框架內(nèi)力組合

第七章框架力組合結(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(lèi)型、地震烈度、房屋高度等因素，查規(guī)得到，該框架結(jié)構(gòu)，高度＜30m，地處抗震設(shè)防烈度為7度的地區(qū)，因此該框架為三級(jí)抗震等級(jí)?？蚣芰毫M合梁力控制截面一般取兩端支座截面及跨中截面。支座截面力有支座正、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)都達(dá)到它們?cè)谠O(shè)計(jì)基準(zhǔn)期的最大值的概率較小，且對(duì)某些控制截面來(lái)說(shuō)，并非全部可變荷載同時(shí)作用時(shí)其力最大，因此應(yīng)進(jìn)行荷載效應(yīng)的最不利組合。本框架考慮了五種力組合，《1》1.2恒+1.4活，《2》1.2恒+1.4風(fēng)，《3》恒+031.4（活+風(fēng)），《4》1.35恒+0.7X1.4活，《5》1.2（恒+0.5活）+1.3水平地震。梁最不利力選?。?M、-M、-V;maxmaxmax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(guò)引入承載力抗震調(diào)整系數(shù)Y來(lái)提高其承載力。RE表^—承載力抗震調(diào)整系數(shù)理re受彎梁/亠 r、 RE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)一共考慮了五種力組合式。桿截力荷載類(lèi)型力組合結(jié)果組合一：考慮左風(fēng)左震：桿截力 荷載類(lèi)型 力組合 結(jié)果

件面恒活左風(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-39.63-9.550.7916.33-60.93-46.45-58.59-62.86-32.06-62.86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-.3-.3中左M-18.90-6.633.2770.05-31.96-18.10-26.91-32.0164.4164.41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-18.90-6.635.5797.60-31.96-14.88-24.02-32.01100.22100.22

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-18.90-7.268.34115.06-32.84-11.00-21.31-32.63122.54122.54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-18.90-9.6216.93130.34-36.151.02-13.47-34.94140.99140.99跨中M-17.37-8.180.000.00-32.30-20.84-31.15-31.47-25.75-32.30組合二：考慮右風(fēng)右陣：荷載類(lèi)型力組合結(jié)果桿件截面力恒活右風(fēng)地震《1》《2》《3》《4》《5》頂右M-54.22-15.34-0.79-16.53-86.54-66.17-85.39-88.23-95.76-95.76層中M75.886.680.1052.22100.4091.2099.60108.9897.95108.98

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左跨左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左跨左M-58.30-24.547.6663.32-104.3-59.24-91.23-102.7-2.37-104.3中左M-18.90-6.63-5.57-97.6-31.96-30.48-38.05-32.01-.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-58.30-24.5410.4773.32-104.3-55.30-87.69-102.710.63-104.3

跨中左M-18.90-6.63-8.34-115.1-31.96-34.36-41.54-32.01-176.2-31.96跨中M-17.37-5.200028-20.84-27.40-28.55-23.96-28.55底右M-55.23-23.40-17.1-131.3-99.04-90.27-117.36-97.49-251.0-90.27層中M53.6743.250.005-9.44124.9564.41118.91114.8478.08124.95左跨左M-58.30-24.5417.15112.44-104.3-45.95-79.27-102.761.49-104.3中左M-18.90-6.63-16.9-130.3-31.96-46.38-52.37-32.01-196.1-31.96跨中M-17.37-5.2000-28.12-20.84-27.40-28.55-23.96-28.55框架柱力組合框架柱是偏心受壓構(gòu)件，其主要力是彎矩和軸力。采用對(duì)稱(chēng)配筋時(shí)，由大偏心受壓控制的組合項(xiàng)為M［、與相應(yīng)的N、V以及N 與相應(yīng)的M、N；max min由小偏心受壓控制的組合項(xiàng)為Nma與相應(yīng)的M、V。max對(duì)于柱的最不利組合的確定，遵循以下原則N相差不多時(shí)，M大的不利M相差不多時(shí)，凡M/N>0.3h°的，N小的不利；M/Nw0.3h°的，N大的不利。本次計(jì)算的結(jié)果符合條件(1)，具體的力組合選擇見(jiàn)后配筋計(jì)算。桿件截面力荷載類(lèi)型力纟!目合恒活風(fēng)地震《1》《2》《3》《4》《5》結(jié)果五層邊柱上、山端M67.7819.20-1.00-20.97108.2279.94104.27110.3265.60110.32N.016.20-0.30-6.25249.53226.43246.88271.08228.4271.08下、山端M39.9614.53-1.85-38.9468.2945.3663.9368.196.0568.29N210.216.20-0.30-6.25274.94251.84272.30299.67253.9299.67

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、山端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、山端M-27.2-11.3-2.62-55.94-48.44-36.26-50.16-47.76-112-112.11N215.422.68-0.66-7.36290.21257.53286.20312.99262.5312.99全段V22.82-0.340.357.6926.9127.8727.4030.4837.1837.18四層邊柱上、山端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、山端M39.3616.46-1.85-63.0070.2844.6465.6469.27-24.870.28N352.552.20-0.30-6.25496.12422.62488.43527.07446.3527.07全段V-35.9-0.580.287.00-43.89-42.68-43.45-49.03-34.3-49.03四層中柱上、山端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、山端M-27.28.82-2.62-85.62-20.24-36.26-24.78-28.02-.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層邊柱上、山端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、山端M39.3616.464.98-77.3970.2854.2074.2569.27-43.574.25N494.888.80-3.78-66.35718.13588.52700.93755.06560.8755.06全段V-35.9-1.39-3.024.69-45.03-47.31-48.64-49.83-37.8-49.83層中柱上、山端M-22.1-12.3-6.36-91.06-43.73-35.42-50.02-41.88-.27N504.1120.6-6.2081.77773.84596.32749.15798.82783.7798.82下、山端M-27.2-16.5-8.25-110.1-55.64-44.14-63.73-52.80--.55N524.6120.6-6.20-81.77798.30620.78773.60826.33595.5826.33全段V-35.91.390.636.33-41.13-42.20-40.53-47.10-34.0-47.10層邊柱上、山端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、山端M40.5718.31-6.70-89.6174.3239.3063.3172.71-56.874.32N684.7124.2-6.93-110.3995.50811.91969.381046.0752.71046.03

全段V-35.9-2.010.405.43-45.89-42.52-45.10-50.43-37.2-50.43層中柱上、山端M-22.1-22.1-8.54-115.1-57.46-38.48-65.13-51.49-.36N666.4174.6-10.7-136.91044.1784.661006.21070.8726.51070.75下、山端M-27.2-10.6-11.5-129.8-47.39-48.62-60.34-47.02-207-207.61N684.7174.6-10.7-13.851066.1806.591028.11095.4908.41095.43全段V-35.9-3.840.974.90-48.46-41.72-46.70-52.23-39.0-52.23底層邊柱上、山端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、山端M10.284.15-10.5-208.918.15-2.294.4017.95-256-256.64N843.9160.2-12.7-191.61236.6994.971198.61296.3859.71296.26全段V2.700.921.0721.424.534.745.754.5531.6431.64底層中柱上、山端M-14.0-6.01-12.2-130.3-25.23-33.86-39.73-24.80--.86N818.3228.6-21.0-211.31302.0952.501243.51328.7844.51328.73下、山端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-35.9-3.043.4838.58-47.33-38.21-42.52-51.445.25-51.44按照|M I組合結(jié)果I 1 max 柱立組合層次柱位置VN五層邊柱1亠山上端110.32-46.94271.08下端68.29-40.9274.94中柱1亠山上端68.29-46.94271.08下端68.29-40.9274.94四層邊柱1亠山上端56.22-43.89471.66下端70.28-43.89496.12中柱1亠山上端-124.65-40.45449.90

下端-.61-40.45474.36三層邊柱