1000500简支梁钢结构设计示例.docx

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1、规范： GB 50017-2003 钢结构设计规范分析类型：构件验算规范组：构件：1 Simple bar_l 点：1荷载：主导荷载工况:1 DL1材料：STEELf = 238.21 MPafv = 170.00 MPa截面参数:ht= 100.0 cmbf=50.0 cmtw=1.4 cmt=2.5 cmgyl = 1.05，通NiOg:H 1000x500x1ay=250.00 cm2Iy=694300.00 cm4Wy = 13886.00 cm3gy2 = 1.05hO/tw = 67.86bef/t = 9.72内力和系数:My = -28.39 kN*mMmaxy = -28.3

2、9 kN*m1000500简支梁钢结构设计示例坐标：X = 0.00 L = 0.00 mE = 206000.00 MPa G = 79000.00 MPaAz= 133.00 cm2Ax=383.00 cm2Iz=52110.00 cm4It=607.73 cm4Wz = 2084.40 cm3gz2 = 1.20gzl = 1.20(h0/tw)max = 79.38(bef/t)max = 14.04Vz = 22.35 kN特征截面点的应力:SigMy = -2.04 MPaSig = 1.94 MPaTauz.max = 1.76 MPa侧向屈曲参数:11 = 7.62 mKsi

3、= 0.38EtaB = 0.00Lamb = 65.33BetaB = 1.00Fib = 0.96屈曲参数:对丫轴的:对z轴的:验证公式:截面校核腹板：hO/lw = 67.86 79.38 = (hO/tw)max; 翼缘：bef/t = 9.72 14.04 = (bef/t)max 4.3.7 短截面sqrt(SigA2 + 3.0*TauzA2) = 3.62 262.03 = Ll*f 4.1.4Tauz.max = L76 170.00 = fv 4 J .2构件稳定校核Mymax/(Fib*Wy) = 2.13 238.21 = f 4.2.2J极限位移3挠度（局部系统）:验算验算uy=0.0cm uy max =L/250.00=3.0cm主导荷载工况:1 DL1uz=O.Ocm uz max =L/250.00=3.0cm验算验算主导荷载工况:1 DL1E位移（全局系统）:vx=O.Ocm vx max =L/150.00=5.1cm主导荷载工况:1 DL1vy=0.0cm vy max =L/150.00=5.1cm主导荷载工况:1 DL1截面OK !