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1、刚架柱材料为Q345B,截面特性：边柱：A = 71.05cm2, Ix = 10858cm4, Wx = 738cm3, ix = 12.36cm,Iy = 1602cm4, Wy = 160.2cm3, iy = 4.75cm.中柱：A= 133.25cm2, Ix = 37363cm4,叫=1916cm3, ix = 16.75cm,Iy = 7203cm4, Wy = 480.2cm3, iy = 7.5ctHo(1)刚架柱验算以中柱为例。最不利内力组合：M= -78.61kN-m, V= -15.82RN, N =793.06RN。腹板有效宽度计算腹板边缘的最人应力：腹板边缘的正应力
2、比值:621.797(1+ p)2 +0.112(1-p)2 + (1 + 0)16腹板在正应力作用卜的凸曲系数:=6.46J(1 + 0.224)2 + 0.112 X (1 - 0224尸 + (1 + 0.224)与板件受弯、受压有关的系数:卩 28応/235“28.1746(235/(1.1 X 97.24)= 0.34 102必叫+伽x6 x 2”伽“ =98.59 AT/mm2 f= 310AT/nmi2满足设计要求。b. 利用屈曲后的强度由于柱仅设有支座加劲肋，腹板不设横向加劲肋，所以絡= 5.34,贝IJ：hr/tw358/10793.06 X 1030.489 x 133.2
3、5 xl0/mm2入w =( = j= 0.51 0.837你“235彷 37 X 5.34J235/345 则兀=fv = 180N/mm2Vd = hwtrf = 10 mm x 358mm x 180 AT/nun2 = 6444/cNV = 15.82kN Q.5VdhrNWeNWX793.06 X 1916 X 10313325M? = Me= Wxf= 1916 x 103 x 310/cAT-mkN mA gA=593.85/cNm 二 M = 78.61/cN m 满足设计要求。整体稳定性验算a.弯矩作用平面内 对于有侧移刚架，等效弯矩系数仏=1.0。“丫 15300 九=尹=
4、访亏=91.34 V 刀=180, a 类，则(fx = 0.489。, n2EA n2 x 2.06 x 108 x 133.25 x 1021.1 x 91.3 42NexQ =订羽=kN = 2949kN1.0 x 78.61 x 106N/mm2 = 168.95 AT/mm2 f= 310 N/mm21.0+7Q(1 - 0.489 X)X 1916X 103满足要求。b.弯矩平面外Zav 6000Ay = - = = 81.6 A = 180, b 类，则 0.6793.06 X 103修正y 可得：(pby = l07 0.282/1.336 = 0.859 l0,取卩好=1.0o91.0 x 78.61 x 10690.859 x 1916 x 103.-小/mmz Hz N /mmz(PyAe (pbyWe 0.561 x 133.25 x 102 7刍 /f = 310/mm2满足设计要求。
