雨棚计算书.docx
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雨棚计算书.docx
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雨棚计算书
屋架桁架计算书
====================================================================
计算软件:
MTS钢结构设计系列软件MTSToolv2.0.1.20
计算时间:
====================================================================
一.设计资料
桁架跨度为16800mm,高度为550mm
构件总重:
370.866公斤,构件每米单重:
22.0754公斤/米
结构简图如下所示:
二.截面布置
杆件编号图如下所示:
表1杆件截面信息
杆件号截面材料
1PIPE-42*3Q235
2PIPE-76*3.5Q235
3PIPE-76*3.5Q235
4PIPE-76*3.5Q235
5PIPE-42*3Q235
6PIPE-42*3Q235
7PIPE-42*3Q235
8PIPE-76*3.5Q235
9PIPE-76*3.5Q235
10PIPE-76*3.5Q235
11PIPE-42*3Q235
12PIPE-42*3Q235
13PIPE-42*3Q235
14PIPE-76*3.5Q235
15PIPE-76*3.5Q235
16PIPE-76*3.5Q235
17PIPE-42*3Q235
18PIPE-42*3Q235
19PIPE-42*3Q235
20PIPE-76*3.5Q235
21PIPE-76*3.5Q235
22PIPE-76*3.5Q235
23PIPE-42*3Q235
24PIPE-42*3Q235
25PIPE-42*3Q235
26PIPE-76*3.5Q235
27PIPE-76*3.5Q235
28PIPE-76*3.5Q235
29PIPE-42*3Q235
30PIPE-42*3Q235
31PIPE-42*3Q235
32PIPE-76*3.5Q235
33PIPE-76*3.5Q235
34PIPE-76*3.5Q235
35PIPE-42*3Q235
36PIPE-42*3Q235
37PIPE-42*3Q235
38PIPE-76*3.5Q235
39PIPE-76*3.5Q235
40PIPE-76*3.5Q235
41PIPE-42*3Q235
42PIPE-42*3Q235
43PIPE-42*3Q235
44PIPE-76*3.5Q235
45PIPE-76*3.5Q235
46PIPE-76*3.5Q235
47PIPE-42*3Q235
48PIPE-42*3Q235
49PIPE-42*3Q235
50PIPE-76*3.5Q235
51PIPE-76*3.5Q235
52PIPE-76*3.5Q235
53PIPE-42*3Q235
54PIPE-42*3Q235
55PIPE-42*3Q235
56PIPE-76*3.5Q235
57PIPE-76*3.5Q235
58PIPE-76*3.5Q235
59PIPE-42*3Q235
60PIPE-42*3Q235
61PIPE-42*3Q235
62PIPE-76*3.5Q235
63PIPE-76*3.5Q235
64PIPE-76*3.5Q235
65PIPE-42*3Q235
66PIPE-42*3Q235
67PIPE-42*3Q235
68PIPE-76*3.5Q235
69PIPE-76*3.5Q235
70PIPE-76*3.5Q235
71PIPE-42*3Q235
72PIPE-42*3Q235
73PIPE-42*3Q235
74PIPE-60*3Q235
三.荷载布置
恒载荷载(下面简称:
D)布置图如下所示:
另叠加桁架自重。
活载荷载1(下面简称:
L1)布置图如下所示:
风荷载1(下面简称:
W1)布置图如下所示:
四.位移结果
1.0D+1.0L挠度图如下所示:
1.0D挠度图如下所示:
五.内力结果
考虑的荷载组合:
1.35D+0.7×1.4Li+0.6×1.4Wi
1.2D+1.4Li+0.6×1.4Wi
1.2D+1.4Wi+0.7×1.4Li
内力包络图如下所示:
表1杆件内力结果
杆件号DL1W1最大拉力最大压力
1-0.82-0.793-0.6380-2.65
2-31.31-29.05-3.110-80.84
30.02510.0230.1850.3120
4-11.93-11.081.710-29.82
5-0.668-0.6920.03540-1.77
6-10.5-9.810.9430-26.33
74.544.19-0.53411.310
8-19.79-18.36-3.660-52.52
9-11.55-10.732.010-28.88
10-21.42-19.892.450-53.54
110.1130.0353-0.07950.1870
12-8.79-8.210.1520-22.04
133.793.49-0.00379.430
14-10.64-9.87-3.330-29.39
15-20.91-19.412.720-52.27
16-28.75-26.72.430-71.88
170.6970.579-0.1181.650
18-7.21-6.74-0.3550-18.39
192.892.640.3897.490
20-3.81-3.53-2.460-11.58
21-28.26-26.242.70-70.64
22-33.93-31.51.970-84.81
231.090.946-0.1152.630
24-5.58-5.22-0.6490-14.55
251.771.610.6434.910
260.7260.678-1.31.82-0.952
27-33.55-31.142.250-83.85
28-36.98-34.321.340-92.42
291.321.16-0.09523.220
30-3.96-3.72-0.770-10.61
310.5030.4280.7672.10
322.992.78-0.08917.470
33-36.77-34.131.630-91.9
34-37.92-35.190.7530-94.77
351.41.23-0.07713.40
36-2.39-2.26-0.740-6.65
37-0.893-0.8670.7560-2.28
382.992.780.9768.290
39-37.92-35.191.050-94.77
40-36.77-34.130.1130-91.9
411.321.16-0.02393.220
42-0.893-0.867-0.5760-2.77
43-2.39-2.260.6180-6.03
440.7260.6781.784.030
45-36.98-34.320.1150-92.42
46-33.55-31.14-0.5410-84.31
471.090.9460.0182.650
480.5030.428-0.3841.20
49-3.96-3.720.4470-9.96
50-3.81-3.532.30-9.51
51-33.93-31.5-0.5420-85.27
52-28.26-26.24-0.8980-71.39
530.6970.5790.03681.680
541.771.61-0.1924.370
55-5.58-5.220.2560-14.01
56-10.64-9.872.530-26.59
57-28.75-26.7-0.9060-72.64
58-20.91-19.41-0.9370-53.06
590.1130.03530.02870.2110
602.892.640.00267.170
61-7.21-6.740.03770-18.09
62-19.79-18.362.410-49.45
63-21.42-19.89-0.9460-54.33
64-11.55-10.73-0.6090-29.39
65-0.668-0.692-0.01470-1.78
663.793.490.2059.60
67-8.79-8.21-0.2150-22.22
68-31.31-29.051.90-78.23
69-11.93-11.08-0.6070-30.33
700.02510.0230.1670.2870
71-0.82-0.7930.7820.111-2.09
724.544.190.41611.660
73-10.5-9.81-0.5290-26.78
7435.6133.08-1.4289.060
表2支座反力结果
支座DL1W1最大压力最大拉力
左支座20.9519.521.1155.40
右支座20.9519.52-1.1154.470
六.应力结果
最大应力简图如下所示:
表1杆件验算结果
杆件号强度应力稳定应力应力限值长细比长细比限制通过否
1-7.21-7.6621539.86200是
2-101.44-213.25215116.73200是
325.05-215116.73350是
4-62.08-99.60215116.73200是
5-4.81-5.1121539.86200是
6-71.56-90.9321579.35200是
730.74-21554.06350是
8-65.9-145.04215116.73200是
9-59.56-96.07215116.73200是
10-90.5-164.17215116.73200是
110.507-21539.86350是
12-59.89-74.2421576.07200是
1325.63-21555.7350是
14-36.87-81.15215116.73200是
15-87.93-159.99215116.73200是
16-112.54-214.14215116.73150是
174.47-21539.86350是
18-49.98-60.7221573.13200是
1920.35-21557.48350是
20-14.53-31.97215116.73200是
21-110.3-210.23215116.73150是
22-128.08-209.37215116.73150是
237.16-21539.86350是
24-39.55-47.2421570.44200是
2513.35-21559.36350是
262.28-2.63215116.73200是
27-126.45-206.42215116.73150是
28-137.2-200.08215116.73150是
298.74-21539.86350是
30-28.83-33.9421567.95200是
315.7-21561.35350是
329.38-215116.73350是
33-136.34-208.51215116.73150是
34-139.94-206.43215116.73150是
359.24-21539.86350是
36-18.08-21.0321565.62200是
37-6.21-7.1421563.43200是
3810.41-215116.73350是
39-139.94-206.43215116.73150是
40-136.34-208.51215116.73150是
418.74-21539.86350是
42-7.52-8.6521563.43200是
43-16.39-19.0621565.62200是
445.05-215116.73350是
45-137.2-200.08215116.73150是
46-127.02-207.67215116.73150是
477.2-21539.86350是
483.27-21561.35350是
49-27.07-31.8721567.95200是
50-11.94-26.27215116.73200是
51-128.65-200.62215116.73150是
52-111.25-212.32215116.73150是
534.56-21539.86350是
5411.88-21559.36350是
55-38.06-45.4621570.44200是
56-33.36-73.42215116.73200是
57-113.49-206.24215116.73150是
58-88.92-162.16215116.73200是
590.573-21539.86350是
6019.47-21557.48350是
61-49.17-59.7321573.13200是
62-62.04-136.55215116.73200是
63-91.49-166.36215116.73200是
64-60.2-97.48215116.73200是
65-4.84-5.1421539.86200是
6626.1-21555.7350是
67-60.38-74.8521576.07200是
68-98.16-206.04215116.73200是
69-62.72-101.01215116.73200是
7025.02-215116.73350是
71-5.69-6.0421539.86200是
7231.69-21554.06350是
73-72.77-92.4621579.35200是
74165.84-215331.68350是
七.最不利构件应力详细校核
最不利竖杆35号杆件,采用截面PIPE-42*3-Q235
截面面积:
A=3.68cm2
强度验算:
σ=3.402/3.68×10=9.243N/mm2<215MPa,合格
最不利下弦2号杆件,采用截面PIPE-76*3.5-Q235
截面面积:
A=7.97cm2
强度验算:
σ=-80.845/7.97×10=-101.436N/mm2<215MPa,合格
稳定验算:
对主轴x计算长度:
Lx=1.517m
对主轴y计算长度:
Ly=3m
对主轴x长细比:
λx=1.517/2.57×100=59.024
对主轴y长细比:
λy=3/2.57×100=116.732
最大长细比:
λmax=116.732
稳定系数:
φ=0.4544
稳定验算:
σ=-80.845/7.97/0.4544×10=-213.246N/mm2<215MPa,合格
最不利上弦34号杆件,采用截面PIPE-76*3.5-Q235
截面面积:
A=7.97cm2
强度验算:
σ=-94.771/7.97×10=-118.91N/mm2<215MPa,合格
上弦杆件考虑节间弯距补充计算
上弦杆件弯距设计值计算
考虑构件自重:
0.06256kN/m
考虑恒载:
2.25kN/m
考虑活载:
2.25kN/m
活载控制荷载设计值:
1.2×(0.06256+2.25)+1.4×2.25=5.925kN/m
恒载控制荷载设计值:
1.35×(0.06256+2.25)+0.98×2.25=5.327kN/m
上弦荷载设计值:
max(5.925,5.327)=5.925kN/m
上弦绕x轴弯矩设计值:
5.925×1×0.7004×0.7004/10=0.2907kN×m
上弦绕y轴弯矩设计值:
5.925×4.647e-014×0.7004×0.7004/10=1.351e-014kN×m
上弦杆件考虑节间弯距强度:
σ=-94771.04/797-290684.787/13820-1.351e-008/13820=-139.943N/mm2
<215MPa,合格
稳定验算:
对主轴x计算长度:
Lx=0.7004m
对主轴y计算长度:
Ly=3m
对主轴x长细比:
λx=0.7004/2.57×100=27.254
对主轴y长细比:
λy=3/2.57×100=116.732
最大长细比:
λmax=116.732
稳定系数:
φ=0.4544
稳定验算:
σ=-94.771/7.97/0.4544×10=-201.704N/mm2<215MPa,合格
叠加杆件荷载后上弦对主轴x压弯稳定验算:
φx=0.9456
βmx=1.0
βty=1.0
Nex=3.141×3.141×206000×7.97/27.254/27.254/1.1/10=1983.218kN
φby=1
σ=-94.771/7.97/0.9456×10-1.0×0.2907/13.82/(1-0.8×94.771/1983.218)-0.7×1.0×1.351e-014/13.82/1×1000
=-147.626N/mm2
147.626<=215,合格!
叠加杆件荷载后上弦杆件对主轴y压弯稳定验算:
φy=0.4544
βtx=1.0
βmy=1.0
Ney=3.141×3.141×206000×7.97/116.732/116.732/1.1/10=1983.218kN
η=1.0
φbx=1
σ=-94.771/7.97/0.4544×10-0.7×1.0×0.2907/13.82/1-1.0×1.351e-014/13.82/(1-0.8×94.771/108.108)
=-206.427N/mm2
206.427>215,合格
最不利斜杆73号杆件,采用截面PIPE-42*3-Q235
截面面积:
A=3.68cm2
强度验算:
σ=-26.778/3.68×10=-72.765N/mm2<215MPa,合格
稳定验算:
对主轴x计算长度:
Lx=0.876m
对主轴y计算长度:
Ly=1.095m
对主轴x长细比:
λx=0.876/1.38×100=63.477
对主轴y长细比:
λy=1.095/1.38×100=79.346
最大长细比:
λmax=79.346
稳定系数:
φ=0.787
稳定验算:
σ=-26.778/3.68/0.787×10=-92.461N/mm2<215MPa,合格
最不利拉杆74号杆件,采用截面PIPE-60*3-Q235
截面面积:
A=5.37cm2
强度验算:
σ=89.055/5.37×10=165.838N/mm2<215MPa,合格
-------------------------------
|柱构件设计|
||
|构件:
GZ1|
|日期:
2016/01/07|
|时间:
19:
21:
35|
-------------------------------
-----设计信息-----
钢材等级:
235
柱高(m):
7.400
柱截面:
空心圆管截面:
D*T=245*7
柱平面内计算长度系数:
1.000
柱平面外计算长度:
7.400
强度计算净截面系数:
1.000
截面塑性发展:
考虑
构件所属结构类别:
单层工业厂房
是否进行抗震设计:
进行抗震设计
设计内力是否地震作用组合:
是
抗震设防烈度:
6度(0.05g)
抗震等级:
四级
强度验算承载力抗震调整系数:
γre=0.75
稳定验算承载力抗震调整系数:
γre=0.8
设计内力:
绕X轴弯矩设计值Mx(kN.m):
30.000
绕Y轴弯矩设计值My(kN.m):
0.000
轴力设计值N(kN):
55.000
-----设计依据-----
《钢结构设计规范》(GB50017-2003)
《建筑抗震设计规范》(GB50011-2010)
-----柱构件设计-----
1、截面特性计算
A=5.2339e-003;Xc=1.2250e-001;Yc=1.2250e-001;
Ix=3.7100e-005;Iy=3.7
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