屋面檩条计算_-_C型檩条

屋面檩条计算 - C型檩条 - 简支梁Project Name:Project Location:Made By:Date:A.基本数据：H - 建筑物高度 =8.60m5.70°0.30kN/m3.00m1.50mC160204.76kg/m2.870106 mm40.32010mm16.20010mm3 6 42α- 屋面坡度 =ω0 - 项目所在地基本风压 =L - 檩条跨度 =d - 檩条间距 =m - 檩条自重 =Ix - 檩条截面惯性矩对 x 轴 =Iy - 檩条截面惯性矩对 y 轴 =Wx - 檩条截面模量对 x 轴 =Wy - 檩条截面模量对 y 轴 =檩条跨中设1道拉撑杆29.800103 mm33B.荷载类型：P1 - 屋面恒载 =P2 - 活荷载 Max (P2a, P2b, P2c) =*P2a - 屋面活载 =*P2b - 雪荷载 = μr*S0 =0.133kN/m0.50kN/m0.50kN/m0.50kN/m1.00.50kN/m22222μr =S0 =*P2c - 施工荷载 =0.44kN/m21.0kN0kN/m2采用上海市标准<<轻型钢结构设计规程>>中体型系数-0.01332kN/m2施工集中荷载 =P3 - 吸风荷载 = 1.0*μs*μz*ω0 =μs =μz =P4 - 风压力 = 1.0*μs*μμs =μz =P5 - 附加永久荷载 =P6 - 附加可变荷载 =00z*ω0 =-0.060.740.00kN/m0.00kN/m22C.荷载组合：组合方式 - Case 1:恒载 + 活载 - Case 2:恒载 + 活载 + 风压力 - Case 3:恒载 + 吸风荷载a2013-4-6 6:07File: 100744697.xls Shee: 1 span-C 1 of 2

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qx - 垂直于 x 轴的荷载设计值Case 1:qx1 = 1.2*((P1+P5)*d+m/100)*cosα+1.4*(P2+P6)*d*cosα =Case 2:qx2 = 1.2*((P1+P5)*d+m/100)*cosα+0.85*1.4*((P2+P6)*cosα+P4)*d =Case 3:qx3 = 1.0*((P1+P5)*d+m/100)*cosα+1.4*P3*d =qy - 垂直于 y 轴的荷载设计值Case 1:qy1 = 1.2*((P1+P5)*d+m/100)*sinα+1.4*(P2+P6)*d*sinα =Case 2:qy2 = 1.2*((P1+P5)*d+m/100)*sinα+0.85*1.4*(P2+P6)*sinα*d =Case 3:qy3 = 1.0*((P1+P5)*d+m/100)*sinα =qkx - 垂直于 x 轴的荷载标准值 = Max (qkx1, qkx2, /qkx3/) =0.99kN/mCase 1:qkx1 = ((P1+P5)*d+m/100+(P2+P6)*d)*cosα =Case 2:qkx2 = ((P1+P5)*d+m/100)*cosα+0.85*((P2+P6)*cosα+P4)*d =Case 3:qkx3 = ((P1+P5)*d+m/100)*cosα+P3*d =D.强度验算：1.3399kN/m1.1594kN/m0.2459kN/m0.1337kN/m0.1181kN/m0.0245kN/m0.9922kN/m0.8632kN/m0.2459kN/mσ= Mx / Wx + My / Wy ≤ fCase 1:Mx = qxL/ 8 =My = qyL^2 / 32 =2 1.507345kN-m0.037613kN-mσ1=Case 2:Mx = qxL2 / 8 =My = qyL^2 / 32 =52.90386Mpa1.304285kN-m0.033214kN-m