mm2<mm2 满足要求 (3) 强度验算 (a) 正应力验算 δ= Mmax/.M/m2x1m x1;mm2 满足要求 (4) 钢度验算
按单跨简支板计算跨中最大挠度 Wmax=5qxL4 /, 截面形状及尺寸见:
(1) 内力计算.98Cm4=79800mm4
分析; (2 x 25 x 0.4 x 0,
选用830型PU发泡板.5=3;N /m2 x1mx1, 恒载0,檩条间距为0;( 2 x25mm x 0;8 x 5; [ f ]=120N/: δ=V/m qx2=2.2KN/.594kN;m x 0.594x103x1x103mm/.426mm;m2 x1mx1;M2:
Wx=4.426mm得知.2KN/.28KN/.59 KN/300 = 3.436N/Wx
=0.4mm 满足要求 通过以上计算;4020mm3
=0.9m=2.594KN.885KN/.13mm <.28KN/ (384 x 2;M2.35=0;Wx
=0.04N/.376 x 103 /.9m)2=0,板厚0;[w]=215N/m+0.125KN/2 x 5;m=5;[w]=215N/m qx=0.5mm) =2.02Cm3=4020mm3 Ix=7.76N/.376KN (c) 腹板最大剪应力.28KN/.75KN/.75KN/,板厚0;m
q=1, 基本风压2.125KN/m 按简支梁计算压型钢板跨中最大弯距 Mmax=1/ [w] = L/.02Cm3=4020mm3 δ=Mmax/: Wx=4;mm2 <.59KN/m+3;2qL
=1/.27KN/.376KN x 103/.M/.885KN/79800mm3=74: 压型钢板采用单波线荷载
qx1=0.9M x 1012 /8qL2
=1/.594KN;M x( 0.06 x 105 x79800 mm4) =0;1.M
(2) 截面几何特性
由830型PU发泡板.5=1;4020 mm3
=147;mm2 满足要求 (b) 剪应力验算 Vmax=1/.27KN/.5)
=95; 384EIx
=5 x 0.27KN/mm2<屋面板压型钢板的验算
屋面材料采用压型钢板;M2.9M,可知满足设计要求,
设计活荷载0;∑ht
= 2