彩钢板屋面光伏檩条计算

金属屋面光伏檩条计算,,,,,,,

1.风荷载计算,,,,,,,

基本风压(w0):,0.4,KN/m2,依规范GB50009-2001，附表D4，n=50,,,,

计算表高(H):,15,m,,,,,

地面类型：,B,,"依规范GB50009-2001,7.2.1，A/B/C/D",,,,

风振系数(βZ):,1,,建议取值1.0,,,,

风压高度变化系数(µz),1.14,,,,,,

体型系数(μS1)：,-0.6,,"依规范GB50009-2001,7.3.1",,,,

风荷载标准值wk=βzμzμs1w0,-0.27,KN/m2,按规范GB50009-20013.2.5,,,,

2.雪荷载计算,,,,,,,

基本雪压(S0),0.4,KN/m2,依规范GB50009-2001，附表D4，n=50,,,,

屋面积雪分布系数(µr),1.25,,"依规范GB50009-2001,6.2.1",,,,

雪荷载标准值(SK),0.50,KN/m2,"依规范GB50009-2001,6.1.1",,,,

3.恒荷载计算,,,,,,,

恒荷载标准值(GK),0.15,KN/m2,依规范GB50009-2001，附表D4，n=50,,,,

屋面倾角(a),5,°,参见组件安装剖面图2,,,,

4.荷载组合,,,,,,,

组合1：S=1.2·COS(a)·GK+1.4wK+1.4·0.7·COS(a)SK,0.28,KN/m2,,,,,

组合2：S=1.2·COS(a)·GK+1.4·COS(a)·SK+1.4·0.6wK,0.65,KN/m2,,,,,

组合3：S=1.0·COS(a)·GK+1.4wK,-0.23,KN/m2,,,,,

荷载最不利基本组合值:,-0.23,KN/m2,,,,,

组合4：S=GK·cos(a)+wK+0.7·SK·cos(a),0.22,KN/m2,,,,,

组合5：S=GK·cos(a)+SK·cos(a)+0.6wK,0.48,KN/m2,,,,,

组合6：S=GK+wK,-0.12,KN/m2,,,,,

荷载最不利标准组合值：,-0.12,KN/m2,,,,,

5.光伏组件尺寸/檩条跨度/梁截面参数,,,,,,,

弹性模量(E),70000,N/mm2,,,,,

光伏组件长度(D1),982,mm,参见组件安装剖面图1,,,,

光伏组件宽度(D2),1634,mm,参见组件安装剖面图2,,,,

梁跨度(L),1250,mm,参见组件安装剖面图1,,,,

截面选型,40×40,,,,,,

檩条截面惯性矩(I),9.488,cm4,依据工程选材截面,,,,

檩条抗弯截面模量(W),4.576,cm3,依据工程选材截面,,,,

檩条材料强度设计值(fa),85.5,N/mm2,,,,,

6.檩条强度验算结果,,,,,,,

跨中集中力P=S·L·D2/2,-0.24,KN,参见檩条计算模型图,,,,

最大弯矩Mmax=PL/4,-0.07,KN·m,,,,,

最大应力σmax=M/W,-16.26,N/mm2,︱σmax︱<=fa，满足要求；︱σmax︱>fa，不满足要求,,,,

满足要求！！！,,,,,,,

7.檩条变形验算结果,,,,,,,

跨中集中力P=S·D1·D2/2,-0.10,KN,参见檩条计算模型图,,,,

檩条最大变形fmax=PL3/48EI,-0.61,mm,,,,,

满足要求！！！,,,,,,,

8.支座反力计算,,,,,,,

垂直组件方向支座反力RV=S·D1·D2/2,-0.24,KN,,,,,

平行组件方向支座反力RH=(1.2*sin(a)*Gk+1.2*sin(a)*Sk)·D1·D2/2,0.06,KN,参见组件安装剖面图2,,,,

,,,,,,,,

9.光伏组件滑移计算,,,,,,,

螺栓抗拉设计值(FK),6.22,KN,,,,,

连接件摩察系数(µ),0.2,,,,,,

抗滑移摩擦力FKH=μ·FK,0.62,KN,参见组件安装剖面图2,,,,

滑移主动力FH=RH,0.06,KN,FH<=FKH，满足要求；FH>FKH，不满足要求！,,,,

满足要求!!!,,,,