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武汉科技大学本科毕业设计
28.5528.5580.74102.7221.98110.21120.6619.5630.00147.19133.0654.2140.08179.05152.9674.8448.75209.37160.07106.3057.00222.60152.25130.9660.61227.65137.38152.2561.98283.33162.78197.6977.14152.2521.98102.7280.7430.00120.6619.56110.2140.08133.0654.21147.1948.75152.9674.84179.0557.00160.07106.30209.3760.61130.96222.6028.5528.5534.4833.650.8334.480.8333.6538.6243.775.1538.625.1543.7739.3647.848.4839.368.4847.8437.6056.9819.3837.6019.3856.9832.4360.8028.3732.4328.3760.8021.2657.8336.5761.98137.38152.25227.6577.14162.78197.69283.3321.2636.5757.8317.2171.8854.6717.2154.6771.88174.06398.54398.54174.06ABCD
图4.10 水平地震作用弯矩图(KN·M)
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武汉科技大学本科毕业设计
8.0221.538.029.2410.1040.7629.3940.769.2410.1013.2113.3158.2939.2558.2913.3113.2115.7015.3369.3047.7569.3015.3315.7019.5818.0986.4255.8086.4218.0919.5821.9919.2797.0159.3697.0119.2721.9923.0019.02101.5060.71101.5019.0223.0025.3123.65111.6975.55111.6923.6525.3136.09105.91105.9136.09ABCD
图4.11 水平地震作用剪力图(KN)
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武汉科技大学本科毕业设计
8.0213.5113.518.0218.1232.8032.8018.1231.4358.7458.7431.4346.7691.1691.1646.7664.85128.87128.8764.8584.12168.96168.9684.12103.14210.65210.65103.14126.79262.55262.55126.79ABCD
图4.12 水平地震作用轴力图(KN)
5 内力组合
多种荷载作用在结构上必须考虑荷载组合,依据不同荷载内力计算结果,取控制截面进行内力组合,梁控制截面选取左、右支座和跨中截面,柱取上、下截面.一般列表进行(组合过程详见表5.1和表5.2)
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武汉科技大学本科毕业设计
按<高层建筑混凝土结构技术规程>(JGJ-2002)规定，需有无地震及有震两种组合，次工程考虑如下：
无震组合： ①S=1.35恒+0.7×1.4活; (以恒载为主) ②S=1.2恒+1.4(活+0.6×风); (以活载为主) ③S=1.2恒+1.4(0.7×活+风); (以活载为主)
表5.1 梁内力组合表
① ② SQK ③ SWK 1.35①+ 1.2①+ 1.2①+1.4 1.2④+ 1.4* 1.4（②+ （0.7*②+ 1.3⑤ SGE SEHK 0.7② 0.6*③） ③） ?29 -89.3 -91.8 109.5 78.62 121.3 -121 -426 326 219.8 -101 109.9 77.18 -111 -114 -473 349.4 218 -105 111.2 77.66 -118 -116 -492 354.9 217.8 -110 112.7 77.66 -123 -118 -510 359.7 217.8 -88.12 102.07 72.278 114.33 -112.5 -400.5 302.8 188.34 -99.26 103.17 70.334 -107.4 -107 -457.5 329.04 187.3 -107.3 105.63 70.814 -118.3 -110.3 -490.5 338.24 187.06 -115.4 108.2 70.814 -126.4 -112.9 -520.5 346.25 187.06 -112.2 103.13 66.54 129.37 -112.7 -455.9 302.73 159.84 -121.9 104.33 64.14 -126.5 -107.8 -524.1 332.15 159.48 -134.2 108.08 64.62 -141 -112.4 -570.8 344.97 159.24 -139.5 110.71 64.62 -152.2 -115 -612.3 356.02 159.24 ④ ⑤ 层梁跨截面内力M SGK 八 七 六 五 AB 中 M 47.9 15.1 右 V V M 梁BC 端 AB 中 M 45.3 16.3 右 M V V M -68 215 -21 梁BC 端AB 中 M 45.7 16.3 右 M V V M 梁BC 端AB 中 M 45.7 16.3 右 M V V -69 -21.1 215 梁BC 端 左 中 M 95.7 左 中 M 96.3 73.2 左 中 M 96.1 73.2 左 中 M 96.1 73.2 -55 -15.6 ?5.1 -63 - 55.5 V 67.5 19.5 ±1.4 77.3 ±8.02 110.2 - 79.46 ±22 ?8 120 -122 -419 202.7 -93.2 M 73.2 21.6 ±3.8 84 -74 -21.7 ?1.4 -85 199 M -253 -78.9 ?14 -292 ?81 75 0 133 -65 0 ?34 60.1 ±3.73 229 ±21.5 327.4 -57 -17.3 ?10 V 65.9 20.2 ±3.07 76 ±10.1 108.8 - 53.5 -73 ?3.1 -79 - 77.13 ?30 ?10 -104 -113 -453 349 201.7 -92.2 -63 -19.4 ?9 M -277 -80.7 ?33 -317 ?110 60.1 ±8.76 245 ±29.4 0 133 -64 0 ?44 -56 -17.1 ?17 V 65.6 20.1 ±5.15 75.7 ±13.3 108.3 - 53.9 -74 - 77.67 ?40 ?13 -106 -113 -451 349 201.5 -92.2 -64 -19.7 ?16 -69 -21.1 ?5.2 -79 215 M -276 -80.3 ?58 -316 ?147 60.1 ±15.3 245 ±39.3 0 133 -64 53.9 -74 -79 0 ?48 -56 -17.1 ?23 - ?7 V 65.6 20.1 ±6.99 75.7 ±15.3 108.3 - 77.67 ?49 ?15 -106 -113 -451 349 201.5 -64 -19.7 ?21 M -276 -80.3 ?79 -316 ?179 60.1 ±21.1 245 ±47.8 - 133 - - 40 –