拌合站料仓大棚桁架验算

雨篷桁架结构验算
1)施工活荷载：
建筑屋面活荷载为水平投影面上荷载值，其均布活荷载的取值与屋面的使用性质、使用功能有关，按照《荷载规范》4.3.1查用
按不上人屋顶考虑，施工活荷载标准值取0.5KN/m2,折合到梁上均布荷载为0.5*6=3KN/m；
按照《钢结构设计规范》可知作用在结构上的雪荷载为0.3 KN/m2；不考虑二者同时出现，取较大者只考虑施工活荷载。

2)风荷载
按照荷载规范要求，该结构矢跨比3.6/20=0.18，风压高度系数1.0，风振系数1.2，结构体形系数0.8。

基本风压0.35 KN/m2计算风荷载标准值0.336 KN/ m2，折合到梁上均布荷载为0.336*6=2KN/m；
3)恒荷载（自重）
屋面自重荷载按0.17KN/m2考虑, 折合到梁上均布荷载为0.17*6=1KN/m；
4)荷载组合
在本次屋盖结构设计中，采用第⑷种荷载效应组合：
恒荷载+ 风荷载+活荷载 /雪荷载
竖向荷载作用q竖=1.2* q恒荷载+1.4*q活=1.2*1+1.4*（3+2）=10.2KN/m
5)结构验算
横杆60*4.5钢管材料性质如下：
EA=2.06*105N/mm2*7.037*102mm2*10-3=144962.2KN
EI=2.06*105N/mm2*27.73*104mm4*10-3*10-6=57.12KN·m2
腹杆30*2.5钢管材料性质如下：
EA=2.06*105N/mm2*2.16*102mm2*10-3=44962.2KN
EI=2.06*105N/mm2*2.06*104mm4*10-3*10-6=4.24KN·m2
建立荷载模型如下：
1.桁架强度验算
内力计算
单位：力(kN),力矩(kN*m)
杆端 1 杆端 2
单元码轴力剪力弯矩轴力剪力弯矩
--------------------------------------------------------------------------------------------
1 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000
2 19.7233622 0.00000000 -0.00000000 19.7233622 0.00000000 0.00000000
3 36.2057280 0.00000000 -0.00000000 36.2057280 0.00000000 0.00000000
4 47.0377752 -0.00000000 -0.00000000 47.0377752 -0.00000000 0.00000000
5 66.9163683 0.00000000 -0.00000000 66.9163683 0.00000000 -0.00000000
6 74.5119462 0.00000000 -0.00000000 74.5119462 0.00000000 -0.00000000
7 79.1278141 0.00000000 -0.00000000 79.1278141 0.00000000 0.00000000
8 92.9277296 -0.00000000 0.00000000 92.9277296 -0.00000000 -0.00000000
9 92.9175920 -0.00000000 0.00000000 92.9175920 -0.00000000 -0.00000000
10 80.9915203 0.00000000 -0.00000000 80.9915203 0.00000000 0.00000000
11 77.1293781 0.00000000 -0.00000000 77.1293781 0.00000000 0.00000000
12 68.0745753 0.00000000 -0.00000000 68.0745753 0.00000000 0.00000000
13 50.8733898 -0.00000000 0.00000000 50.8733898 -0.00000000 -0.00000000
14 34.4760000 0.00000000 -0.00000000 34.4760000 0.00000000 0.00000000
15 22.1358218 -0.00000000 0.00000000 22.1358218 -0.00000000 -0.00000000
16 -0.00000000 0.00000000 -0.00000000 -0.00000000 0.00000000 0.00000000
17 -10.2000000 -0.00000000 0.00000000 -10.2000000 -0.00000000 -0.00000000
18 -17.5265209 -0.60527741 -0.00000000 -16.8284638 0.60527741 0.00000000
19 -34.0214892 -0.55461937 0.00000000 -33.4353061 0.55461937 0.00000000
20 -46.8949246 -0.75331192 0.00000000 -46.3227890 0.75331192 0.00000000
21 -63.9723194 -0.68220074 -0.00000000 -63.6262755 0.68220074 0.00000000
22 -77.4699075 -0.72513941 0.00000000 -77.1798517 0.72513941 -0.00000000
23 -81.8373221 -0.77819801 -0.00000000 -81.6250863 0.77819801 0.00000000
24 -88.0604798 -0.73906074 -0.00000000 -88.0095101 0.73906074 0.00000000
25 -87.6606935 -0.77988367 -0.00000000 -87.7116663 0.77988367 0.00000000
26 -79.1834103 -0.77819801 0.00000000 -79.3956461 0.77819801 -0.00000000
27 -75.3092925 -0.70955411 -0.00000000 -75.5991104 0.70955411 0.00000000
28 -62.3458834 -0.71885479 0.00000000 -62.6929167 0.71885479 -0.00000000
29 -45.2240627 -0.64543391 -0.00000000 -45.7853096 0.64543391 0.00000000
30 -33.3922856 -0.62579815 0.00000000 -33.9904750 0.62579815 -0.00000000
31 -16.5886563 -0.57765001 -0.00000000 -17.2800859 0.57765001 -0.00000000
32 -10.2000000 -0.00000000 0.00000000 -10.2000000 -0.00000000 -0.00000000
33 0.00000000 0.00000000 -0.00000000 0.00000000 0.00000000 0.00000000
34 14.5545119 0.00000000 -0.00000000 14.5545119 0.00000000 0.00000000
35 -10.1833356 0.00000000 -0.00000000 -10.1833356 0.00000000 0.00000000
36 13.0276477 -0.00000000 0.00000000 13.0276477 -0.00000000 -0.00000000
37 -8.13898535 0.00000000 -0.00000000 -8.13898535 0.00000000 0.00000000
38 8.69097839 -0.00000000 0.00000000 8.69097839 -0.00000000 0.00000000
39 -5.65875145 0.00000000 -0.00000000 -5.65875145 0.00000000 0.00000000
40 18.2279197 -0.00000000 -0.00000000 18.2279197 -0.00000000 0.00000000
41 -7.55985409 0.00000000 -0.00000000 -7.55985409 0.00000000 0.00000000
42 9.84545184 0.00000000 -0.00000000 9.84545184 0.00000000 0.00000000
43 0.36514917 -0.00000000 0.00000000 0.36514917 -0.00000000 -0.00000000
44 5.50672618 0.00000000 -0.00000000 5.50672618 0.00000000 0.00000000
45 -0.16380283 -0.00000000 0.00000000 -0.16380283 -0.00000000 -0.00000000
46 11.0212141 0.00000000 -0.00000000 11.0212141 0.00000000 0.00000000
47 -6.48234163 -0.00000000 -0.00000000 -6.48234163 -0.00000000 0.00000000
48 12.0445344 -0.00000000 0.00000000 12.0445344 -0.00000000 -0.00000000
49 -5.98590331 -0.00000000 0.00000000 -5.98590331 -0.00000000 -0.00000000
50 9.60897026 0.00000000 -0.00000000 9.60897026 0.00000000 0.00000000
51 0.57583814 0.00000000 -0.00000000 0.57583814 0.00000000 0.00000000
52 5.64409044 0.00000000 -0.00000000 5.64409044 0.00000000 0.00000000
53 -0.58756901 -0.00000000 0.00000000 -0.58756901 -0.00000000 -0.00000000
54 11.0472862 0.00000000 -0.00000000 11.0472862 0.00000000 0.00000000
55 -7.37251468 -0.00000000 0.00000000 -7.37251468 -0.00000000 -0.00000000
56 15.2811606 -0.00000000 0.00000000 15.2811606 -0.00000000 -0.00000000
57 -8.35265457 0.00000000 0.00000000 -8.35265457 0.00000000 0.00000000
58 12.2464857 0.00000000 -0.00000000 12.2464857 0.00000000 0.00000000
59 -6.01965862 0.00000000 -0.00000000 -6.01965862 0.00000000 0.00000000
60 10.1598389 -0.00000000 0.00000000 10.1598389 -0.00000000 -0.00000000
61 -11.7593183 -0.00000000 0.00000000 -11.7593183 -0.00000000 -0.00000000
62 14.9091448 -0.00000000 0.00000000 14.9091448 -0.00000000 -0.00000000 使用有限元分析软件进行分析从计算结果中可见，杆件受力最大的杆件所受轴力为88KN
σ=N/A=88*103N/703.7mm2=125N/mm2<215N/mm2，满足要求，
2.桁架变形验算
位移计算
单位：位移(mm)
杆端 1 杆端 2
单元码 u -水平位移 v -竖直位移?-转角 u -水平位移 v -竖直位移?-转角
--------------------------------------------------------------------------------------------
1 0.00000000 0.00000000 -1.9221688
2 1.24940975 -2.01827725 -1.92216882
2 1.24940975 -2.01827725 -1.84914021 2.47679400 -4.39084800 -1.84914021
3 2.47679400 -4.39084800 -1.69737189 3.45814000 -6.61146550 -1.69737189
4 3.45814000 -6.61146550 -1.51823426 4.27981750 -8.60719800 -1.51823426
5 4.27981750 -8.60719800 -1.22520295 4.77647900 -10.2758960 -1.22520295
6 4.77647900 -10.2758960 -0.84980405 5.07371350 -11.5172130 -0.84980405
7 5.07371350 -11.5172130 -0.48484018 5.25642750 -12.1792720 -0.48484018
8 5.25642750 -12.1792720 -0.17972166 5.33603850 -12.3112140 -0.17972166
9 5.33603850 -12.3112140 0.14045519 5.41553700 -12.2063050 0.14045519
10 5.41553700 -12.2063050 0.45499535 5.60041400 -11.5632600 0.45499535
11 5.60041400 -11.5632600 0.84570848 5.89599350 -10.3793230 0.84570848
12 5.89599350 -10.3793230 1.22594235 6.39041300 -8.78354400 1.22594235
13 6.39041300 -8.78354400 1.52503971 7.22517300 -6.64342400 1.52503971
14 7.22517300 -6.64342400 1.72768073 8.22090600 -4.38184700 1.72768073
15 8.22090600 -4.38184700 1.87557956 9.46947300 -1.90171450 1.87557956
16 9.46947300 -1.90171450 1.96053045 10.7438180 0.00000000 1.96053045
17 10.7438180 0.00000000 1.93945276 9.36680700 -0.00724200 1.93945276
18 9.36680700 -0.00724200 1.93388923 7.86266700 -2.67006775 1.93363693
19 7.86266700 -2.67006775 1.80643215 6.73003000 -4.91379250 1.80625325
20 6.73003000 -4.91379250 1.63639015 5.82194550 -7.52697100 1.63603152
21 5.82194550 -7.52697100 1.38539465 5.42514050 -9.46098600 1.38516420
22 5.42514050 -9.46098600 1.03439821 5.23732450 -10.9830960 1.03413395
23 5.23732450 -10.9830960 0.62892308 5.23115000 -11.9685600 0.62860976
24 5.23115000 -11.9685600 0.22883835 5.34736500 -12.3045900 0.22857907
25 5.34736500 -12.3045900 -0.28360551 5.46733700 -11.8660560 -0.28391010
26 5.46733700 -11.8660560 -0.67849701 5.44692550 -10.8042780 -0.67881033
27 5.44692550 -10.8042780 -1.05269854 5.24875200 -9.28738800 -1.05294694
28 5.24875200 -9.28738800 -1.39955930 4.84951250 -7.23595250 -1.39982588
29 4.84951250 -7.23595250 -1.61002779 3.94621950 -4.98664300 -1.61027138
30 3.94621950 -4.98664300 -1.79068886 2.82801500 -2.52924575 -1.79092584
31 2.82801500 -2.52924575 -1.90036004 1.34899388 -0.00724200 -1.90058787
32 1.34899388 -0.00724200 -1.89999141 0.00000000 0.00000000 -1.89999141
33 0.00000000 0.00000000 -1.92216882 1.24940975 -2.01827725 -1.92216882
34 1.34899388 -0.00724200 -1.91443999 1.24940975 -2.01827725 -1.91443999
35 1.24940975 -2.01827725 -1.86041732 2.82801500 -2.52924575 -1.86041732
36 2.82801500 -2.52924575 -1.82254573 2.47679400 -4.39084800 -1.82254573
37 2.47679400 -4.39084800 -1.73199141 3.94621950 -4.98664300 -1.73199141
38 3.94621950 -4.98664300 -1.65532167 3.45814000 -6.61146550 -1.65532167
39 3.45814000 -6.61146550 -1.54848459 4.84951250 -7.23595250 -1.54848459
40 4.84951250 -7.23595250 -1.46661806 4.27981750 -8.60719800 -1.46661806
41 4.27981750 -8.60719800 -1.29715421 5.24875200 -9.28738800 -1.29715421
42 5.24875200 -9.28738800 -1.14461919 4.77647900 -10.2758960 -1.14461919
43 4.77647900 -10.2758960 -0.94400298 5.44692550 -10.8042780 -0.94400298
44 5.44692550 -10.8042780 -0.77199636 5.07371350 -11.5172130 -0.77199636
45 5.07371350 -11.5172130 -0.56246426 5.46733700 -11.8660560 -0.56246426
46 5.46733700 -11.8660560 -0.39890195 5.25642750 -12.1792720 -0.39890195
47 5.25642750 -12.1792720 -0.15977392 5.34736500 -12.3045900 -0.15977392
48 5.34736500 -12.3045900 -0.02059384 5.33603850 -12.3112140 -0.02059384
49 5.34736500 -12.3045900 0.12140145 5.41553700 -12.2063050 0.12140145
50 5.41553700 -12.2063050 0.34695488 5.23115000 -11.9685600 0.34695488
51 5.23115000 -11.9685600 0.52688696 5.60041400 -11.5632600 0.52688696
52 5.60041400 -11.5632600 0.74986800 5.23732450 -10.9830960 0.74986800
53 5.23732450 -10.9830960 0.92824067 5.89599350 -10.3793230 0.92824067
54 5.89599350 -10.3793230 1.14212070 5.42514050 -9.46098600 1.14212070
55 5.42514050 -9.46098600 1.29214132 6.39041300 -8.78354400 1.29214132
56 6.39041300 -8.78354400 1.45402328 5.82194550 -7.52697100 1.45402328
57 5.82194550 -7.52697100 1.56433897 7.22517300 -6.64342400 1.56433897
58 7.22517300 -6.64342400 1.69211498 6.73003000 -4.91379250 1.69211498
59 6.73003000 -4.91379250 1.75609612 8.22090600 -4.38184700 1.75609612
60 8.22090600 -4.38184700 1.83843813 7.86266700 -2.67006775 1.83843813
61 7.86266700 -2.67006775 1.89589419 9.46947300 -1.90171450 1.89589419
62 9.46947300 -1.90171450 1.95214226 9.36680700 -0.00724200 1.95214226 使用有限元分析软件进行分析从计算结果中可见，最大位移量为9.4mm<L/1000=20m/1000=20mm，满足要求。

3. 压杆稳定性验算N/(ψA)≤f
其中N——压杆的轴心压力设计值；
ψ——轴心受压立杆的稳定系数，由长细比查表得到；
A——立杆净截面面积；
对于受压杆件计算其长细比为λ=70cm/0.72cm=100<150查《建筑施工模板安全技术规范》附录D，得ψ=0.604，计算如下：
N/(ψA)= 88*103N/0.604/703.7mm2=207N/mm2<f=215 N/mm2，满足要求。