997-20.12-16.46-37.71-36.236-26.04-21.30-47.84-47.845-31.58-25.84-58.01-58.014-36.65-29.99-67.34-67.343-41.42-33.89-76.12-76.122-50.13-50.13-9

26、9.25-99.251-51.67-95.96-96.23-117.62右风作用下梁端弯矩层号BC跨CD跨DE跨MLMRVMLMRVMLMRV99.724.68211.2411.247.494.689.722820.3920.394.5129.0329.0319.3520.3920.394.51730.2330.236.6842.8542.8528.5730.2330.236.68642.5042.509.3459.3559.3539.5742.5042.509.34552.8852.8811.6774.7374.7349.8252.8852.8811.67462.4962.4913.8088

27、.5088.505962.4962.4913.80371.4171.4115.78101.28101.2867.5271.4171.4115.78284.0284.0218.83123.81123.8182.5484.0284.0218.831101.8101.822.12138.01138.0192.01101.8101.822.12计算方法：计算是以节点平衡关系进行计算，再根据梁刚度之比进行分配。4.2.4左地震作用下内力计算（1）左地震作用下内力计算层号Vj(kn)VJB, VJE(kn)VJC ,VJD(kn)9435.4274.15143.568435.4272.06145.657435.4272.06145.656435.4272.06145.655435.4272.061