毕业设计计算书钢结构Word文档下载推荐.docx
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毕业设计计算书钢结构Word文档下载推荐.docx
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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
钢材:
Q345
梁柱自重计算信息:
柱梁自重都计算
恒载作用下柱的轴向变形:
考虑
梁柱自重计算增大系数:
1.20
基础计算信息:
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:
0.85
门式刚架梁平面内的整体稳定性:
不验算
钢结构受拉柱容许长细比:
400
钢结构受压柱容许长细比:
180
钢梁(恒+活)容许挠跨比:
l/180
柱顶容许水平位移/柱高:
l/60
地震作用计算:
计算水平地震作用
计算震型数:
3
地震烈度:
6.00
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GB50011-2010地震效应增大系数1.000
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)0.178.00
(2)35.428.00(3)5.008.30
(4)30.608.30(5)13.008.78(6)22.608.78
(7)17.809.07(8)0.170.00(9)35.420.00
----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)81
(2)92
----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)13
(2)35(3)42
(4)57(5)64(6)76
----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
(5)0.00(6)0.00(7)0.00(8)0.00
(9)0.00
----标准截面信息----
1、标准截面类型
(1)27,320,320,350,800,8.0,14.0,14.0,5
(2)27,240,240,850,600,8.0,12.0,12.0,5
(3)16,200,200,600,6.0,8.0,8.0,5
(4)27,200,200,600,700,6.0,8.0,8.0,5
(5)27,200,200,700,600,6.0,8.0,8.0,5
(6)27,240,240,600,850,8.0,12.0,12.0,5
----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)110
(2)110
----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)300
(3)600(4)400
(5)300(6)500
2、标准截面特性
截面号XcYcIxIyA
10.160000.287500.81423E-030.76482E-040.13336E-01
20.120000.362500.96177E-030.27678E-040.11368E-01
30.100000.300000.37998E-030.10677E-040.67040E-02
40.100000.325000.45717E-030.10678E-040.70040E-02
50.100000.325000.45717E-030.10678E-040.70040E-02
60.120000.362500.96177E-030.27678E-040.11368E-01
截面号ixiyW1xW2xW1yW2y
10.24709E+000.75730E-010.28321E-020.28321E-020.47801E-030.47801E-03
20.29087E+000.49343E-010.26532E-020.26532E-020.23065E-030.23065E-03
30.23807E+000.39908E-010.12666E-020.12666E-020.10677E-030.10677E-03
40.25548E+000.39046E-010.14067E-020.14067E-020.10678E-030.10678E-03
50.25548E+000.39046E-010.14067E-020.14067E-020.10678E-030.10678E-03
60.29087E+000.49343E-010.26532E-020.26532E-020.23065E-030.23065E-03
恒荷载计算...
节点荷载:
节点号弯矩垂直力水平力
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
1112.160.00
----恒荷载标准值作用计算结果----
---柱内力---
柱号MNVMNV
10.0061.60-36.31-290.47-51.5536.31
20.0061.6036.31290.47-51.55-36.31
---梁内力---
梁号MNVMNV
1290.4739.4449.20-90.31-38.47-33.61
290.3138.4033.6990.22-37.06-11.36
390.3138.47-33.61-290.47-39.4449.20
4-90.2237.0611.36112.31-36.242.17
5-90.2237.06-11.36-90.32-38.4033.69
6-112.3136.242.1790.22-37.0611.36
---恒荷载作用下的节点位移(mm)---
节点号.X向位移Y向位移
1-5.50.2
25.50.2
3-4.124.0
44.124.0
5-0.686.0
60.686.0
70.098.8
活荷载计算...
1113.000.00
---活荷载标准值作用下的节点位移(mm)---
1-5.90.2
25.90.2
3-4.431.7
44.431.7
5-0.791.8
60.791.8
70.0105.0
风荷载计算...
----左风荷载标准值作用----
节点号水平力垂直力
110.850.00
211.870.00
111-3.400.00
111-2.210.00
---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)13.1
(2)2.3(3)11.7(4)3.7
(5)8.2(6)7.0(7)7.7(8)0.0
(9)0.0
10.00-56.8843.79323.0856.88-36.98
20.00-42.06-23.29-246.1642.0638.25
1-323.08-40.44-54.4799.5040.4438.03
2-99.50-40.36-38.11-96.7040.3610.85
3-80.55-40.7928.91246.1640.79-39.60
496.70-40.36-10.85-109.5340.36-5.51
580.86-40.7311.2880.5540.73-29.00
6109.53-40.730.65-80.8640.73-11.28
----右风荷载标准值作用----
11-1.870.00
21-0.850.00
(1)-2.3
(2)-13.1(3)-3.7(4)-11.8
(5)-7.0(6)-8.2(7)-7.7(8)0.0
10.00-42.0623.29246.1642.06-38.25
20.00-56.88-43.79-323.0856.8836.98
1-246.16-40.79-39.6080.5540.7928.91
2-80.55-40.73-29.00-80.8640.7311.28
3-99.50-40.4438.03323.0840.44-54.47
480.86-40.73-11.28-109.5340.730.65
596.70-40.3610.8599.5040.36-38.11
6109.53-40.36-5.51-96.7040.36-10.85
地震计算...
-----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:
1
质点重量:
166.123
水平地震标准值作用底层剪力:
2.848
底层最小地震剪力(抗震规范5.2.5条):
1.329
各质点地震力调整系数:
1.000
地震力调整后剪重比:
0.017
***第1振型
结构自振周期(已乘周期折减系数,单位:
秒):
0.897
特征向量:
1.000
各质点的水平地震力(kN):
2.848
(1)5.4
(2)5.4(3)5.5(4)5.5
(5)5.5(6)5.5(7)5.4(8)0.0
***左地震各振型叠加(SRSS)水平地震作用效应输出:
10.00-0.681.4211.390.68-1.42
20.000.681.4211.39-0.68-1.42
1-11.39-1.06-0.628.401.060.62
2-8.40-0.65-0.653.220.650.65
38.401.06-0.62-11.39-1.060.62
4-3.22-0.24-0.670.000.240.67
53.220.65-0.65-8.40-0.650.65
60.000.24-0.67-3.22-0.240.67
振型参与质量系数:
100.00%
-----右震动标准值作用计算结果-----
2
(1)-5.4
(2)-5.4(3)-5.5(4)-5.5
(5)-5.5(6)-5.5(7)-5.4(8)0.0
***右地震各振型叠加(SRSS)水平地震作用效应输出:
10.000.68-1.42-11.39-0.681.42
20.00-0.68-1.42-11.390.681.42
111.391.060.62-8.40-1.06-0.62
28.400.650.65-3.22-0.65-0.65
3-8.40-1.060.6211.391.06-0.62
43.220.240.670.00-0.24-0.67
5-3.22-0.650.658.400.65-0.65
60.00-0.240.673.220.24-0.67
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=27;
布置角度=0;
计算长度:
Lx=15.11,Ly=8.00;
长细比:
λx=97.8,λy=98.3
构件长度=8.00;
计算长度系数:
Ux=1.89Uy=1.00
抗震等级:
四级
变截面H形截面H:
B1=320,B2=320,H1=350,H2=800T1=8T2=14T3=14
轴压截面分类:
X轴:
b类,Y轴:
c类
构件钢号:
Q345
验算规范:
门规CECS102:
2002
柱下端柱上端
组合号MNVMNV
10.00-5.7117.73103.7517.77-8.21
20.00-18.0324.99161.8428.08-15.47
30.0015.04-10.97-3.94-2.98-9.99
40.002.72-3.7154.157.33-17.25
50.0073.92-43.57-348.56-61.8643.57
60.0061.60-36.31-290.47-51.5536.31
70.0083.16-49.02-392.13-69.5949.02
80.00148.08-97.16-777.31-136.0297.16
90.00135.76-89.90-719.22-125.7189.90
100.00135.07-86.53-692.26-121.5186.53
110.00148.08-97.16-777.31-136.0297.16
120.00135.76-89.90-719.22-125.7189.90
130.00135.07-86.53-692.26-121.5186.53
140.0073.92-43.57-348.56-61.8643.57
150.0061.60-36.31-290.47-51.5536.31
160.0083.16-49.02-392.13-69.5949.02
170.0026.14-6.79-77.18-14.0812.50
180.0013.820.47-19.08-3.775.24
190.0038.59-24.01-141.79-26.5311.44
200.0026.27-16.75-83.70-16.224.18
210.00100.30-60.38-505.92-88.2466.10
220.0087.98-53.12-447.83-77.9358.84
230.00112.75-77.60-570.54-100.6965.03
240.00100.43-70.34-512.44-90.3857.77
250.00100.30-60.38-505.92-88.2466.10
260.0087.98-53.12-447.83-77.9358.84
270.00112.75-77.60-570.54-100.6965.03
280.00100.43-70.34-512.44-90.3857.77
290.0026.14-6.79-77.18-14.0812.50
300.0013.820.47-19.08-3.775.24
310.0038.59-24.01-141.79-26.5311.44
320.0026.27-16.75-83.70-16.224.18
330.00-5.7117.73103.7517.77-8.21
340.00-18.0324.99161.8428.08-15.47
350.0015.04-10.97-3.94-2.98-9.99
360.002.72-3.7154.157.33-17.25
370.0046.21-19.78-196.38-34.1529.31
380.0033.89-12.52-138.28-23.8422.05
390.0066.95-48.49-304.06-54.8927.53
400.0054.63-41.22-245.97-44.5820.27
410.0046.21-19.78-196.38-34.1529.31
420.0033.89-12.52-138.28-23.8422.05
430.0066.95-48.49-304.06-54.8927.53
440.0054.63-41.22-245.97-44.5820.27
450.00-5.7117.73103.7517.77-8.21
460.00-18.0324.99161.8428.08-15.47
470.0015.04-10.97-3.94-2.98-9.99
480.002.72-3.7154.157.33-17.25
490.0073.03-41.72-333.75-60.9741.72
500.0060.71-34.46-275.66-50.6634.46
510.00106.59-68.39-547.12-94.5368.39
520.0088.98-57.30-458.40-78.9357.30
530.00106.59-68.39-547.12-94.5368.39
540.0088.98-57.30-458.40-78.9357
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