11框架內(nèi)力組合

1、第七章框架內(nèi)力組合7.1 結(jié)構(gòu)抗震等級(jí)結(jié)構(gòu)的抗震等級(jí)可根據(jù)結(jié)構(gòu)類型、地震烈度、房屋高度等因素,查標(biāo)準(zhǔn)得 到,該框架結(jié)構(gòu),高度30m,地處抗震設(shè)防烈度為7度的鄭州地區(qū),因此該框 架為三級(jí)抗震等級(jí).7.2 框架梁內(nèi)力組合梁內(nèi)力限制截面一般取兩端支座截面及跨中截面.支座截面內(nèi)力有支座正、 負(fù)彎矩及剪力,跨中截面一般為跨中正截面.結(jié)構(gòu)或結(jié)構(gòu)構(gòu)件在使用期間,可能遇到同時(shí)承受永久荷載和兩種以上可變 荷載的情況.但這些荷載同時(shí)都到達(dá)它們在設(shè)計(jì)基準(zhǔn)期內(nèi)的最大值的概率較小, 且對(duì)某些限制截面來說,并非全部可變荷載同時(shí)作用時(shí)其內(nèi)力最大,因此應(yīng)進(jìn) 行荷載效應(yīng)的最不利組合.本框架考慮了五種內(nèi)力組合,?1?1.2恒+1

2、.4活,?2?1.2恒+1.4風(fēng),?3? 1.2恒+0.9X1.46舌+ 風(fēng),?4?1.35恒+0.7X 1.4活,«5» 1.2恒+0.5 活+1.3 水平 地震.梁最不利內(nèi)力選?。?M max、- M max、- Vmax；從理論上講,抗震設(shè)計(jì)中采用的材料強(qiáng)度設(shè)計(jì)值應(yīng)高于非抗震設(shè)計(jì)時(shí)的材 料強(qiáng)度設(shè)計(jì)值.但為了應(yīng)用方便,在抗震設(shè)計(jì)中仍采用非抗震設(shè)計(jì)時(shí)的材料強(qiáng)度設(shè)計(jì)值,而是通過引入承載力抗震調(diào)整系數(shù)re來提升其承載力表6.1承載力抗震調(diào)整系數(shù) RE受彎梁偏壓柱受剪軸壓比0.15軸壓比0.150.750.750.800.85鑒于時(shí)間有限,本畢業(yè)設(shè)計(jì)一共考慮了五種內(nèi)力組合方式.

3、組合一：考慮左風(fēng)左震：桿截內(nèi)內(nèi)力組合結(jié)果件面力恒活左風(fēng)地震«1»«2»«3»«4»«5»頂右M-54.22-19.420.7916.53-92.25-63.96-88.54-92.23-55.23-92.25層中M75.886.68-0.11-2.22100.4090.9199.33108.9892.18108.98左跨左M-72.67-15.36-1.00-20.97-108.7-88.60-107.82-113.2-123.7-123.7中左M-39.63-9.550.7916.33-60.

4、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右M-55.23-23.403.3071.05-99.04-61.66-91.60-97.4912.05-99.04層中M53.6743.25-0.4714.53124.9563.75118.31114.84109.24124.95左跨左M-58.30-24.52-4.24-42.00-104.2-75.90-106.20-102.7-139.3-139.3中左M-18.90-6.633.2770.05-31.96

5、-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右M-55.23-23.405.6492.16-99.04-58.38-88.65-97.4939.49-99.04層中M53.6743.25-1.0114.42124.9562.99117.63114.84109.10124.95左跨左M-58.30-24.20-7.66-63.32-103.8-80.68-110.10-102.4-166.8-166.8中左M-18.90-6.635.5797.60-31.96-14.

6、88-24.02-32.01100.22100.22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層中M53.6743.25-0.9719.96124.9563.05117.68114.84116.30124.95左跨左M-58.30-23.00-10.5-73.32-102.2-84.62-112.13-101.3-179.1-179.1中左M-18.90-7.268.34115.06-32.84-11.

7、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層中M53.6729.220.009.44105.3164.40101.21101.0994.21105.31左跨左M-58.30-21.28-17.2-112.4-99.75-93.97-118.38-99.56-228.9-228.9中左M-18.90-9.6216.93130.34-36.151.02-1

8、3.47-34.94140.99140.99跨中M-17.37-8.180.000.00-32.30-20.84-31.15-31.47-25.75-32.30組合二：考慮右風(fēng)右陣:桿件截面內(nèi)力內(nèi)力組合結(jié)果恒活右風(fēng)地震«1»«2»«3»«4»«5»頂層右M-54.22-15.34-0.79-16.53-86.54-66.17-85.39-88.23-95.76-95.76中M75.886.680.1052.22100.4091.2099.60108.9897.95108.98左跨左M-72.67

9、-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右M-55.23-23.40-3.3-71.05-99.04-70.90-99.92-97.49-172.7-172.68層中M53.6743.250.47-14.53124.9565.06119.49114.8471.47124.95左左M-58.30-24.544.24

10、42-104.3-64.02-95.54-102.7-30.08-104.3跨中左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右M-55.23-23.40-5.64-92.16-99.04-74.17-102.87-97.49-200.1-200.1層中M53.6743.251.01-14.42124.9565.82120.17114.8471.61124.95左左M-58.30-24.547.6663.32-104

11、.3-59.24-91.23-102.7-2.37-104.3跨中左M-18.90-6.63-5.57-97.6-31.96-30.48-38.05-32.01-153.5-30.48跨中M-17.37-5.1600-28.07-20.84-27.35-28.51-23.94-28.51二右M-55.23-23.40-8.54-113.2-99.04-78.23-106.52-97.49-227.5-227.5層中M53.6743.250.965-19.96124.9565.76120.11114.8464.41124.95左左M-58.30-24.5410.4773.32-104.3-55.

12、30-87.69-102.710.63-104.3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底層左跨右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-58.30-24.5417.15112.44-104.3-45.95-79.27

13、-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-17.37-5.2000-28.12-20.84-27.40-28.55-23.96-28.557.3 框架柱內(nèi)力組合框架柱是偏心受壓構(gòu)件,其主要內(nèi)力是彎矩和軸力.采用對(duì)稱配筋時(shí),由 大偏心受壓限制的組合項(xiàng)為|Mmax、與相應(yīng)的N、V以及Nmin與相應(yīng)的M、N ； 由小偏心受壓限制的組合項(xiàng)為 Nmax與相應(yīng)的M、V o對(duì)于柱的最不利組合確實(shí)定,遵循以下原那么(1) N相差不多時(shí),M大的不利(2) M相差不多時(shí),凡 M/N >0

14、.3 h0的,N小的不利；M/N <0.3 %的,N大的不利.本次計(jì)算的結(jié)果符合條件(1),具體的內(nèi)力組合選擇見后配筋計(jì)算.桿 件截 面內(nèi) 力荷載類型內(nèi)力組合恒活風(fēng)地震«1»«2»«3»«4»«5»結(jié)果五上M67.7819.20-1.00-20.97108.2279.94104.27110.3265.60110.32層端N189.016.20-0.30-6.25249.53226.43246.88271.08228.4271.08邊下M39.9614.53-1.85-38.9468.294

15、5.3663.9368.196.0568.29柱端N210.216.20-0.30-6.25274.94251.84272.30299.67253.9299.67全段V-35.91.560.285.99-40.90-42.68-40.76-46.94-34.4-46.94五 層 中 柱上端M-41.3-12.3-1.58-32.86-66.83-51.78-67.10-67.85-99.7-99.69N195.22.68-0.66-7.36265.76233.09261.76285.49238.1285.49下 端M-27.2-11.3-2.62-55.94-48.44-36.26-50.16

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 層 邊 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M39.3616.46-1.85-63.0070.2844.6465.6469.27-24.870.28N35

17、2.552.20-0.30-6.25496.12422.62488.43527.07446.3527.07全段V-35.9-0.580.287.00-43.89-42.68-43.45-49.03-34.3-49.03四 層 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-27.28.82-2.62-85.62-20.24-36.26-24.78-28.02-138-138.61N369.966.

18、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 層 邊 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 端M39.3616.464.98-77.3970.2854.2074.2569.27-43.574.25N494.888.80-3.78-66.3571

19、8.13588.52700.93755.06560.8755.06全段V-35.9-1.39-3.024.69-45.03-47.31-48.64-49.83-37.8-49.83三 層 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-27.2-16.5-8.25-110.1-55.64-44.14-63.73-52.80-185-185.55N524.6120.6-6.20-81.77798.30

20、620.78773.60826.33595.5826.33全段V-35.91.390.636.33-41.13-42.20-40.53-47.10-34.0-47.10二層 邊 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M40.5718.31-6.70-89.6174.3239.3063.3172.71-56.874.32N684.7124.2-6.93-110.3995.50811.91969.3810

21、46.0752.71046.03全段V-35.9-2.010.405.43-45.89-42.52-45.10-50.43-37.2-50.43二上M-22.1-22.1-8.54-115.1-57.46-38.48-65.13-51.49-189-189.36層端N666.4174.6-10.7-136.91044.1784.661006.21070.8726.51070.75中下M-27.2-10.6-11.5-129.8-47.39-48.62-60.34-47.02-207-207.61柱端N684.7174.6-10.7-13.851066.1806.591028.11095.490

22、8.41095.43全段V-35.9-3.840.974.90-48.46-41.72-46.70-52.23-39.0-52.23底上M22.458.29-5.63-112.438.5519.0630.2938.43-114-114.26層端N813.3160.2-12.7-191.61200.3958.291161.91255823.11254.99邊下M10.284.15-10.5-208.918.15-2.294.4017.95-256-256.64柱端N843.9160.2-12.7-191.61236.6994.971198.61296.3859.71296.26全段V2.700.

23、921.0721.424.534.745.754.5531.6431.64底上M-14.0-6.01-12.2-130.3-25.23-33.86-39.73-24.80-189-189.86層端N818.3228.6-21.0-211.31302.0952.501243.51328.7844.51328.73中下M-7.013.11-22.6-246.1-4.07-40.08-33.00-6.42-326-326.45柱端N843.9220.6-21.0-211.31321.5983.221264.11355.5870.41355.45全段V-35.9-3.043.4838.58-47.33-38.21-42.52-51.445.25-51.44根據(jù)M max |組合結(jié)果柱內(nèi)立組合層次柱位置VN五層邊柱上端110.32-46.94271.08下端68.29-40.9274.94中柱上端68.29-46.94271.08下端68.29-40.9274.94四層邊柱上端56.22-