某中学教学楼设计毕业设计 - 图文 (5)

续表 2 1 5 4 66.24 62.96 39.43 28.35 17.19 16.81 23.50 72.71 69.81 39.43 28.35 17.19 16.81 23.50 56.92 64.17 28.81 60.07 81.19 101.08 104.90 41.89 43.47 28.81 60.07 81.19 101.08 104.90 12.66 13.50 JK 3 跨 2 1 表7-2 M5及x值计算

项目 跨 5 4 GJ跨 3 2 1 5 4 JK跨 2 3 l（m） R1 (kN) x (m) 3.28/3.63 3.11/3.98 2.96/4.15 2.86/4.25 2.79/4.31 0.08/2.93 -1.66/4.66 -2.78/5.78 -3.82/6.82 M5（kN?m） 69.43/76.79 61.42/78.62 7.2 58.33/81.88 56.40/83.85 55.13/85.03 1.04/39.46 -21.06/59.04 -35.14/73.12 -48.40/86.38 69.53/95.13 63.43/124.28 71.49/155.0 71.37/168.87 78.0/184.46 -10.58/47.33 -31.72/151.87 -64/226.39 -84.27/286.44 3.0 1

-50.94/86.92 -4.02/6.87 -81.4/285.19 39

表7-3 梁的内力组合表

荷载类型 层位内号 置 力 M V M V M V M1 M2 M V M V M V M1 M2 M V M V M V M1 M2 M V M V M V M1 M2 M V M V 恒载① -52.59 68.24 -70.66 72.96 -32.2 18.84 65.19 7.07 -47.23 47.27 -52.09 48.63 -20.31 13.37 43.2 5.01 -44.27 47.29 -49.06 48.61 -11.22 13.37 43.2 5.01 -44.41 47.3 -49.1 48.6 -10.92 13.37 43.2 5.01 -42.27 47.3 -46.91 48.6 活载② -5.07 5.41 -6.14 6.11 -1.31 1.41 5.19 0.53 -20.5 22.29 -22.7 23.88 -6.63 5.63 20.77 2.11 -21.5 22.49 -23.1 23.6 -6.21 5.63 20.77 2.11 -21.6 22.58 -23.1 23.58 -6.18 5.63 20.77 2.11 -20.4 22.37 -22.5 23.79 地震③ -17.13 -3.69 -9.43 -3.69 -22.11 -14.77 -3.8 0 -28.59 -6.68 -19.52 -6.68 -46.78 -31.19 -4.66 0 -39.86 -9.15 -26.01 -9.15 -63.63 -42.42 -6.71 0 -44.69 -10.8 -33.07 -10.8 -79.24 -52.83 -5.78 0 -50.36 -11.77 -34.36 -11.77 竖向荷载组合 1.2*①+1.4*② -70.206 89.462 -93.388 96.106 -40.474 24.582 85.494 9.226 -85.432 87.93 -94.33 91.788 -33.654 23.926 80.918 8.966 -83.266 88.234 -91.17 91.372 -22.158 23.926 80.918 8.966 -83.504 88.372 -91.246 91.332 -21.756 23.926 80.918 8.966 -79.284 88.078 -87.834 91.626 40

地震与竖向荷载组合 1.2*(①+0.5*②）±1.3*③ -88.419 80.337 -100.735 86.421 -68.169 4.253 76.402 8.802 -106.167 61.414 -101.522 64 -89.164 -21.125 58.244 7.278 -117.86 58.347 -106.527 60.597 -99.909 -35.724 55.579 7.278 -124.337 56.268 -115.765 58.428 -119.824 -49.257 56.788 7.278 -128.432 54.881 -114.478 57.293 -43.881 89.931 -76.217 96.015 -10.683 42.655 86.282 8.802 -31.833 78.782 -50.77 81.368 32.464 59.969 70.36 7.278 -14.224 82.137 -38.901 84.387 65.529 74.568 73.025 7.278 -8.143 84.348 -29.783 86.508 86.2 88.101 71.816 7.278 2.504 85.483 -25.142 87.895 G J左 J右 跨中 G J左 J右 跨中 G J左 J右 跨中 G J左 J右 跨中 G 1

5 4 3 2 J左 1.35*①+1.4*0.7*② -75.9651 97.4258 -101.4082 104.4838 -44.7538 26.8158 93.0927 10.0639 -83.8897 85.6587 -92.5969 89.0529 -33.9159 23.5669 78.6746 8.8313 -80.8639 85.8817 -88.8396 88.7515 -21.2328 23.5669 78.6746 8.8313 -81.1019 85.9834 -88.9132 88.7184 -20.7984 23.5669 78.6746 8.8313 -77.0565 85.7776 -85.4079 88.9242 续表

J M -15.9 -7.32 -82.34 右 V 13.37 5.63 -54.89 跨M1 43.2 20.77 -7.96 中 M2 5.01 2.11 0 注：表中M单位kN?m N单位:kN

-29.328 23.926 80.918 8.966 -28.6386 23.5669 78.6746 8.8313 -130.514 83.57 -51.935 90.779 53.954 74.65 7.278 7.278 7.2 框架柱内力组合

框架柱取每层柱顶和柱底两个控制截面组合结果来讨论，其具体的计算结果和过程见表7-5、表7-6。表中系数?是考虑计算截面以上各层活载不总是同时满布而对楼面均布活载的一个折减系数，取值则根据表7-4取值，

表7-4 活荷载按楼层的折减系数β

墙、柱、基础计算、 截面以上的层数 计算截面以上各楼层 活荷载总和的折减系数

1 2～3 4～5 6～8 9～20 ≥20 1.00（0.9） 0.85 0.70 0.65 0.60 0.55 41

表7-5 G柱的内力组合表

G柱的内力组合 荷载类型 层位内号 置 力 恒载① 柱M 5 61.87 活载② 4.18 18.12 -8.09 18.12 8.82 91.21 -8.87 91.21 10.27 164.5 地震③ 1.2*①+1.4*② 80.096 330.972 -55.57 359.436 34.788 739.442 -45.07 767.906 44.222 竖向荷载组合 1.35*①+1.4*0.7*② 87.6209 361.5621 -57.7027 393.5841 33.8886 777.6023 -45.4261 809.6243 43.6391 竖向荷载与地震作用组合 1.2*(①+0.5*②)?1.3*③ 54.483 311.679 -56.521 340.143 -2.012 652.993 -53.99 681.457 0.204 991.24 -62.622 99.021 321.273 -41.675 349.737 57.476 679.955 -21.958 708.419 71.808 1041.992 -14.886 -17.13 17.13 -3.69 -5.71 -3.69 3.69 5.71 -3.69 顶 N 254.67 柱M -36.87 底 N 278.39 柱M 18.7 -22.88 22.88 -10.37 10.37 -12.32 12.32 -10.37 10.37 -27.54 27.54 4 顶 N 509.79 柱M -27.21 底 N 533.51 柱M 24.87 3 顶 N 764.93 -19.52 19.52 1148.216 1193.8655 -47.37 -46.8831 柱M -26.91 -10.77 -18.36 18.36 底 N 788.67 柱M 25.34 164.5 10.91 -19.52 19.52 1176.704 1225.9145 1019.728 1070.48 -26.33 26.33 45.682 44.9008 2.725 71.183 2 顶 N 1020.1 237.88 -30.32 30.32 1557.152 1610.2574 1327.432 1406.264 柱M -31.78 -13.01 -26.33 26.33 -56.35 -55.6528 -80.171 -11.713 底 N 1043.8 237.88 -30.32 30.32 1585.616 1642.2794 1355.896 1434.728 柱M 1 18.03 8.7 -24.06 24.06 33.816 32.8665 -4.422 58.134 顶 N 1275.3 311.05 -42.09 42.09 柱M 底 N -9.02 1299 -4.35 -56.13 56.13 1965.77 2026.4165 1662.213 1771.647 -16.914 -16.44 -86.403 59.535 311.05 -42.09 42.09 1994.234 2058.4385 1690.677 1800.111

42

表7-6 J柱内力组合表

J柱的内力组合 荷载类型 层位内恒载① 柱5 M -45.25 活载② -3.98 地震作用③ 1.2*①+1.4*② -59.872 392.842 29.518 421.306 -34.098 903.306 31.568 931.77 -43.24 竖向荷载组合 1.35*①+1.4*0.7*② -64.9879 426.9592 29.8222 458.9812 -33.7728 941.6241 31.3847 973.6461 -43.6351 竖向荷载与地震作用组合 1.2*(①+0.5*②)? 1.3*③ -98.314 358.286 -1.099 386.75 -88.055 756.743 -21.226 785.207 -106.509 -15.062 387.094 51.031 415.558 32.195 849.277 73.258 877.741 33.501 号 置 力 -32.02 -11.08 -20.05 -11.08 -46.25 -35.59 -36.34 -35.59 -53.85 -69.17 -51.74 -69.17 -60.57 -111.2 -60.57 -111.2 -56.13 -154.3 -63.3 -154.3 32.02 11.08 20.05 11.08 46.25 35.59 36.34 35.59 53.85 顶 N 柱M 297.98 25.19 17.96 321.7 5.69 25.19 -7.71 底 N 柱4 M -19.42 顶 N 柱M 606.49 125.4 18.21 6.94 底 N 柱3 630.21 125.4 -8.42 M -26.21 顶 N 柱M 914.98 225.3 17.94 938.7 8.4 225.3 -8.5 69.17 1413.354 1455.9876 1143.217 1323.059 51.74 33.288 32.451 -40.694 93.83 底 N 柱2 69.17 1441.818 1488.0096 1171.681 1351.523 60.57 -44.288 -44.7665 1970.318 39.9637 2002.34 -25.1383 -116.229 41.253 M -26.99 顶 N 柱M 1223.5 325.2 22.75 9.44 111.2 1923.362 60.57 40.516 1518.682 1807.802 -45.777 111.705 底 N 柱1 1247.2 325.2 -6.71 111.2 1951.826 56.13 -25.894 1547.146 1836.266 -93.495 52.443 M -13.75 顶 N 柱M 1531.9 425.2 6.87 3.36 154.3 2433.664 2484.8542 1892.856 2294.088 63.3 12.948 12.5673 -72.03 1921.32 92.55 2322.552 底 N 1555.7 425.2 154.3 2462.128 2516.8762 注：表中M单位 kN?mN单位:kN

43