11框架内力组合

1、第七章框架内力组合7.1 结构抗震等级结构的抗震等级可根据结构类型、地震烈度、房屋高度等因素，查规范得到，该 框架结构，高度<30m地处抗震设防烈度为7度的郑州地区，因此该框架为三级 抗震等级。7.2 框架梁内力组合梁内力控制截面一般取两端支座截面及跨中截面。支座截面内力有支座正、负弯矩及剪力，跨中截面一般为跨中正截面。结构或结构构件在使用期间，可能遇到同时承受永久荷载和两种以上可变荷载的 情况。但这些荷载同时都达到它们在设计基准期内的最大值的概率较小，且对某些控制截面来说，并非全部可变荷载同时作用时其内力最大，因此应进行荷载效应的最不利组合。本框架考虑了五种内力组合，11.2恒+1.4

2、活，21.2恒+1.4风，31.2 恒+0.9 X1.4（活 +风），41.35 恒+0.7 X 1.4 活，51.2（恒+0.5 活）+1.3 水平地震。+ M、-M> -V；梁最不利内力选取：maxmaxmax从理论上讲，抗震设计中采用的材料强度设计值应高于非抗震设计时的材料强度设计值。但为了应用方便，在抗震设计中仍采用非抗震设计时的材料强 旅提高其承载力。 度设计值，而是通过引入承载力抗震调整系数re?6.1表承载力抗震调整系数re受弯梁偏压柱受剪轴压比<0.15>0.15轴压比0.750.750.800.85鉴于时间有限，本毕业设计一共考虑了五种内力组合方式。 组合一

3、：考虑左风左震：杆截内荷载类型内力组合结果件面力恒活左风地震«1»«2»«3»«4»» «5顶层右M-54.22-19.420.7916.53-92.25-63.96-88.54-92.23-55.23-92.25左跨中M75.886.68-0.11-2.22100.4090.9199.33108.9892.18108.98左M-72.67-15.36-1.00-20.97-108.7-88.60-107.82-113.2-123.7-123.7中左M-39.63-9.550.7916.33-6

4、0.93-46.45-58.59-62.86-32.06-62.86跨中M-37.76-9.200.000.00-58.19-45.31-56.90-59.99-50.83-59.99四层左右M-55.23-23.403.3071.05-99.04-61.66-91.60-97.4912.05-99.04跨中M53.6743.25-0.4714.53124.9563.75118.31114.84109.24124.95左M-58.30-24.52-4.24-42.00-104.2-75.90-106.20-102.7-139.3-139.3中左M-18.90-6.633.2770.05-31.

5、96-18.10-26.91-32.0164.4164.41跨中M-17.37-5.820.000.00-28.99-20.84-28.17-29.15-24.33-29.15三层左右M-55.23-23.405.6492.16-99.04-58.38-88.65-97.4939.49-99.04跨中M53.6743.25-1.0114.42124.9562.99117.63114.84109.10124.95左M-58.30-24.20-7.66-63.32-103.8-80.68-110.10-102.4-166.8-166.8中左M-18.90-6.635.5797.60-31.96-1

6、4.88-24.02-32.01100.22100.22-58 -跨中M-17.37-5.820.000.00-28.99-20.84-28.17-29.15-24.33-29.15二右M-55.23-24.208.54113.24-100.2-54.32-86.01-98.2866.42-100.2层左跨中M53.6743.25-0.9719.96124.9563.05117.68114.84116.30124.95左M-58.30-23.00-10.5-73.32-102.2-84.62-112.13-101.3-179.1-179.1中左M-18.90-7.268.34115.06-32

7、.84-11.00-21.31-32.63122.54122.54跨中M-17.37-5.820.000.00-28.99-20.84-28.17-29.15-24.33-29.15底右M-55.23-23.4017.14131.32-99.04-42.28-74.16-97.4990.4090.40层左跨中M53.6729.220.009.44105.3164.40101.21101.0994.21105.31左M-58.30-21.28-17.2-112.4-99.75-93.97-118.38-99.56-228.9-228.9中左M-18.90-9.6216.93130.34-36.1

8、51.02-13.47-34.94140.99140.99跨中M-17.37-8.180.000.00-32.30-20.84-31.15-31.47-25.75-32.30组合二：考虑右风右阵:杆件截面内力荷载类型内力组合结手1恒活右风地震«1»«2»«3»«4»«5»顶层右M-54.22-15.34-0.79-16.53-86.54-66.17-85.39-88.23-95.76-95.76中M75.886.680.1052.22100.4091.2099.60108.9897.95108.

9、98-59 -左跨左M-72.67-19.42120.97-114.4-85.80-110.41-117.1-71.60-117.1中左M-39.63-9.55-0.79-16.33-60.93-48.66-60.58-62.86-74.52-74.52跨中M-37.76-9.2000-58.19-45.31-56.90-59.99-50.83-59.99四层左右M-55.23-23.40-3.3-71.05-99.04-70.90-99.92-97.49-172.7-172.68跨中M53.6743.250.47-14.53124.9565.06119.49114.8471.47124.95

10、左M-58.30-24.544.2442-104.3-64.02-95.54-102.7-30.08-104.3中左M-18.90-6.63-3.27-70.05-31.96-27.26-35.15-32.01-117.7-27.26跨中M-17.37-5.2000-28.12-20.84-27.40-28.55-23.96-28.55三层左跨右M-55.23-23.40-5.64-92.16-99.04-74.17-102.87-97.49-200.1-200.1中M53.6743.251.01-14.42124.9565.82120.17114.8471.61124.95左M-58.30-

11、24.547.6663.32-104.3-59.24-91.23-102.7-2.37-104.3中跨左M-18.90-6.63-5.57-97.6-31.96-30.48-38.05-32.01-153.5-30.48中M-17.37-5.1600-28.07-20.84-27.35-28.51-23.94-28.51二层左右M-55.23-23.40-8.54-113.2-99.04-78.23-106.52-97.49-227.5-227.5中M53.6743.250.965-19.96124.9565.76120.11114.8464.41124.95左M-58.30-24.5410.

12、4773.32-104.3-55.30-87.69-102.710.63-104.3-60 -跨中跨左M-18.90-6.63-8.34-115.1-31.96-34.36-41.54-32.01-176.2-31.96中M-17.37-5.200028-20.84-27.40-28.55-23.96-28.55底 层 左跨右M-55.23-23.40-17.1-131.3-99.04-90.27-117.36-97.49-251.0-90.27中M53.6743.250.005-9.44124.9564.41118.91114.8478.08124.95左M-58.30-24.5417.15

13、112.44-104.3-45.95-79.27-102.761.49-104.3中跨左M-18.90-6.63-16.9-130.3-31.96-46.38-52.37-32.01-196.1-31.96中M-17.37-5.2000-28.12-20.84-27.40-28.55-23.96-28.55框架柱内力组合7.3框架柱是偏心受压构件，其主要内力是弯矩和轴力。采用对称配筋时，由I I MN;、与相应的大偏心受压控制的组合项为、与相应的 N、以及NVMUmax。M由小偏 心受压控制的组合项为N与相应的Vmax对于柱的最不利组合的确定，遵循以下原 则大的不利相差不多时，M (1) NN

14、h的，小的不禾I；M/N00.3 M相差不多时，凡M/N>0.3 h 的，N (2) 00大的不利。)，具体的内力组合选择见后配筋计算。本次计算的结果符合条件 (1杆件截面内力荷载类型内力组合恒活风地震1 «»» 2 ««3»«4»«5»结果五 层 边 柱上端M67.7819.20-1.00-20.97108.2279.94104.27110.3265.60110.32N189.016.20-0.30-6.25249.53226.43246.88271.08228.4271.08下M39.

15、9614.53-1.85-38.9468.2945.3663.9368.196.0568.29端N210.216.20-0.30-6.25274.94251.84272.30299.67253.9299.67-61 -全段V-35.91.560.285.99-40.90-42.68-40.76-46.94-34.4-46.94五 层 中上端M-41.3-12.3-1.58-32.86-66.83-51.78-67.10-67.85-99.7-99.69柱N195.22.68-0.66-7.36265.76233.09261.76285.49238.1285.49下端M-27.2-11.3-2.

16、62-55.94-48.44-36.26-50.16-47.76-112-112.11N215.422.68-0.66-7.36290.21257.53286.20312.99262.5312.99全段V22.82-0.340.357.6926.9127.8727.4030.4837.1837.18四 层 边 柱上端M29.6814.72-1.00-42.0056.2234.2252.9054.49-10.256.22N332.252.20-0.30-6.25471.66398.16463.97499.56421.8499.56下端M39.3616.46-1.85-63.0070.2844.6

17、465.6469.27-24.870.28N352.552.20-0.30-6.25496.12422.62488.43527.07446.3527.07全段V-35.9-0.580.287.00-43.89-42.68-43.45-49.03-34.3-49.03四 层 中 柱上端M-22.1-11.8-1.58-70.05-43.00-28.73-43.34-41.37-124-124.65N349.5966.60-0.66-7.36512.75418.58502.59537.21449.9537.21下 端M-27.28.82-2.62-85.62-20.24-36.26-24.78-2

18、8.02-138-138.61N369.966.60-0.66-7.36537.20443.04527.05564.73474.3564.73全段V-35.9-6.860.355.19-52.69-42.59-51.29-55.19-40.5-55.19三层 边 柱上端M29.6812.29-4.08-63.3252.8229.9045.9652.11-39.352.82N474.588.20-3.78-66.35692.83564.06675.72726.96536.0726.96下M39.3616.464.98-77.3970.2854.2074.2569.27-43.574.25端N49

19、4.888.80-3.78-66.35718.13588.52700.93755.06560.8755.06全段V-35.9-1.39-3.024.69-45.03-47.31-48.64-49.83-37.8-49.83三 层 中 柱上端M-22.1-12.3-6.36-91.06-43.73-35.42-50.02-41.88-152-152.27N504.1120.6-6.2081.77773.84596.32749.15798.82783.7798.82下端M-27.2-16.5-8.25-110.1-55.64-44.14-63.73-52.80-185-185.55N524.612

20、0.6-6.20-81.77798.30620.78773.60826.33595.5826.33全段V-35.91.390.636.33-41.13-42.20-40.53-47.10-34.0-47.10二层 边 柱上端M29.6812.29-5.49-73.3252.8227.9344.1852.11-52.3-52.33N666.412.42-6.93-110.3817.07789.98806.60911.81663.7911.81下端M40.5718.31-6.70-89.6174.3239.3063.3172.71-56.874.32N684.7124.2-6.93-110.399

21、5.50811.91969.381046.0752.71046.03-62 -全段V-35.9-2.010.405.43-45.89-42.52-45.10-50.43-37.2-50.43二 层 中 柱上端M-22.1-22.1-8.54-115.1-57.46-38.48-65.13-51.49-189-189.36N666.4174.6-10.7-136.91044.1784.661006.21070.8726.51070.75下端M-27.2-10.6-11.5-129.8-47.39-48.62-60.34-47.02-207-207.61N684.7174.6-10.7-13.85

22、1066.1806.591028.11095.4908.41095.43全段V-35.9-3.840.974.90-48.46-41.72-46.70-52.23-39.0-52.23底层 边 柱上端M22.458.29-5.63-112.438.5519.0630.2938.43-114-114.26N813.3160.2-12.7-191.61200.3958.291161.91255823.11254.99下端M10.284.15-10.5-208.918.15-2.294.4017.95-256-256.64N843.9160.2-12.7-191.61236.6994.971198.

23、61296.3859.71296.26全段V2.700.921.0721.424.534.745.754.5531.6431.64底 层 中 柱上端M-14.0-6.01-12.2-130.3-25.23-33.86-39.73-24.80-189-189.86N818.3228.6-21.0-211.31302.0952.501243.51328.7844.51328.73下端M-7.013.11-22.6-246.1-4.07-40.08-33.00-6.42-326-326.45N843.9220.6-21.0-211.31321.5983.221264.11355.5870.41355.45全段V-35.9-3.043.4838.58-47.33-38.21-42.52-51.445.25-51.44M组合结果按照max柱内立组合层次柱位置VN五层边柱上端110.32-46.94271.08下端68.29-40.9274.94中柱上端68.29-46.94271.08下端68.29-40.9274.94