支撑架计算书.docx
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支撑架计算书
1-B/1-2~1-3间700×2050悬挑框架梁底支撑计算书
设计规范:
按《钢结构设计规范》计算
结构重要性系数:
1.00
节点总数:
10
柱数:
10
梁数:
4
支座约束数:
3
标准截面总数:
4
活荷载计算信息:
考虑活荷载不利布置
风荷载计算信息:
不计算风荷载
钢材:
Q235
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:
不计算基础
梁刚度增大系数:
1.00
钢结构净截面面积与毛截面面积比:
0.85
钢柱计算长度系数计算方法:
有侧移
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:
300
钢结构受压柱容许长细比:
150
钢梁(恒+活)容许挠跨比:
l/400
钢梁(活)容许挠跨比:
l/500
柱顶容许水平位移/柱高:
l/500
附加重量节点数:
0
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)1.202.50
(2)2.902.50(3)-0.273.69
(4)-2.505.50(5)1.205.50(6)2.905.50
(7)4.105.50(8)0.000.00(9)1.200.00
(10)2.900.00
----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)91(3)102
(4)13(5)34(6)15
(7)25(8)35(9)26
(10)27
----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)45(3)56
(4)67
----支座约束信息----
(1)8111
(2)9111(3)10111
----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(10)0.00
----标准截面信息----
1、标准截面类型
(1)31,I25a,普通工字钢截面I
(2)31,I14,普通工字钢截面I
(3)31,I14,普通工字钢截面I
(4)31,I25a,普通工字钢截面I
----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
(2)100
(3)100(4)100
(5)100(6)100
(7)100(8)200
(9)100(10)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
面号信息置角度面号信息置角度
(1)300
(2)400
(3)400(4)400
2、标准截面特性
截面号XcYcIxIyA
10.058000.125000.50170E-040.28040E-050.48510E-02
20.040000.070000.71200E-050.64300E-060.21500E-02
30.040000.070000.71200E-050.64300E-060.21500E-02
40.058000.125000.50170E-040.28040E-050.48510E-02
截面号ixiyW1xW2xW1yW2y
10.10170E+000.24000E-010.40140E-030.40140E-030.48400E-040.48400E-04
20.57500E-010.17300E-010.10170E-030.10170E-030.16100E-040.16100E-04
30.57500E-010.17300E-010.10170E-030.10170E-030.16100E-040.16100E-04
40.10170E+000.24000E-010.40140E-030.40140E-030.48400E-040.48400E-04
恒荷载计算...
节点荷载:
节点号弯矩垂直力水平力
0
柱荷载:
柱号荷载类型荷载值荷载参数1荷载参数2
0
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
0
0
0
0
----恒荷载标准值作用计算结果----
---柱内力---
柱号MNVMNV
10.522.840.580.34-1.70-0.04
20.419.570.360.49-8.43-0.36
30.362.970.340.49-1.83-0.34
4-0.643.17-0.650.05-2.62-0.02
5-0.192.42-0.62-0.12-1.59-0.40
6-0.267.29-0.11-0.08-5.920.11
7-0.30-2.20-0.400.263.57-0.38
80.13-0.640.20-0.011.010.09
9-0.211.75-0.12-0.16-0.380.12
100.051.670.25-0.12-0.300.30
---梁内力---
梁号MNVMNV
10.062.280.19-0.03-2.280.15
20.12-1.490.69-0.701.491.00
30.53-0.510.790.150.51-0.01
40.01-0.390.380.120.390.16
---恒荷载作用下的节点位移(mm)---
节点号.X向位移Y向位移
10.00.0
20.00.0
30.00.1
4-0.10.2
5-0.10.0
6-0.10.0
7-0.10.0
活荷载计算...
节点荷载:
节点号弯矩垂直力水平力
0
柱荷载:
柱号荷载类型荷载值荷载参数1荷载参数2
0
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
0
11140.000.00
11140.000.00
11140.000.00
---活荷载标准值作用下的节点位移(mm)---
节点号.X向位移Y向位移
10.90.6
20.60.2
3-0.73.1
4-2.96.6
5-2.71.4
6-2.60.4
7-2.60.5
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=31;布置角度=0;计算长度:
Lx=3.37,Ly=2.77;长细比:
λx=33.1,λy=115.4
构件长度=2.77;计算长度系数:
Ux=1.21Uy=1.00
截面参数:
普通工字钢
轴压截面分类:
X轴:
a类,Y轴:
b类
构件钢号:
Q235
验算规范:
普钢规范GB50017-2003
柱下端柱上端
组合号MNVMNV
10.623.410.700.41-2.04-0.04
20.522.840.580.34-1.70-0.04
30.623.410.700.41-2.04-0.04
40.522.840.580.34-1.70-0.04
516.47100.0713.5920.29-98.70-12.93
616.3799.5013.4720.23-98.36-12.92
711.7971.509.8114.38-69.96-9.07
8-0.39-5.40-0.35-1.506.771.01
9-0.50-5.96-0.47-1.577.111.02
10-0.01-2.330.05-0.883.870.69
1116.47100.0713.5920.29-98.70-12.93
1216.3799.5013.4720.23-98.36-12.92
1311.7971.509.8114.38-69.96-9.07
14-0.39-5.40-0.35-1.506.771.01
15-0.50-5.96-0.47-1.577.111.02
16-0.01-2.330.05-0.883.870.69
1716.47100.0713.5920.29-98.70-12.93
1816.3799.5013.4720.23-98.36-12.92
1916.47100.0713.5920.29-98.70-12.93
2016.3799.5013.4720.23-98.36-12.92
21-0.39-5.40-0.35-1.506.771.01
22-0.50-5.96-0.47-1.577.111.02
23-0.39-5.40-0.35-1.506.771.01
24-0.50-5.96-0.47-1.577.111.02
2516.47100.0713.5920.29-98.70-12.93
2616.3799.5013.4720.23-98.36-12.92
2716.47100.0713.5920.29-98.70-12.93
2816.3799.5013.4720.23-98.36-12.92
29-0.39-5.40-0.35-1.506.771.01
30-0.50-5.96-0.47-1.577.111.02
31-0.39-5.40-0.35-1.506.771.01
32-0.50-5.96-0.47-1.577.111.02
3311.7271.079.7214.33-69.70-9.06
3411.6170.519.6014.26-69.36-9.06
3511.7271.079.7214.33-69.70-9.06
3611.6170.519.6014.26-69.36-9.06
37-0.09-2.75-0.04-0.934.130.70
38-0.19-3.32-0.15-1.004.460.70
39-0.09-2.75-0.04-0.934.130.70
40-0.19-3.32-0.15-1.004.460.70
4111.7271.079.7214.33-69.70-9.06
4211.6170.519.6014.26-69.36-9.06
4311.7271.079.7214.33-69.70-9.06
4411.6170.519.6014.26-69.36-9.06
45-0.09-2.75-0.04-0.934.130.70
46-0.19-3.32-0.15-1.004.460.70
47-0.09-2.75-0.04-0.934.130.70
48-0.19-3.32-0.15-1.004.460.70
498.039.026.249.54-79.40-5.55
506.791.555.208.05-72.16-4.62
51-0.4335.570.23-1.0237.550.39
52-0.4635.630.19-0.9537.260.32
536.8080.776.219.54-79.40-5.55
545.5673.305.178.05-72.16-4.62
550.80-36.180.26-1.0237.550.39
560.77-36.120.22-0.9537.260.32
强度计算最大应力对应组合号:
5,M=16.47,N=100.07,M=20.29,N=-98.70
强度计算最大应力(N/mm*mm)=80.92
强度计算最大应力比=0.376
平面内稳定计算最大应力(N/mm*mm)=70.20
平面内稳定计算最大应力比=0.327
平面外稳定计算最大应力(N/mm*mm)=68.80
平面外稳定计算最大应力比=0.320
腹板容许高厚比计算对应组合号:
52,M=-0.46,N=35.63,M=-0.95,N=37.26
GB50017腹板容许高厚比[H0/TW]=49.36
GB50011腹板容许高厚比[H0/TW]=70.00
翼缘容许宽厚比[B/T]=13.00
强度计算最大应力平面内稳定计算最大应力平面外稳定计算最大应力腹板高厚比H0/TW=25.50<[H0/TW]=49.36
翼缘宽厚比B/T=3.51<[B/T]=13.00
压杆,平面内长细比λ=33.≤[λ]=150
压杆,平面外长细比λ=115.≤[λ]=150
构件重量(Kg)=105.60
--------------------------------------------------------------------------------
钢柱2
截面类型=31;布置角度=0;计算长度:
Lx=3.28,Ly=2.50;长细比:
λx=32.2,λy=104.2
构件长度=2.50;计算长度系数:
Ux=1.31Uy=1.00
截面参数:
普通工字钢
轴压截面分类:
X轴:
a类,Y轴:
b类
构件钢号:
Q235
验算规范:
普钢规范GB50017-2003
柱下端柱上端
组合号MNVMNV
10.4911.490.430.59-10.12-0.43
20.419.570.360.49-8.43-0.36
30.4911.490.430.59-10.12-0.43
40.419.570.360.49-8.43-0.36
516.92361.6115.3721.50-360.24-15.37
616.84359.6915.2921.40-358.55-15.29
712.05258.0110.9415.30-256.46-10.94
8-0.530.08-0.78-1.421.290.78
9-0.62-1.84-0.86-1.522.980.86
10-0.174.94-0.36-0.74-3.390.36
1116.92361.6115.3721.50-360.24-15.37
1216.84359.6915.2921.40-358.55-15.29
1312.05258.0110.9415.30-256.46-10.94
14-0.530.08-0.78-1.421.290.78
15-0.62-1.84-0.86-1.522.980.86
16-0.174.94-0.36-0.74-3.390.36
1716.92361.6115.3721.50-360.24-15.37
1816.84359.6915.2921.40-358.55-15.29
1916.92361.6115.3721.50-360.24-15.37
2016.84359.6915.2921.40-358.55-15.29
21-0.530.08-0.78-1.421.290.78
22-0.62-1.84-0.86-1.522.980.86
23-0.530.08-0.78-1.421.290.78
24-0.62-1.84-0.86-1.522.980.86
2516.92361.6115.3721.50-360.24-15.37
2616.84359.6915.2921.40-358.55-15.29
2716.92361.6115.3721.50-360.24-15.37
2816.84359.6915.2921.40-358.55-15.29
29-0.530.08-0.78-1.421.290.78
30-0.62-1.84-0.86-1.522.980.86
31-0.530.08-0.78-1.421.290.78
32-0.62-1.84-0.86-1.522.980.86
3311.99256.5710.8915.22-255.20-10.89
3411.91254.6610.8115.13-253.51-10.81
3511.99256.5710.8915.22-255.20-10.89
3611.91254.6610.8115.13-253.51-10.81
37-0.233.50-0.42-0.82-2.130.42
38-0.311.59-0.49-0.92-0.440.49
39-0.233.50-0.42-0.82-2.130.42
40-0.311.59-0.49-0.92-0.440.49
4111.99256.5710.8915.22-255.20-10.89
4211.91254.6610.8115.13-253.51-10.81
4311.99256.5710.8915.22-255.20-10.89
4411.91254.6610.8115.13-253.51-10.81
45-0.233.50-0.42-0.82-2.130.42
46-0.311.59-0.49-0.92-0.440.49
47-0.233.50-0.42-0.82-2.130.42
48-0.311.59-0.49-0.92-0.440.49
498.63165.067.179.80-156.58-6.49
507.38138.146.048.21-129.88-5.35
51-1.063.01-0.44-0.52-8.75-0.25
52-1.071.91-0.42-0.48-7.88-0.27
538.63165.067.179.30-163.69-7.17
547.38138.146.047.71-137.00-6.04
55-1.063.01-0.44-0.02-1.640.44
56-1.071.91-0.420.02-0.770.42
强度计算最大应力对应组合号:
5,M=16.92,N=361.61,M=21.50,N=-360.24
强度计算最大应力(N/mm*mm)=147.70
强度计算最大应力比=0.687
平面内稳定计算最大应力(N/mm*mm)=130.58
平面内稳定计算最大应力比=0.607
平面外稳定计算最大应力(N/mm*mm)=165.42
平面外稳定计算最大应力比=0.769
腹板容许高厚比计算对应组合号:
1,M=0.49,N=11.49,M=0.59,N=-10.12
GB50017腹板容许高厚比[H0/TW]=53.41
GB50011腹板容许高厚比[H0/TW]=70.00
翼缘容许宽厚比[B/T]=13.00
强度计算最大应力平面内稳定计算最大应力平面外稳定计算最大应力腹板高厚比H0/TW=25.50<[H0/TW]=53.41
翼缘宽厚比B/T=3.51<[B/T]=13.00
压杆,平面内长细比λ=32.≤[λ]=150
压杆,平面外长细比λ=104.≤[λ]=150
构件重量(Kg)=95.20
--------------------------------------------------------------------------------
钢柱3
截面类型=31;布置角度=0;计算长度:
Lx=3.62,Ly=2.50;长细比:
λx=35.6,λy=104.2
构件长度=2.50;计算长度