门式刚架轻型房屋钢筋结构计算电算书设计书Word下载.docx
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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:
不考虑
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:
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:
300
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/400
抗震等级:
3(钢结构为考虑地震作用)
计算震型数:
2
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
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)0.006.50
(2)18.006.50(3)36.006.50
(4)0.009.00(5)36.009.00(6)3.609.24
(7)32.409.24(8)14.409.96(9)21.609.96
(10)18.0010.20(11)0.000.00(12)18.000.00
(13)36.000.00
----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)111
(2)122(3)133
(4)14(5)35(6)210
----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)46
(2)68(3)75
(4)810(5)97(6)109
----支座约束信息----
(1)11111
(2)12111(3)13111
----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(11)0.00(12)0.00
(13)0.00
----标准截面信息----
1、标准截面类型
(1)16,250,250,600,6.0,10.0,10.0,5
(3)27,250,250,600,450,6.0,10.0,10.0,5
(4)16,250,250,450,6.0,10.0,10.0,5
(5)27,250,250,450,600,6.0,10.0,10.0,5
----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)100
(2)100
(3)100(4)100
(5)100(6)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)300
(2)400
(3)500(4)500
(5)400(6)300
2、标准截面特性
截面号XcYcIxIyA
10.125000.300000.53272E-030.26052E-040.84800E-02
20.000000.000000.00000E+000.00000E+000.00000E+00
30.125000.262500.39597E-030.26051E-040.80300E-02
40.125000.225000.28180E-030.26049E-040.75800E-02
50.125000.262500.39597E-030.26051E-040.80300E-02
截面号ixiyW1xW2xW1yW2y
10.25064E+000.55427E-010.17757E-020.17757E-020.20842E-030.20842E-03
20.00000E+000.00000E+000.00000E+000.00000E+000.00000E+000.00000E+00
30.22206E+000.56958E-010.15084E-020.15084E-020.20841E-030.20841E-03
40.19281E+000.58622E-010.12524E-020.12524E-020.20840E-030.20840E-03
50.22206E+000.56958E-010.15084E-020.15084E-020.20841E-030.20841E-03
恒荷载计算...
节点荷载:
节点号弯矩垂直力水平力
117.8435.690.00
20.0071.400.00
3-17.8035.910.00
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
1112.700.00
----恒荷载标准值作用计算结果----
---柱内力---
柱号MNVMNV
1-43.0072.58-14.94-54.14-67.3914.94
20.01143.930.000.00-138.740.00
343.0172.8014.9454.12-67.61-14.94
436.3031.70-14.94-73.66-29.7014.94
5-36.3231.7014.9473.68-29.70-14.94
60.0067.340.000.01-64.380.00
---梁内力---
梁号MNVMNV
173.6616.8928.647.23-16.06-16.20
2-7.2316.0616.20-16.97-13.6020.67
3-7.2216.06-16.20-73.68-16.8928.64
416.9713.60-20.67-114.00-12.7733.11
516.9713.6020.677.22-16.0616.20
6113.9912.7733.11-16.97-13.60-20.67
---恒荷载作用下的节点位移(mm)---
节点号.X向位移Y向位移
1-2.00.0
20.00.0
32.00.0
40.20.0
5-0.20.0
60.78.6
7-0.78.6
80.45.4
9-0.45.4
100.00.0
活荷载计算...
1115.850.00
---活荷载标准值作用下的节点位移(mm)---
1-3.30.2
20.00.4
33.30.2
40.20.3
5-0.20.3
61.118.3
7-1.118.3
80.716.2
9-0.716.2
100.00.6
风荷载计算...
----左风荷载标准值作用----
节点号水平力垂直力
110.940.00
312.080.00
410.940.00
512.080.00
111-3.790.00
111-2.460.00
111-4.320.00
111-2.810.00
---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)4.3
(2)0.7(3)1.1(4)2.6
(5)2.9(6)2.0(7)3.3(8)2.2
(9)3.0(10)2.8(11)0.0(12)0.0
(13)0.0
166.41-34.0521.8855.8734.05-15.74
20.28-60.95-1.65-11.0360.951.65
310.01-20.415.35-19.1420.418.16
4-55.87-34.0515.7492.2734.05-13.38
519.14-20.41-8.16-46.0420.4113.36
611.03-60.95-1.65-17.1560.951.65
1-92.27-15.61-33.09-2.4915.6119.45
22.49-15.61-19.458.4415.61-21.47
38.23-14.6910.6146.0414.69-19.47
4-8.44-15.6121.47113.9415.61-37.02
5-20.89-14.69-15.99-8.2314.69-10.61
6-96.80-14.69-26.0920.8914.6915.99
----右风荷载标准值作用----
11-2.080.00
31-0.940.00
41-2.080.00
51-0.940.00
(1)-1.1
(2)-0.7(3)-4.3(4)-2.9
(5)-2.6(6)-3.3(7)-2.0(8)-3.0
(9)-2.2(10)-2.8(11)0.0(12)0.0
1-10.01-20.41-5.3519.1420.41-8.16
2-0.28-60.951.6511.0360.95-1.65
3-66.41-34.05-21.88-55.8734.0515.74
4-19.14-20.418.1646.0420.41-13.36
555.87-34.05-15.74-92.2734.0513.38
6-11.03-60.951.6517.1560.95-1.65
1-46.04-14.69-19.47-8.2314.6910.61
28.23-14.69-10.6120.8914.69-15.99
32.49-15.6119.4592.2715.61-33.09
4-20.89-14.6915.9996.8014.69-26.09
5-8.44-15.61-21.47-2.4915.61-19.45
6-113.94-15.61-37.028.4415.6121.47
吊车荷载计算...
----吊车1----
吊车连接节点数:
吊车连接节点号:
1,2,
最大轮压在左侧产生的各节点竖向荷载(Dmax在跨左):
61.986,8.107,
最大轮压在右侧产生的各节点竖向荷载(Dmax在跨右):
8.107,61.986,
空车最大轮压在左侧产生的各节点竖向荷载(Wmax在跨左):
0.000,0.000,
空车最大轮压在右侧产生的各节点竖向荷载(Wmax在跨右):
吊车竖向荷载与节点竖向偏心距(m):
0.500,-0.500,
吊车水平刹车力在各节点产生的最大水平力(Tmax):
2.533,2.533,
吊车的横向水平荷载与各节点的垂直距离(m):
1.000,1.000,
考虑空间工作和扭转影响的效应调整系数:
1.000
吊车桥架引起的地震剪力与弯矩增大系数:
吊车桥架重量:
32.363
单跨吊车组合荷载折减系数:
1.000
两跨吊车组合荷载折减系数:
----Dmax标准值作用位于跨左----
1-3.0861.73-3.24-18.01-61.733.24
29.347.921.963.40-7.92-1.96
37.940.451.290.41-0.45-1.29
4-12.99-0.26-3.244.880.263.24
5-0.410.451.293.62-0.45-1.29
60.66-0.191.966.590.19-1.96
1-4.883.22-0.483.16-3.220.48
2-3.163.22-0.48-1.99-3.220.48
32.321.31-0.36-3.62-1.310.36
41.993.22-0.48-3.70-3.220.48
5-1.591.31-0.36-2.32-1.310.36
6-2.891.31-0.361.59-1.310.36
----Dmax标准值作用位于跨右----
1-8.718.55-1.78-2.84-8.551.78
22.7561.892.8615.83-61.89-2.86
3-6.88-0.35-1.08-0.150.351.08
4-1.210.44-1.78-3.23-0.441.78
50.15-0.35-1.08-2.860.351.08
615.17-0.092.86-4.590.09-2.86
13.231.800.32-2.08-1.80-0.32
22.081.800.321.38-1.80-0.32
3-1.87-1.100.272.861.10-0.27
4-1.381.800.322.53-1.80-0.32
51.07-1.100.271.871.10-0.27
62.06-1.100.27-1.071.10-0.27
----左来刹车标准值作用(Tmax作用向右)----
(1)1.1
(2)1.1(3)1.0(4)1.5
(5)1.5(6)1.5(7)1.5(8)1.5
(9)1.5(10)1.5(11)0.0(12)0.0
19.38-0.211.772.090.21-1.77
210.08-0.192.073.390.19-2.07
37.750.391.230.24-0.39-1.23
4-2.09-0.211.772.700.210.77
5-0.240.391.233.31-0.39-1.23
6-3.39-0.192.074.220.190.46
1-2.700.75-0.261.77-0.750.26
2-1.770.75-0.26-1.01-0.750.26
32.201.25-0.31-3.31-1.250.31
41.010.75-0.26-1.94-0.750.26
5-1.161.25-0.31-2.20-1.250.31
6-2.281.25-0.311.16-1.250.31
----右来刹车标准值作用(Tmax作用向左)----
(1)-1.1
(2)-1.1(3)-1.0(4)-1.5
(5)-1.5(6)-1.5(7)-1.5(8)-1.5
(9)-1.5(10)-1.5(11)0.0(12)0.0
1-9.380.21-1.77-2.09-0.211.77
2-10.080.19-2.07-3.39-0.192.07
3-7.75-0.39-1.23-0.240.391.23
42.090.21-1.77-2.70-0.21-0.77
50.24-0.39-1.23-3.310.391.23
63.390.19-2.07-4.22-0.19-0.46
12.70-0.750.26-1.770.75-0.26
21.77-0.750.261.010.75-0.26
3-2.20-1.250.313.311.25-0.31
4-1.01-0.750.261.940.75-0.26
51.16-1.250.312.201.25-0.31
62.28-1.250.31-1.161.25-0.31
----吊车2----
2,3,
16.8