轻钢结构彩钢板大棚设计书

1、轻钢结构彩钢板大棚设计书轻钢结构彩钢板大棚设计书一、设计主要依据:建筑结构荷载规范(gb50009-2012);建筑抗震设计规范(gb50011-2010);钢结构设计规范(gb50017-2003);冷弯薄壁型钢结构技术规范(gb50018-2002);二、项目简图：22m*（9m*1+10m*6跨）平面布置图剖面图三、总信息结构类型:单层钢结构厂房设计规范:按钢结构设计规范计算结构重要性系数:1.00节点总数:16柱数:8梁数:7支座约束数:8标准截面总数:15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: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:

2、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:200钢结构受压柱容许长细比:150钢梁(恒+活)容许挠跨比:l/250钢梁(活)容许挠跨比:l/300柱顶容许水平位移/柱高:l/150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：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

3、出全部内容四、几何信息各节点信息如下表：节x坐标z坐标xyz绕绕绕点（mm）（mm）向号约向约向约x轴xx轴轴束束束约约约10束束束9000268751048131375090004137505000各单元信息如下表绕x绕y绕x绕y轴轴单元号长截面度名称（mm）面积（mm2）轴惯轴惯性矩性矩（104mm104mm计算长度计算长度4）4）系系数数柱1d165柱1d165900090004712133113314712133113310.70.5360.70.546梁上弦d5010500310366梁腹d21705231733杆梁d60105310366下弦00五、荷载信息1、工况数值（1）、屋面

4、恒载标准值：0.20kn/m2（2）、屋面活载标准值：0.30kn/m2（3）、风荷载规范：建筑结构荷载规范（gb50009-2012）基本风压：0.45kn/m2轴线类型：构件中心地面粗糙度：b柱底标高（m）：0.00女儿墙高度（m）：0.00（4）、地震作用无地震作用（5）、温度作用无温度作用2、恒载组合：（1）、1.20恒载+1.40活载工况1（2）、1.20恒载+1.40风载工况2（3）、1.20恒载+1.40风载工况3（4）、1.20恒载+1.400.90活载工况1+1.400.90风载工况2（5）、1.20恒载+1.400.90活载工况1+1.400.90风载工况3六、内力计算结果

5、（一）、内力1、工况内力2、组合内力3、最不利内力（1）、数值显示最不利内力表（单位：n、v（kn）；m（kn.m）；位置（m）单元号名称组合号序号位置轴力n剪力v弯矩mn最大210.00040-23.90.0v最大510.0004023.90.0m最1大n最小55219.0000.000-3414.6-107.7-26-9.30.0v最小m最小22110.0000.000-26-9.32821.60.00.0n最大210.00040-23.90.0v最大510.0004023.90.02m最大529.000-3414.6-107.7n最小v最小52110.0000.000-26-9.3-26

6、-9.30.00.0m最小210.0002821.60.0n最大v最大2511.649-2622.6-72.910.0002329.887.5m最3大n最小v最小m最小552221110.0006.8755.3276.87525-29.8107.7-514.759.9-26-2152.9-514.724.3n最大v最4大m最大25511.649-2622.6-72.910.0002329.887.50.000225-29.8107.7n最小516.875-514.759.9v最小m最小22115.3276.875-26-2152.9-514.724.3n最大v最大m最5大n最小v最小m最小25

7、552211.649-2622.6-72.910.0002329.887.520.00025-29.8107.716.875-514.759.915.327-26-2152.916.875-514.724.3-（二）、位移1、工况位移2、组合位移七、设计验算结果（1）、验算结果-荷载效应组合及强度、稳定、配筋计算-钢柱1截面类型=77;布置角度=0;计算长度：lx=6.59,ly=5.00;长细比：x=117.7,y=89.3构件长度=9.00;计算长度系数:ux=0.73uy=0.56抗震等级:不考虑抗震无缝圆钢管：d=168,t=10.00轴压截面分类:x轴:a类,y轴:a类构件钢号：q2

8、35验算规范:普钢规范gb50017-2003柱下端柱上端组合号mnvmnv126.47-8.017.7416.568.01-1.82227.91-9.978.1618.879.97-2.243-31.38-0.54-11.39-12.180.54-1.714-29.95-2.49-10.97-9.882.49-2.125-8.6111.73-2.50-13.84-11.732.506-7.189.77-2.08-11.54-9.772.087-9.6913.20-2.81-15.57-13.202.818-18.0023.63-5.18-28.63-23.635.189-16.5621.67

9、-4.76-26.32-21.674.7610-16.2621.52-4.69-25.92-21.524.6911-18.0023.63-5.18-28.63-23.635.1812-16.5621.67-4.76-26.32-21.674.7613-16.2621.52-4.69-25.92-21.524.6914-8.6111.73-2.50-13.84-11.732.5015-7.189.77-2.08-11.54-9.772.0816-9.6913.20-2.81-15.57-13.202.811712.44-0.123.654.400.12-0.091813.87-2.074.066

10、.712.07-0.5119-22.284.37-7.83-12.85-4.37-0.0320-20.842.41-7.42-10.54-2.41-0.44213.0611.780.96-10.38-11.782.59224.499.831.38-8.08-9.832.1723-31.6616.27-10.52-27.63-16.272.6624-30.2214.31-10.10-25.32-14.312.24253.0611.780.96-10.38-11.782.59264.499.831.38-8.08-9.832.1727-31.6616.27-10.52-27.63-16.272.6

11、628-30.2214.31-10.10-25.32-14.312.242912.44-0.123.654.400.12-0.093013.87-2.074.066.712.07-0.5131-22.284.37-7.83-12.85-4.37-0.0332-20.842.41-7.42-10.54-2.41-0.443326.47-8.017.7416.568.01-1.823427.91-9.978.1618.879.97-2.2435-31.38-0.54-11.39-12.180.54-1.7136-29.95-2.49-10.97-9.882.49-2.123719.910.325.

12、866.21-0.320.063821.34-1.646.288.521.64-0.3639-37.957.79-13.27-22.53-7.790.1740-36.525.84-12.85-20.22-5.84-0.244119.910.325.866.21-0.320.064221.34-1.646.288.521.64-0.3643-37.957.79-13.27-22.53-7.790.1744-36.525.84-12.85-20.22-5.84-0.244526.47-8.017.7416.568.01-1.824627.91-9.978.1618.879.97-2.2447-31

13、.38-0.54-11.39-12.180.54-1.7148-29.95-2.49-10.97-9.882.49-2.12强度计算最大应力对应组合号:39,m=-37.95,n=7.79,m=-22.53,n=-7.79强度计算最大应力(n/mm*mm)=195.69强度计算最大应力比=0.910平面内稳定计算最大应力(n/mm*mm)=160.93平面内稳定计算最大应力比=0.749平面外稳定计算最大应力(n/mm*mm)=131.11平面外稳定计算最大应力比=0.610腹板容许高厚比计算对应组合号:5,m=-8.61,n=11.73,m=-13.84,n=-11.73容许圆管外径与壁厚之

14、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f=215.00平面外稳定计算最大应力f=215.00圆管外径与壁厚之比d/t=16.80d/t=100.00压杆,平面内长细比=118.=500压杆,平面外长细比=89.=500-钢柱2截面类型=77;布置角度=0;计算长度：lx=6.58,ly=5.00;长细比：x=117.6,y=89.3构件长度=9.00;计算长度系数:ux=0.73uy=0.56抗震等级:不考虑抗震无缝圆钢管：d=168,t=10.00轴压截面分类:x轴:a类,y轴:a类构件钢号：q235验算规范:普钢规范gb50017-2003柱下端柱上端

15、组合号mnvmnv126.31-3.019.772.653.013.33224.86-4.809.350.364.803.7538.707.778.39-2.84-7.777.0947.255.997.97-5.13-5.997.50518.0322.605.1828.61-22.60-5.18616.5720.824.7726.32-20.82-4.77716.3320.364.6925.87-20.36-4.6988.7310.682.5013.74-10.68-2.5097.288.902.0811.45-8.90-2.08109.8212.022.8115.45-12.02-2.811

16、118.0322.605.1828.61-22.60-5.181216.5720.824.7726.32-20.82-4.771316.3320.364.6925.87-20.36-4.69148.7310.682.5013.74-10.68-2.50157.288.902.0811.45-8.90-2.08169.8212.022.8115.45-12.02-2.811728.5814.389.5521.96-14.38-1.681827.1212.609.1319.68-12.60-1.271918.0120.858.7218.67-20.850.572016.5619.078.3016.

17、38-19.070.982119.282.476.867.09-2.471.002217.820.686.444.80-0.681.42238.718.946.033.79-8.943.25247.267.165.621.50-7.163.672528.5814.389.5521.96-14.38-1.682627.1212.609.1319.68-12.60-1.272718.0120.858.7218.67-20.850.572816.5619.078.3016.38-19.070.982919.282.476.867.09-2.471.003017.820.686.444.80-0.68

18、1.42318.718.946.033.79-8.943.25327.267.165.621.50-7.163.673332.825.3211.6513.07-5.321.453431.363.5411.2310.78-3.541.873515.2116.1110.277.57-16.115.213613.7614.339.855.28-14.335.623726.31-3.019.772.653.013.333824.86-4.809.350.364.803.75398.707.778.39-2.84-7.777.09407.255.997.97-5.13-5.997.504132.825.

19、3211.6513.07-5.321.454231.363.5411.2310.78-3.541.874315.2116.1110.277.57-16.115.214413.7614.339.855.28-14.335.624526.31-3.019.772.653.013.334624.86-4.809.350.364.803.75478.707.778.39-2.84-7.777.09487.255.997.97-5.13-5.997.50强度计算最大应力对应组合号:33,m=32.82,n=5.32,m=13.07,n=-5.32强度计算最大应力(n/mm*mm)=168.96强度计算最

20、大应力比=0.786平面内稳定计算最大应力(n/mm*mm)=138.30平面内稳定计算最大应力比=0.643平面外稳定计算最大应力(n/mm*mm)=113.02平面外稳定计算最大应力比=0.526腹板容许高厚比计算对应组合号:3,m=8.70,n=7.77,m=-2.84,n=-7.77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f=215.00平面外稳定计算最大应力f=215.00圆管外径与壁厚之比d/t=16.80d/t=100.00压杆,平面内长细比=118.=500压杆,平面外长细比=89.=500-钢梁上弦3截面类型=77;布置

21、角度=0;长度:l=13.750,ly=0.51抗震等级:不考虑抗震无缝圆钢管：d=45,t=2.50构件钢号：q235验算规范:普钢规范gb50017-2003组合号mnvmnv10.03-12.810.180.0612.81-0.1820.04-12.010.180.0512.01-0.183-0.0820.75-0.36-0.10-20.750.364-0.0721.56-0.36-0.11-21.560.3650.00-14.050.150.0815.48-0.1760.01-13.250.150.0814.68-0.167-0.01-11.880.120.0712.88-0.128-

22、0.051.16-0.10-0.01-2.590.119-0.051.96-0.10-0.01-3.390.1110-0.04-1.23-0.060.010.230.07110.03-18.860.250.1020.29-0.27120.04-18.060.250.1019.49-0.2613-0.031.28-0.070.000.150.0614-0.032.08-0.070.00-0.650.0615-0.02-3.650.000.012.220.0116-0.02-2.850.000.011.420.0117-0.0916.50-0.32-0.09-17.920.3418-0.0817.

23、30-0.33-0.09-18.720.34190.05-19.290.280.1020.29-0.29200.05-18.490.270.0919.49-0.2821-0.0614.28-0.26-0.07-13.280.2622-0.0615.08-0.27-0.07-14.080.26230.01-8.640.100.037.64-0.09240.01-7.840.100.036.84-0.0925-0.1024.93-0.44-0.13-25.930.4526-0.1025.73-0.44-0.13-26.730.4527-0.01-8.770.080.059.38-0.0828-0.

24、01-7.310.060.047.82-0.0729-0.03-2.25-0.030.011.630.0430-0.03-1.87-0.030.011.360.03310.00-14.970.160.0814.97-0.16320.00-14.170.150.0814.17-0.1533-0.01-12.520.120.0712.52-0.1234-0.042.08-0.100.00-2.080.1035-0.042.88-0.10-0.01-2.880.1036-0.04-0.58-0.060.010.580.06370.03-19.780.250.1019.78-0.25380.03-18

25、.980.250.1018.98-0.2539-0.040.36-0.070.00-0.360.0740-0.031.16-0.070.00-1.160.0741-0.01-2.720.000.012.720.0042-0.01-1.920.000.011.920.0043-0.0817.42-0.32-0.08-17.420.3244-0.0818.22-0.33-0.09-18.220.33450.04-19.930.280.1019.93-0.28460.05-19.130.280.0919.13-0.2847-0.0713.63-0.26-0.07-13.630.2648-0.0614

26、.43-0.27-0.07-14.430.27490.01-7.990.100.047.99-0.10500.02-7.190.100.037.19-0.1051-0.1025.57-0.44-0.13-25.570.4452-0.0926.37-0.44-0.13-26.370.4453-0.01-9.160.080.059.16-0.0854-0.01-7.630.060.047.63-0.0655-0.03-1.85-0.030.011.850.0356-0.03-1.54-0.030.011.540.03-梁的弯矩包络-梁下部受拉:截面1234567弯矩-0.10-0.06-0.03-

27、0.04-0.06-0.08-0.10梁上部受拉:截面1234567弯矩0.050.020.000.020.060.090.13梁下部受拉最大弯矩m=-0.09,最大应力=28.87f=215.00梁下部受拉强度计算应力比:0.134梁上部受拉最大弯矩m=0.12,最大应力=37.77f=215.00梁上部受拉强度计算应力比:0.176最大剪力v=0.41,最大剪应力=2.36fv=125.00计算剪应力比:0.019-(恒+活)梁的绝对挠度(mm)-截面1234567挠度值0.000.060.110.150.180.190.17最大挠度值=0.19最大挠度/梁跨度=1/5197.-(活)梁的

28、绝对挠度(mm)-截面1234567挠度值0.000.020.040.060.070.080.07最大挠度值=0.08最大挠度/梁跨度=1/12627.-钢梁腹杆4截面类型=77;布置角度=0;长度:l=0.51,ly=0.51抗震等级:不考虑抗震无缝圆钢管：d=32,t=2.50构件钢号：q235验算规范:普钢规范gb50017-2003组合号mnvmnv1-0.06-41.09-0.15-0.0241.090.152-0.07-47.00-0.16-0.0247.000.1630.0327.550.070.00-27.55-0.0740.0321.630.060.00-21.63-0.06

29、50.0973.060.180.00-65.22-0.1660.0967.140.170.00-59.30-0.1570.0966.230.16-0.01-60.74-0.1480.0435.760.06-0.01-43.60-0.0890.0429.840.05-0.01-37.69-0.07100.0540.120.07-0.01-45.61-0.08110.0327.100.05-0.01-19.26-0.03120.0321.190.04-0.01-13.34-0.02130.0968.290.180.00-60.44-0.16140.0862.370.170.01-54.53-0.1

30、515-0.02-10.19-0.07-0.022.350.0516-0.03-16.11-0.08-0.028.270.06170.0430.990.06-0.01-38.83-0.08180.0325.070.05-0.01-32.91-0.0719-0.02-14.80-0.07-0.0120.290.0920-0.03-20.72-0.09-0.0126.210.10210.0753.840.140.01-48.35-0.13220.0647.920.130.01-42.43-0.1223-0.06-40.91-0.16-0.0235.420.1424-0.07-46.83-0.17-0.0241.340.16250.0327.730.060.00-33.22-0.07260.0321.810.050.00-27.30-0.06270.0751.600.12-0.01-48.24-0.11280.0543.000.100.00-40.20-0.09290.0435.620.07-0.01-38.98-0.07300.0429.680.06-0.01-32.48-0.06310.0435.510.07-0.01-35.51-0.07320.042