毕业设计 - 图文

辽宁科技大学本科生毕业设计 第38页

注：表中M以左侧受拉为正，单位为KN.m。N以受压为正，单位为KN。其它层楼面作用活荷载对应的内力值。

层截内SGK SQK 6 柱 顶 柱 底 SWK SEK 1.2SGK+1.4(SQK+SWK) ??1.2?S?0.5S??1.3S? 1.35SGK? 1.2SGK? 表8.3 横向框架A柱柱端组合弯矩设计值调整 REGKQKEKMNmin MAXNmax 层 次 截 面 ?RE??Mc??c?Mb? ?REN 5 柱 顶 柱 底 4 柱 顶 柱 底 3 柱 顶 81.53 523.05 柱 底 85.26 536.45 2 柱 顶 76.44 655.1 柱 底 96.72 668.49 1 柱 顶 74.61 789.85 柱 底 162.75 806.6 表8.4 横向框架A柱剪力组合（KN） 层 次 6 5 4 3 2 1 SGK SQK SWK SEK 13.4 26.2 36.6 44.5 50 64.4 ?n1.2SGK+1.4(SQK+SWK) ? -34.4616 -16.6728 -16.842 -15.2328 -15.1926 -3.4542 ? -37.4856 -22.9728 -26.166 -27.5808 -30.0606 -20.5902 ?RE1.2?SGK?0.5SQK??1.3SEK?? 1.35SGK? SQK ? -10.272 13.242 22.23 29.9955 34.6065 55.1445 ? -36.402 -37.848 -49.14 -56.7795 -62.8935 -70.4355 -37.3975 -20.138 -21.9375 -21.8365 -23.071 -12.3685 1.4 SQK -37.004 -20.548 -22.26 -22.16 -23.426 -12.41 1.2SGK???Mb?Mt??cc?RE??vc???H????n?? 41.26 42.89 55.69 64.34 71.28 62.5 -22.25 -11.08 -12.25 -12.19 -12.86 -7.11 -7.36 -5.18 -5.4 -5.38 -5.71 -2.77 1.2 2.5 3.7 4.9 5.9 6.8 ???Mb?Mt??cc注: 表中V以绕柱端顺时针为正。?RE??vc???H????为相应于本层柱净高上下两端的剪力设计值。

辽宁科技大学本科生毕业设计 第39页 ? 6 柱顶 柱底 柱顶 柱底 柱顶 柱底 柱顶 柱底 柱顶 柱底 柱顶 柱底 M N M N M N M N M N M N M N M N M N M N M N M N -19.835 148.247 16.526 163.132 -5.82 256.792 12.136 271.677 -7.299 351.334 12.136 366.219 -7.299 445.786 12.078 460.671 -7.472 540.238 12.239 555.123 -3.067 634.996 1.534 625.539 -6.27 44.562 6.302 44.562 -3.026 86.734 5.512 86.734 -3.292 129.095 5.512 129.095 -3.292 171.456 5.486 171.456 -3.37 213.829 5.564 213.829 -1.38 256.007 0.69 256.007 -4.03 -1.15 2.7 -1.15 -7.7 -4.43 6.3 -4.43 -11.4 -9.96 9.32 -9.96 -13.44 -17.08 13.44 -17.08 -16.8 -26.9 16.8 -26.9 -15.12 -36.83 18.48 -36.83 -44.02 -12.6 29.24 -12.6 -79 -46.29 64.64 -46.29 -100.24 -97.14 100.24 -97.14 -121.94 -165.88 121.94 -165.88 -137.06 -248.19 137.06 -248.19 -135.75 -331.74 179.95 -331.14 -36.78 232.5955 31.17372 250.4575 -20.4988 411.8534 29.44632 429.7154 -27.2707 571.7109 33.25152 589.5729 -29.8411 729.457 38.34036 747.319 -34.3806 883.8161 42.86544 901.6781 -24.4704 1038.158 25.995 1026.81 ? -26.6244 235.4935 24.36972 253.3555 -1.09476 423.017 13.57032 440.879 1.45728 596.8101 9.76512 614.6721 4.02768 772.4986 4.47156 790.3606 7.9554 951.6041 0.52944 969.4661 13.632 1130.97 -20.5746 1119.621

? -63.5925 141.1902 46.2183 154.5867 -83.6247 225.0104 76.4268 238.4069 -105.785 279.5819 111.1368 292.9784 -126.942 316.6296 132.2304 330.0261 -141.875 340.452 147.1524 353.8485 -135.738 363.2531 177.1424 355.3268 ? 22.2465 165.7602 -10.7997 179.1567 70.4253 315.2759 -49.6212 328.6724 89.6835 469.0049 -84.3312 482.4014 110.841 640.0956 -105.553 653.4921 125.3922 824.4225 -120.115 837.819 128.975 1010.146 -173.76 1001.05 -33.0473 244.6955 28.6121 264.7902 -10.883 433.4032 21.8956 453.498 -13.1457 603.3959 21.8956 623.4907 -13.1457 773.2671 21.7913 793.3619 -13.4572 943.1503 22.08665 963.2451 -5.52045 1113.252 2.7609 1100.485 -32.58 240.2832 28.654 258.1452 -11.2204 429.578 22.28 447.44 -13.3676 602.3338 22.28 620.1958 -13.3676 774.9816 22.174 792.8436 -13.6844 947.6462 22.4764 965.5082 -5.6124 1120.405 2.8068 1109.057 -63.5925 141.1902 46.1567 154.5867 -83.6247 225.0104 76.4268 238.4069 -105.785 279.5819 111.1368 292.9784 -126.942 316.6296 132.2304 330.0261 -141.875 340.452 147.1524 353.8485 -135.738 363.2531 177.1424 355.3268 -63.5925 141.1902 46.1567 154.5867 -83.6247 225.0104 76.4268 238.4069 -105.785 279.5819 111.1368 292.9784 -126.942 316.6296 132.2304 330.0261 -141.875 340.452 147.1524 353.8485 -135.738 363.2531 177.1424 355.3268 -33.0473 244.6955 28.6121 264.7902 -10.883 433.4032 21.8956 453.498 -13.1457 603.3959 21.8956 623.4907 -13.3676 774.9816 21.7913 793.3619 7.9554 951.6041 0.52944 969.4661 13.632 1130.97 -20.5746 1119.621 5 4 3 2 1 表8.5 横向框架B柱弯矩和轴力组合

辽宁科技大学本科生毕业设计 第40页

表8.6 横向框架B柱柱端组合弯矩设计值调整

层 次 截 面 ?RE??Mc??c?Mb? ?REN 6 柱 顶 柱 底 5 柱 顶 柱 底 4 柱 顶 柱 底 3 柱 顶 98.64 640.1 柱 底 120.38 653.49 2 柱 顶 104.86 824.42 柱 底 134.69 837.82 1 柱 顶 104.33 柱 底 173.76 1010.15 1001.05 注：表中弯矩为相应于本层柱净高上、下两端弯矩设计 表8.7 横向框架B柱剪力组合（KN）

层 次 6 5 4 3 2 1 SGK SQK SWK SEK 26.16 51.3 71.6 87.1 97.9 90.2 ?n1.2SGK+1.4(SQK+SWK) ? 24.2694 17.835 21.6084 23.6004 27.5874 14.4474 ? 18.2214 5.235 2.9604 -0.5916 -2.6526 -9.7446 ?RE1.2?SGK?0.5SQK??1.3SEK?? 1.35SGK? SQK ? 39.2175 57.159 77.469 91.9965 103.224 89.4165 ? -11.7945 -42.876 -62.151 -77.8485 -87.681 -86.4735 22.0265 11.7035 12.509 11.6315 12.694 2.399 1.4 SQK 21.874 11.962 12.724 11.944 12.914 2.434 1.2SGK???Mb?Mtcc?RE??vc??H???????n?? 44.45 67.78 87.8 104.9 116.98 101.32 12.99 6.41 6.94 6.29 7.04 1.34 4.49 3.05 3.14 3.14 3.19 0.59 2.4 5 7.4 9.6 12 9.6 ???Mb?Mt??cc注: 表中V以绕柱端顺时针为正。?RE??vc???H????为相应于本层柱净高上下两端的剪力设计值。

注：表中M以左侧受拉为正，单位为KN.m。N以受压为正，单位为KN。，其它层楼面作用活荷载对应的内力值。

辽宁科技大学本科生毕业设计 第41页

表8.8 横向框架C柱弯矩和轴力组合

层次 6 截面 柱顶 柱底 柱顶 柱底 柱顶 柱底 柱顶 柱底 柱顶 柱底 柱顶 柱底 内力 M N M N M N M N M N M N M N M N M N M N M N M N SGK -31.168 124.96 16.087 139.811 -17.57 225.889 13.571 240.774 -18.408 314.877 13.571 330.762 -18.408 405.865 13.508 420.75 -18.597 495.853 13.691 510.738 -13.776 586.059 6.888 603.602 SQK -10.117 38.778 6.409 38.778 -8.27 79.125 6.14 79.125 -8.36 119.416 6.14 119.416 -8.36 159.707 6.111 159.707 -8.446 199.993 6.194 199.993 -6.264 240.794 3.132 240.794 SWK -4.03 -1.17 2.7 -1.17 -7.7 -4.49 6.3 -4.49 -11.4 -10.1 9.32 -10.1 -13.44 -17.32 13.44 -17.32 -16.8 -27.26 16.8 -27.26 -15.12 -37.31 18.48 -37.31 SEK -43.85 -13.03 29.23 -13.03 -78.54 -47.59 64.26 -47.59 -99.68 -99.79 99.68 -99.79 -121.24 -170.34 121.24 -170.34 -136.22 -255.03 136.22 -255.03 -126 -339.02 189 -339.02 1.2SGK+1.4(SQK+SWK) ? ? -55.2268 -45.0712 197.3381 200.2865 30.78174 23.97774 215.1593 218.1077 -41.2062 -21.8022 365.1069 376.4217 31.9596 16.0836 382.9689 394.2837 -46.9872 -18.2592 515.5906 541.0426 35.7648 12.2784 534.6526 560.1046 -49.5576 -15.6888 666.4456 710.092 40.84386 6.97506 684.3076 727.954 -54.1264 -11.7904 812.6672 881.3624 45.40164 3.06564 830.5292 899.2244 -43.475 -5.37264 959.6606 1053.682 35.49672 -11.0729 980.7122 1074.733 ?RE?1.2?SGK?0.5SQK??1.3SEK?? -75.3576 117.2099 45.8616 130.5758 -96.111 192.5061 77.6304 205.9026 -117.517 239.8313 112.1649 254.1278 -138.538 271.0652 133.1162 284.4617 -153.353 287.6103 147.9237 301.0068 -138.067 305.2659 191.8836 321.0546 5 4 3 2 1 1.35SGK? ? SQK 10.1499 -52.1938 142.6184 207.474 -11.1369 28.12645 155.9843 227.5229 57.042 -31.9895 285.3066 384.0752 -47.6766 24.46085 298.7031 404.1699 76.8588 -33.2108 434.4218 544.5 -82.2111 24.46085 448.7183 565.9447 97.8798 -33.2108 603.2282 707.6248 -103.302 24.3468 616.6247 727.7195 112.2765 -33.552 784.9188 869.3946 -117.705 24.67685 798.3153 889.4893 107.6328 -24.8616 966.3549 1031.974 -176.666 12.4308 982.1436 1055.657 1.2SGK? SQK -51.5654 204.2412 28.277 222.0624 -32.662 381.8418 24.8812 399.7038 -33.7936 545.0348 24.8812 564.0968 -33.7936 710.6278 24.765 728.4898 -34.1408 875.0138 25.1008 892.8758 -25.3008 1040.382 12.6504 1061.434 -63.5925 141.1902 46.1567 154.5867 -83.6247 225.0104 76.4268 238.4069 -105.785 279.5819 111.1368 292.9784 -126.942 316.6296 132.2304 330.0261 -141.875 340.452 147.1524 353.8485 -135.738 363.2531 177.1424 349.4768 MAXMNmin M -63.5925 141.1902 46.1567 154.5867 -83.6247 225.0104 76.4268 238.4069 -105.785 279.5819 111.1368 292.9784 -126.942 316.6296 132.2304 330.0261 -141.875 340.452 147.1524 353.8485 -135.738 363.2531 177.1424 349.4768 Nmax M -33.0473 244.6955 28.6121 264.7902 -10.883 433.4032 21.8956 453.498 -13.1457 603.3959 21.8956 623.4907 -13.3676 774.9816 21.7913 793.3619 7.9554 951.6041 0.52944 969.4661 13.632 1130.97 -20.5746 1119.621