柱底 柱顶 一 柱底 M N M N M N 66.055 640.256 -33.707 789.447 16.854 801.856 52.846 -16.258 16.258 15.427 -9.771 22.784 35.994 22.784 108.294 1011.289 -53.196 1263.501 -16.953 1278.392 139.594 1133.319 -69.993 1425.430 8.866 1440.321 153.816 1054.484 -80.554 1327.297 83.830 1342.187 166.907 1159.236 -86.408 1463.707 69.336 1478.598 140.963 1128.925 -71.931 1413.816 35.966 1430.568 75.518 851.387 -37.297 1046.615 -7.482 1063.367 269.979 -15.427 -26.966 9.771 355.166 -22.784 13.483 -35.994 355.166 -22.784
例表21（b） 基本组合时B柱的弯矩和轴力，弯矩单位为kN.m，轴力单位为kN
1.2Sgk+1.41.2Sgk+1.4Swk层截内Sgk 次 面 力 Sqk活 风 风 0.7Sqk活 +1.4Sqk活 柱顶 五 柱底 柱顶 四 柱底 柱顶 三 柱底 柱顶 二 柱底 柱顶 一 柱底 M N -1.853 -1.483 -55.327 0.859 55.327 -0.859 -81.135 2120.844 -50.774 2431.593 73.781 2118.439 42.175 2430.149 -3.955 2293.821 -48.976 1568.340 1161.199 741.023 M N M N -4.593 933.291 3.706 -3.675 561.621 2.965 -24.083 0.985 29.792 0.859 24.083 -0.985 -29.792 -0.859 -42.829 1671.717 49.062 2105.964 -30.886 1907.046 33.623 2416.717 24.603 1668.959 -34.356 2103.559 9.573 1905.391 -16.427 2415.274 -9.802 1810.331 7.909 2277.080 -26.430 1260.770 30.028 1551.588 M N M N -3.912 708.692 3.912 923.268 -3.129 382.948 3.129 561.621 -17.528 0.710 28.329 0.985 17.528 -0.710 -28.329 -0.985 -32.300 1226.713 47.421 1659.689 -23.799 1387.154 32.871 1895.018 16.778 1224.725 -31.900 1656.931 5.649 1385.961 -14.721 1893.364 -8.348 1332.023 8.348 1796.800 -20.005 957.331 29.078 1247.239 M N M N -3.912 484.042 3.912 698.669 -3.129 204.233 3.129 382.948 -10.198 0.397 21.423 0.710 10.198 -0.397 -21.423 -0.710 -22.038 781.555 37.753 1214.686 -17.641 867.110 27.070 1375.126 6.516 780.443 -22.231 1212.698 -0.509 866.443 -8.920 1373.934 -8.348 853.605 8.348 1318.492 -13.848 653.790 23.277 943.800 M N M N -3.912 259.937 3.912 474.019 -3.129 25.160 3.129 204.233 -3.925 0.170 15.296 0.397 3.925 -0.170 -15.296 -0.397 -13.256 336.819 29.175 769.527 -12.372 347.291 21.924 855.082 -2.266 336.343 -13.654 768.415 -5.778 347.006 -3.774 854.416 -8.348 375.572 8.348 840.074 -8.578 351.058 18.130 640.259 M N 12.110 249.914 1.226 25.160 7.829 0.170 -7.829 -0.170 26.694 324.792 22.825 335.264 右风 4.773 324.316 +1.4Sqk活 9.672 334.978 17.550 362.041 22.925 337.527 Swk左Swk右左风+1.4×左风活+1.4Swk右风×0.7Sqk活 风 ×0.6Swk×0.7Sqk×0.6Sqk1.35Sgk+1.4×0.6Swk左1.2Sgk+1.41.2Sgk+1.41.35Sgk+1.41148.790 741.034 例表23（a）基本组合时框架梁的轴力，轴力单位为kN
1.2Sgk+1.41.2Sgk+1.4Swk层次 剪Sgk 力 Sqk活 风 风 0.7Sqk活 +1.4Sqk活 A-B39.563 11.610 0.000 五 跨 B-C35.748 10.573 0.000 0.000 53.259 57.700 53.259 57.700 48.260 48.260 0.000 58.853 63.730 58.853 63.730 53.410 53.410 右风 +1.4Sqk活 Swk左Swk右左风+1.4×左风活+1.4Swk右风风 风 ×0.6Swk×0.7Sqk×0.6Swk×0.6Swk左×0.6Swk右1.2Sgk+1.41.2Sgk+1.41.35Sgk+1.41.35Sgk+1.41.35×0.65跨 A-B-16.651 9.911 10.464 -10.464 跨 四 B-C-14.699 9.458 跨 A-B1.982 跨 三 B-C1.982 跨 A-B3.680 跨 二 B-C3.518 跨 A-B-18.851 -15.081 31.703 -31.703 跨 一 B-C-17.895 -14.316 22.156 -22.156 跨 -4.485 -22.905 -66.522 -60.127 -5.547 -42.769 6.984 -17.104 -81.785 -70.365 1.182 -52.079 2.814 16.729 -16.729 30.400 22.214 -16.441 -5.891 18.802 -9.303 2.944 26.799 -26.799 44.820 31.049 -30.217 -13.974 27.479 -17.543 -1.605 13.782 -13.782 20.100 11.708 -18.489 -11.445 14.253 -8.901 -1.605 19.719 -19.719 28.412 16.695 -26.801 -16.433 19.240 -13.888 7.313 -7.313 1.868 1.745 -18.608 -10.541 -13.701 -25.987 4.381 2.684 -24.918 -14.896 -13.689 -31.269 -1-11177-4-3例表23（b） 基本组合时框架柱剪力，单位为kN
1.2Sgk+1.41.2Sgk+1.4Swk层剪Sgk 次 力 Sqk活 风 风 0.7Sqk活 +1.4Sqk活 A39.563 11.610 -1.572 1.572 柱 五 B-3.815 -1.037 -2.670 2.670 柱 A22.912 21.521 -3.573 3.573 柱 四 B-1.863 -1.490 -6.070 6.070 柱 A24.894 19.916 -5.459 5.459 柱 三 B-1.863 -1.490 -9.274 9.274 柱 A28.574 22.860 -7.345 7.345 柱 二 B-2.025 -1.620 -12.479 12.479 柱 A9.723 7.779 -8.801 8.801 柱 一 B-1.069 -0.855 -16.369 16.369 柱 -25.037 -16.230 20.796 11.270 -15.193 12.307 6.970 15.165 31.612 29.951 5.733 20.519 -21.488 -15.180 13.453 5.784 -13.216 7.749 46.409 60.123 66.975 72.463 32.405 44.745 -16.679 -12.112 9.288 3.469 -10.305 5.275 41.748 53.170 57.033 62.341 29.021 38.192 -12.194 -9.420 4.802 0.777 -7.614 2.584 43.583 54.622 53.587 60.625 27.930 33.933 -9.332 -8.273 -1.856 -3.787 -7.393 -2.907 56.653 62.409 61.054 65.050 52.090 54.731 右风 +1.4Sqk活 Swk左Swk右左风+1.4×左风活+1.4Swk右风风 风 ×0.6Swk×0.7Sqk×0.6Swk×0.6Swk左×0.6Swk右1.2Sgk+1.41.2Sgk+1.41.35Sgk+1.41.35Sgk+1.41.35Sgk×0.7Sq64.7-6.152.0-3.953.1-3.960.9-4.320.7-2.2 逆时针为正，顺时针为负 (1)截面特性
柱截面为400?400?20?20的焊接箱型截面，钢材选为Q345。 A?4002?3602?30400mm2
2I2?7.337?108Wnx???3.6685?106mm3
h400I?7.337?10mm ix?iy?84I7.337?108??155.354mm A30400（2）强度验算
对第一组内力：考虑抗震设防为8度，?x取1.0 。
MxN2431.593?10350.774?106+=+=93.87N/mm2?f?295N/mm2，满足要求。 6An?304003.6685?10xWnx对第二组内力：
MxN1377.359?103232.8?106+=+=108.767N/mm2?f?295N/mm2， 满足要6An?304003.6685?10xWnx求。
（3）刚度验算
柱的刚度由柱的长细比控制。
查规范GB50017按有侧移查表得，由于横梁中的轴力很小，在计算柱长度时略去其影响，柱脚在横向为刚接。
?Ik??Ibb?lb/lb3.577?108/7200?3.577?108/7200??0.315，K2?10 查表得??1.41，7.337?108/5200?7.337?108/4200lox1.41?5.2?103235??47.197?120?99， 满足要求。 则ix?iy?ix155.354345（4）弯矩作用平面内的整体稳定验算 由?xfy235?47.195?345?57.2，则查表得?x?0.728 (C类) 235框架为有侧移纯框架?mx?1.0,?x?1.0。
NEx?2EA3.142?2.06?105?30400???17156.0?103N2 1.1?x1.1?57.2对第一组内力： ?mxMxN??xA?W(1?0.8N)xnxNEx2431.593?1031.0?50.774?106??0.728?304001.0?3.6685?106?(1?0.8?2431.593/17156.0)?125.482N/mm2?f?295N/mm2对第二组内力?mxMxN??xA?W(1?0.8N)xnxNEx1377.359?1031.0?310.400?106??0.728?304001.0?3.6685?106?(1?0.8?2431.593/17156.0)?154.773N/mm2?f?295N/mm2
（5）弯矩作用平面外稳定计算 ?xfy235?47.195?345?57.2， 则查表得?x?0.728 (C类)，框架为有侧移纯框架235?tx?1.0，截面形状系数??0.7，对箱型截面?b?1.0。
?txMx2431.593?103N1.0?50.774?106????0.7??bW1x0.728?30400对第一组内力：?yA1.0?3.6685?106
?119.56N/mm2?f?295N/mm2hc345400?2?20345??14.540mm?tw?20mm对第二组内力：3023530235?txMx1377.359?103N1.0?310.4?106????0.7??121.465N/mm2?f?295N/mm26?yA?bW1x0.728?304001.0?3.6685?10满足要求。（6）局部稳定验算
b400?20?2345翼缘：0??18?40?33,满足要求。t20235
h0400?20?2345腹板：??18?40?33,满足要求。235tw20所选框架柱截面满足要求。 2.框架梁
采用组合楼板时，框架梁与楼板有可靠连接，能阻止梁上翼缘的侧向失稳，在支座负弯矩处，一般可在受压下翼缘设侧向支承。
（1）截面特性
横梁采用h?b?t1?t2?500?200?8?12，其截面特性： A?8608mm2
I?3.577?108mm4 Iy?0.18?108mm4
2I2?3.577?108Wnx???1.4228?106mm3
h500i?IyA?43.113mm
（2）控制内力
选取Nmax、Mmax和Vmax的组合。
（一）M??357.030kN.m N=7.282kN V=167.609kN（有震组合） （二）M??310.567kN.m N=?81.785kN V=182.158kN（无震组合）
2（3）强度验算，对第一种组合，f?310/0.75?413N/mm
MxN7.282?103357.030?106?=?An?xWx86081.0?1.4228?1062251.780?f?413N/mm=,满足要求。 ?250.089?f??413N/mm2对第二种内力：Mx81.785?103N310.567?106?=?An?xWx86081.0?1.4228?1062=208.778?f?413N/mm2,满足要求。?227.790?f??413N/mm腹板承受的剪力：
VSx182.158?103?(200?12?244?8?2382/2)?=?Ixtw3.577?108?8?51.700N/mm2?f?180N/mm2，满足要求。（4）局部稳定验算