计算书Word文档下载推荐.docx
《计算书Word文档下载推荐.docx》由会员分享,可在线阅读,更多相关《计算书Word文档下载推荐.docx(17页珍藏版)》请在冰豆网上搜索。
![计算书Word文档下载推荐.docx](https://file1.bdocx.com/fileroot1/2023-1/27/bbac27a9-4ab1-475d-a888-6a4e41df2bca/bbac27a9-4ab1-475d-a888-6a4e41df2bca1.gif)
1
梁数:
2
支座约束数:
标准截面总数:
活荷载计算信息:
考虑活荷载不利布置
风荷载计算信息:
计算风荷载
抗震等级:
3
钢材:
Q235
梁柱自重计算信息:
柱梁自重都计算
梁柱自重计算增大系数:
1.10
基础计算信息:
不计算基础
梁刚度增大系数:
钢结构净截面面积与毛截面面积比:
0.95
钢结构阶形柱的计算长度折减系数:
0.800
钢结构受拉柱容许长细比:
200
钢结构受压柱容许长细比:
150
钢梁容许挠跨比度:
l/150
柱顶容许水平位移/柱高:
l/100
窄行输出全部内容
----节点坐标----
节点号XY节点号XY节点号XY
(1)0.0021.00
(2)9.0021.00(3)18.0021.00
(4)9.000.00
----柱关联号--------
柱号节点Ⅰ节点Ⅱ柱号节点Ⅰ节点Ⅱ柱号节点Ⅰ节点Ⅱ
(1)42
----梁关联号----
梁号节点Ⅰ节点Ⅱ梁号节点Ⅰ节点Ⅱ梁号节点Ⅰ节点Ⅱ
(1)12
(2)23
----支座约束信息----
(1)4111
----柱上下节点偏心----
节点号柱偏心值节点号柱偏心值节点号柱偏心值节点号柱偏心值
(1)0.00
(2)0.00(3)0.00(4)0.00
----标准截面信息----
1、标准截面类型
(1)17,2200,14,5
(2)17,600,12,5
----柱布置截面号,铰接信息,截面布置角度-----
柱号标准截铰接截面布柱号标准截铰接截面布
面号信息置角度面号信息置角度
(1)100
----梁布置截面号,铰接信息,截面布置角度-----
梁号标准截铰接截面布梁号标准截铰接截面布
(1)200
(2)200
2、标准截面特性
截面号XcYcIxIyA
11.100001.100000.57447E-010.57447E-010.96146E-01
20.300000.300000.95866E-030.95866E-030.22167E-01
截面号ixiyW1xW2xW1yW2y
10.77298E+000.77298E+000.52225E-010.52225E-010.52225E-010.52225E-01
20.20796E+000.20796E+000.31955E-020.31955E-020.31955E-020.31955E-02
恒荷载计算...
节点荷载:
节点号弯矩垂直力水平力
20.0090.000.00
0
柱荷载:
柱号荷载类型荷载值荷载参数1荷载参数2
梁荷载:
连续数荷载个数荷载类型荷载值1荷载参数1荷载值2荷载参数2
1112.500.00
----恒荷载标准值作用计算结果----
---柱内力---
柱号MNVMNV
10.00343.800.000.00-169.450.00
---梁内力---
梁号MNVMNV
10.000.000.00-178.770.0039.73
2178.770.0039.730.000.000.00
---恒荷载作用下的节点位移(mm)---
节点号.X向位移Y向位移
10.0018.60
20.000.27
30.0018.60
活荷载计算...
1115.000.00
---活荷载标准值作用下的节点位移(mm)---
10.0024.05
20.000.10
30.0024.05
风荷载计算...
----左风荷载标准值作用----
节点号水平力垂直力
2324.000.00
113.300.00
---节点侧向(水平向)位移(mm)---
节点号δx节点号δx节点号δx节点号δx
(1)91.296
(2)91.296(3)91.296(4)0.000
17531.630.00393.300.000.00-324.00
10.000.000.000.000.000.00
20.000.000.000.000.000.00
----右风荷载标准值作用----
2-324.000.00
11-3.300.00
(1)-91.296
(2)-91.296(3)-91.296(4)0.000
1-7531.630.00-393.300.000.00324.00
地震计算...
计算震型数:
地震烈度:
7.00
场地土类别:
Ⅱ类
附加重量节点数:
0
设计地震分组:
第一组
周期折减系数:
0.80
地震力计算方法:
振型分解法
结构阻尼比:
0.050
按GB50011-2001地震效应增大系数1.000
-----左震动标准值作用计算结果-----
地震力计算质量集中信息:
质量集中节点号:
质点重量:
301.627
水平地震标准值作用底层剪力:
19.174
底层最小地震剪力:
4.826
各质点地震力调整系数:
1.000
地震力调整后剪重比:
0.064
***第1振型
结构自振周期(已乘周期折减系数,单位:
秒):
0.452
特征向量:
各质点的水平地震力(KN):
(1)5.014
(2)5.002(3)5.014(4)0.000
***左地震各振型叠加水平地震作用效应输出:
1402.660.0019.170.000.00-19.17
10.006.390.000.00-6.390.00
20.00-6.390.000.006.390.00
-----右震动标准值作用计算结果-----
(1)-5.014
(2)-5.002(3)-5.014(4)0.000
***右地震各振型叠加水平地震作用效应输出:
1-402.660.00-19.170.000.0019.17
10.00-6.390.000.006.390.00
20.006.390.000.00-6.390.00
荷载效应组合计算...
-----荷载效应组合及强度、稳定、配筋计算-----
--------------------------------------------------------------------------------
钢柱1
截面类型=17;
布置角度=0;
计算长度:
Lx=42.00,Ly=21.00;
长细比:
λx=54.3,λy=
27.2
构件长度=21.00;
计算长度系数:
Ux=2.00Uy=1.00
截面参数:
D=2200T=14
柱下端柱上端
组合号MNVMNV
110544.28412.56550.620.00-203.35-453.60
210544.28343.80550.620.00-169.45-453.60
3-10544.28412.56-550.620.00-203.35453.60
4-10544.28343.80-550.620.00-169.45453.60
5283.50475.560.00283.50-266.350.00
6283.50406.800.00283.50-232.450.00
7198.45508.230.00198.45-272.860.00
8-283.50475.560.00-283.50-266.350.00
9-283.50406.800.00-283.50-232.450.00
10-198.45508.230.00-198.45-272.860.00
110.00538.560.000.00-329.350.00
120.00469.800.000.00-295.450.00
130.00552.330.000.00-316.960.00
140.00412.560.000.00-203.350.00
150.00343.800.000.00-169.450.00
160.00464.130.000.00-228.760.00
176610.06475.56330.37283.50-266.35-272.16
186610.06406.80330.37283.50-232.45-272.16
19-6043.07475.56-330.37283.50-266.35272.16
20-6043.07406.80-330.37283.50-232.45272.16
216043.07475.56330.37-283.50-266.35-272.16
226043.07406.80330.37-283.50-232.45-272.16
23-6610.06475.56-330.37-283.50-266.35272.16
24-6610.06406.80-330.37-283.50-232.45272.16
256326.57538.56330.370.00-329.35-272.16
266326.57469.80330.370.00-295.45-272.16
27-6326.57538.56-330.370.00-329.35272.16
28-6326.57469.80-330.370.00-295.45272.16
296326.57412.56330.370.00-203.35-272.16
306326.57343.80330.370.00-169.45-272.16
31-6326.57412.56-330.370.00-203.35272.16
32-6326.57343.80-330.370.00-169.45272.16
3310742.73456.66550.62198.45-247.45-453.60
3410742.73387.90550.62198.45-213.55-453.60
35-10345.83456.66-550.62198.45-247.45453.60
36-10345.83387.90-550.62198.45-213.55453.60
3710345.83456.66550.62-198.45-247.45-453.60
3810345.83387.90550.62-198.45-213.55-453.60
39-10742.73456.66-550.62-198.45-247.45453.60
40-10742.73387.90-550.62-198.45-213.55453.60
4110544.28500.76550.620.00-291.55-453.60
4210544.28432.00550.620.00-257.65-453.60
43-10544.28500.76-550.620.00-291.55453.60
44-10544.28432.00-550.620.00-257.65453.60
4510544.28412.56550.620.00-203.35-453.60
4610544.28343.80550.620.00-169.45-453.60
47-10544.28412.56-550.620.00-203.35453.60
48-10544.28343.80-550.620.00-169.45453.60
49644.95439.5624.93121.50-230.35-24.93
50624.70366.3024.93101.25-191.95-24.93
51-644.95439.56-24.93-121.50-230.3524.93
52-624.70366.30-24.93-101.25-191.9524.93
53-523.45466.56-24.930.00-257.3524.93
54-523.45388.80-24.930.00-214.4524.93
55523.45412.5624.930.00-203.35-24.93
56523.45343.8024.930.00-169.45-24.93
强度计算最大应力对应组合号:
33,M=10742.73,N=456.66,M=198.45,N=-247.45
强度计算最大应力(N/mm*mm)=193.28
平面内稳定计算最大应力(N/mm*mm)=185.64
平面外稳定计算最大应力(N/mm*mm)=210.72
容许圆管外径与壁厚之比[D/T]=100.00
强度计算最大应力<
f=215.00
平面内稳定计算最大应力<
平面外稳定计算最大应力<
圆管外径与壁厚之比D/T=157.14>
[D/T]=100.00
压杆,平面内长细比λ=54.<
[λ]=150
压杆,平面外长细比λ=27.<
构件重量(Kg)=15849.62
钢梁1
长度:
L=9.00
D=600T=12
10.000.000.00-214.530.0047.67
20.000.000.00-178.770.0039.73
30.000.000.00-214.530.0047.67
40.000.000.00-178.770.0039.73
50.000.000.00-214.530.0047.67
60.000.000.00-178.770.0039.73
70.000.000.00-241.340.0053.63
80.000.000.00-498.030.00110.67
90.000.000.00-462.270.00102.73
100.000.000.00-439.790.0097.73
110.000.000.00-214.530.0047.67
120.000.000.00-178.770.0039.73
130.000.000.00-214.530.0047.67
140.000.000.00-178.770.0039.73
150.000.000.00-498.030.00110.67
160.000.000.00-462.270.00102.73
170.000.000.00-498.030.00110.67
180.000.000.00-462.270.00102.73
190.000.000.00-214.530.0047.67
200.000.000.00-178.770.0039.73
210.000.000.00-214.530.0047.67
220.000.000.00-178.770.0039.73
230.000.000.00-412.980.0091.77
240.000.000.00-377.220.0083.83
250.000.000.00-412.980.0091.77
260.000.000.00-377.220.0083.83
270.00-8.310.00-214.53-8.3147.67
280.00-8.310.00-178.77-8.3139.73
290.008.310.00-336.038.3174.67
300.008.310.00-280.028.3162.23
310.000.000.00-498.030.00110.67
320.000.000.00-462.270.00102.73
330.000.000.00-439.790.0097.73
340.000.000.00-214.530.0047.67
350.000.000.00-178.770.0039.73
360.000.000.00-241.340.0053.63
370.000.000.00-498.030.00110.67
380.000.000.00-462.270.00102.73
390.000.000.00-498.030.00110.67
400.000.000.00-462.270.00102.73
410.000.000.00-214.530.0047.67
420.000.000.00-178.770.0039.73
430.000.0