×==
=
查表得：
β=f =
组合截面特性：==mm
4
150×5^3/12+150×5×13.544^2+46×4^3/12+46×4
×37.456^2+4×50^3/12+4×50×14.456^2
150×5×52.5+46×4×2+50×4×25
1134
kN/m
471022.295kN/m 2
平台活载g q =均布荷载设计值q =(1.2g p +1.4g q +1.2G )b = 2.0
kN/m 2
二、铺板计算
(1.2×3+1.4×2+0.471)×1.0
钢平台铺板计算
铺板长度b 2100mm 铺板长度t mm
6.87kN/m
铺板宽度a 600
mm
一、平台数据
5
(b ×h mm )
扁钢规格：等边角钢规格：不等边角钢规格：5
100L50X4L75X50X5
0.125
0.14α1=0.125
α2=0.125
α3=边界条件：单跨简支均布荷载标准值q k =(g p +g q +G )b = 5.39
b/a 2100/600= 3.5(3+2+0.3925)×1.0=
平台恒载g p = 3.0
OK = 3.7997mm N/mm 2
N/mm
2
215
61.839OK 三、加劲肋计算
0.14×5.39×600^4/10002.06×10^5×5^3
[υ]=600/150=
4
mm
0.125×6.87×0.6×0.6=
0.309kN·m 加劲肋类型：等边角钢≤≤=6×0.309×10001.2×5×5
L50X4加劲肋选用：A 0=0.125×6.87×0.6×0.6=kN·m 0.3090.125×6.87×0.6×0.6=
kN·m
0.309
y 0=
b =
mm
5050mm 2
384A =150×5+384=113439.456mm
t j =
4
mm
mm
2
mm
h =
21x M qa α==22y M qa α==23xy M qa α==max max
26x M t σγ==4max
3k q a Et υβ==
f =
8
= 2.273≤215
N/mm 2
OK
=mm
8.4221≤[υ]=mm
5×5.39×0.6×2.1^4385×2.06×10^5×471022.3
2100/200=11OK
kN·m
2.273×39.456×10000001.05×471022.3
=181.3N/mm 2
6.87×0.6×2.1×2.10x x My I σγ=
=4
5385k x q l EI υ==28ql M ==