铝合金稳定承载力计算

1 铝合金角钢构件稳定系数计算铝合金角钢构件为非焊接单轴对称截面的轴心受压构件，稳定性计算方法如下：0二耳耳申e as1）耳修正系数，对需考虑板件局部屈曲的截面进行修正：e 强硬化的角钢的自由外伸宽厚比限值：夕 < 5%顽,£ *207702，加劲肋修正系数耳二1，不均匀受压局部稳定系数k =1。当宽厚比大于限值时，需计算有效厚度：t 1 0 22t 1F< 1，同时需满足F < -t 1九 2九2t 入2强硬化的角钢a二a二0.9，12板件的换算柔性系数兀=、jf /，0.2crk兀2 E受压板件的弹性临界屈曲应力：-c. = “I 2）心/ £ ）2铝合金弹性模量E=70000,泊松比v = 0.3。2）耳截面非对称系数：asy -yy ymaxminh强硬化的角钢：知，其中ymax及ymin为截面最外边缘到截面形心的距离，y > y ， max minmax minh为截面高度，h = y + ymax min3）©稳定系数：21/2 ，考虑初始弯曲和初偏心的系数：n =a(x-X0),对于强化角钢构件0.35 ,= 0.1,相对长细比：兀+吕f2 铝合金角钢稳定系数对比1)强硬化铝合金角钢，弹性模量 70000N/mm2长细比f02相对长细比九初始缺陷系数n稳定系数102950.2070.0370.963202950.4130.1100.886302950.6200.1820.793402950.8270.2540.678502951.0330.3270.555602951.2400.3990.444702951.4460.4710.354802951.6530.5440.286902951.8600.6160.2351002952.0660.6880.1951102952.2730.7610.1651202952.4800.8330.1401302952.6860.9050.1211402952.8930.9780.1061502953.1001.0500.0931602953.3061.1220.0821702953.5131.1950.0731802953.7201.2670.0661902953.9261.3390.0592002954.1331.4110.0542)Q345热轧角钢，弹性模量206000N/mm2长细比f相对长细比九稳定系数10J3450.1300.989203450.2610.956303450.3910.913403450.5210.863503450.6510.804603450.7820.734数系定稳AAN.AL-Fe0 30 60 90 120 150 180 210 240 270 300长细比703450.9120.656803451.0420.575903451.1720.4991003451.3030.4311103451.4330.3731203451.5630.3241303451.6930.2831403451.8240.2491503451.9540.2211603452.0840.1971703452.2140.1761803452.3450.1591903452.4750.1442003452.6050.1313）对比1.00.90.80.70.60.50.40.30.20.10.0