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、设计主要依据建筑结构荷载规(GB 50009-2012);建筑抗震设计规(GB 50011-2010);钢结构设计规(GB 50017-2003);冷弯薄壁型钢结构技术规(GB 50018-2002);、项目简图：22m *(9m*1+10m*6 跨)平面布置图剖面图二、总信息结构类型：单层钢结构厂房 设计规：按钢结构设计规计算 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：考虑 梁柱自重计算增大系数

2、：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：I / 250 钢梁（活）容许挠跨比：I / 300 柱顶容许水平位移/柱高：I / 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：U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

3、增大系数 1.000窄行输出全部容四、几何信息各节点信息如下表:节点 号X坐标(mm)Z坐标(mm)X向约 束Y向约 束Z向约 束绕X轴 约束绕X轴 约束绕X轴 约束109000VVVVVV268751048131375090004137500500VVVVVV各单兀信息如下表单兀号截面名称长度(mm)面积(mm2)绕X轴惯 性矩（X104mm4）绕Y轴惯 性矩（X104mm4）绕X轴 计算长 度系数绕Y轴 计算长 度系数柱1D16590004712133113310.730.56柱1D16590004712133113310.740.56梁上弦D5010500310366梁腹杆D217052

4、31733梁下弦D6010500310366五、荷载信息1、工况数值（1） 、屋面恒载标准值：0.20KN/m2（2） 、屋面活载标准值：0.30KN/m 2（3）、风荷载规：建筑结构荷载规 （GB50009-2012） 基本风压：0.45 KN/m 2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+1.40 X 0.90活载工况1+1.40 X

5、0.90风载工况2（5） 、1.20恒载+1.40 X 0.90活载工况1+1.40 X 0.90风载工况3六、力计算结果（一）、力1、工况力2、组合力3、最不利力（1）、数值显示最不利力表（单位：N、V （KN ）; M （ KN.m ）;位置（m ）M 1 P. 单元号名称组合号序号位置轴力N剪力V弯矩M1N取大210.00040-23.90.0V最大510.0004023.90.0M最大529.000-3414.6-107.7N最小510.000-26-9.30.0V最小210.000-26-9.30.0M最小210.0002821.60.02N最大210.00040-23.90.0V最

6、大510.0004023.90.0M最大529.000-3414.6-107.7N最小510.000-26-9.30.0V最小210.000-26-9.30.0M最小210.0002821.60.03N最大211.649-2622.6-72.9V最大510.0002329.887.5M最大520.00025-29.8107.7N最小516.875-514.759.9V最小215.327-26-2152.9M最小216.875-514.724.34N最大211.649-2622.6-72.9V最大510.0002329.887.5M最大520.00025-29.8107.7N最小516.875-

7、514.759.9V最小215.327-26-2152.9M最小216.875-514.724.35N最大211.649-2622.6-72.9V最大510.0002329.887.5M最大520.00025-29.8107.7N最小516.875-514.759.9V最小215.327-26-2152.9M最小216.875-514.724.3ii -11M -M777?7/Z轴力包络图(kN)777X7777石3危OQ(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

8、= 5.00;长细比：入x= 117.7, 入 y= 89.3构件长度=9.00;计算长度系数：Ux= 0.73 Uy= 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：普钢规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

9、.84-11.732.506-7.189.77-2.08-11.54-9.772.087-9.6913.20-2.81-15.57-13.202.818-18.0023.63-5.18-28.63-23.635.189-16.5621.67-4.76-26.32-21.674.7610-16.2621.52-4.69-25.92-21.524.6911-18.0023.63-5.18-28.63-23.635.1812-16.5621.67-4.76-26.32-21.674.7613-16.2621.52-4.69-25.92-21.524.6914-8.6111.73-2.50-13.84

10、-11.732.5015-7.189.77-2.08-11.54-9.772.0816-9.6913.20-2.81-15.57-13.202.811712.44-0.123.654.400.12-0.091813.87-2.074.066.712.07-0.5119-22.284.37-7.83-12.85-4.37-0.0320-20.842.41-7.42-10.54-2.41-0.44213.0611.780.96-10.38-11.782.59224.499.831.38-8.08-9.832.1723-31.6616.27-10.52-27.63-16.272.6624-30.22

11、14.31-10.10-25.32-14.312.24253.0611.780.96-10.38-11.782.59264.499.831.38-8.08-9.832.1727-31.6616.27-10.52-27.63-16.272.6628-30.2214.31-10.10-25.32-14.312.242912.44-0.123.654.400.12-0.093013.87-2.074.066.712.07-0.5131-22.284.37-7.83-12.85-4.37-0.0332-20.842.41-7.42-10.54-2.41-0.443326.47-8.017.7416.5

12、68.01-1.823427.91-9.978.1618.879.97-2.2435-31.38-0.54-11.39-12.180.54-1.7136-29.95-2.49-10.97-9.882.49-2.123719.910.325.866.21-0.320.063821.34-1.646.288.521.64-0.3639-37.957.79-13.27-22.53-7.790.1740-36.525.84-12.85-20.22-5.84-0.244119.910.325.866.21-0.320.064221.34-1.646.288.521.64-0.3643-37.957.79

13、-13.27-22.53-7.790.1744-36.525.84-12.85-20.22-5.84-0.244526.47-8.017.7416.568.01-1.824627.91-9.978.1618.879.97-2.2447-31.38-0.54-11.39-12.180.54-1.7148-29.95-2.49-10.97-9.882.49-2.12强度计算最大应力对应组合号：39, M= -37.95, N=强度计算最大应力（N/mm*mm） =195.697.79, M= -22.53, N= -7.79强度计算最大应力比 -0.910平面稳疋计算最大应力(N/mm*mm)-1

14、60.93平面稳定计算最大应力比-0.749平面外稳疋计算最大应力(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比D/T=100.00强度计算最大应力< f= 215.00平面稳定计算最大应力< 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= 16.80 < D/T=100.00压杆，平面长细比 入=118. < 入=500压杆,平面外长细比入=89. < 入=500

15、钢柱26.58, Ly= 5.00;长细比：入 x= 117.6,Uy= 0.56截面类型=77;布置角度=0;计算长度：Lx=入 y= 89.3构件长度=9.00;计算长度系数：Ux= 0.73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：普钢规GB50017-2003柱下端柱上端组合号MNVMNV126.31-3.019.772.653.013.33224.86-4.809.350.364.803.7538.707.778.39-2.84-7.777.0947.255.997.97-5.13-5.997.505

16、18.0322.605.1828.61-22.60-5.18616.5720.824.7726.32-20.82-4.77716.3320.364.6925.87-20.36-4.6988.7310.682.5013.74-10.68-2.5097.288.902.0811.45-8.90-2.08109.8212.022.8115.45-12.02-2.811118.0322.605.1828.61-22.60-5.181216.5720.824.7726.32-20.82-4.771316.3320.364.6925.87-20.36-4.69148.7310.682.5013.74-10

17、.68-2.50157.288.902.0811.45-8.90-2.08169.8212.022.8115.45-12.02-2.811728.5814.389.5521.96-14.38-1.681827.1212.609.1319.68-12.60-1.271918.0120.858.7218.67-20.850.572016.5619.078.3016.38-19.070.982119.282.476.867.09-2.471.002217.820.686.444.80-0.681.42238.718.946.033.79-8.943.25247.267.165.621.50-7.16

18、3.672528.5814.389.5521.96-14.38-1.682627.1212.609.1319.68-12.60-1.272718.0120.858.7218.67-20.850.572816.5619.078.3016.38-19.070.982919.282.476.867.09-2.471.003017.820.686.444.80-0.681.42318.718.946.033.79-8.943.25327.267.165.621.50-7.163.673332.825.3211.6513.07-5.321.453431.363.5411.2310.78-3.541.87

19、3515.2116.1110.277.57-16.115.213613.7614.339.855.28-14.335.623726.31-3.019.772.653.013.333824.86-4.809.350.364.803.75398.707.778.39-2.84-7.777.09407.255.997.97-5.13-5.997.504132.825.3211.6513.07-5.321.454231.363.5411.2310.78-3.541.874315.2116.1110.277.57-16.115.214413.7614.339.855.28-14.335.624526.3

20、1-3.019.772.653.013.334624.86-4.809.350.364.803.75478.707.778.39-2.84-7.777.09487.255.997.97-5.13-5.997.505.32, M= 13.07, N=-5.32强度计算最大应力对应组合号：33, M= 32.82, N=强度计算最大应力（N/mm*mm） =168.96强度计算最大应力比=0.786平面稳定计算最大应力（N/mm*mm）=平面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）=138.30113.02腹板容许高厚比计算对应组合号3, M= 8.70, N=7.7

21、7, M= -2.84, N=平面外稳定计算最大应力比=0.526-7.77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= 16.80 < D/T=100.00压杆，平面长细比 入=118. < 入=500压杆,平面外长细比入=89. < 入=500钢梁上弦 313.750, Ly= 0.51截面类型=77;布置角度=0;长度：L=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

22、：普钢规GB50017-2003组合号MNVMNV10.03-12.810.180.0612.81-0.1820.04-12.010.180.0512.01-0.183-0.0820.75-0.36-0.10-20.750.364-0.0721.56-0.36-0.11-21.560.3650.00-14.050.150.0815.48-0.1760.01-13.250.150.0814.68-0.167-0.01-11.880.120.0712.88-0.128-0.051.16-0.10-0.01-2.590.119-0.051.96-0.10-0.01-3.390.1110-0.04-1

23、.23-0.060.010.230.07110.03-18.860.250.1020.29-0.27120.04-18.060.250.1019.49-0.2613-0.031.28-0.070.000.150.0614-0.032.08-0.070.00-0.650.0615-0.02-3.650.000.012.220.0116-0.02-2.850.000.011.420.0117-0.0916.50-0.32-0.09-17.920.3418-0.0817.30-0.33-0.09-18.720.34190.05-19.290.280.1020.29-0.29200.05-18.490

24、.270.0919.49-0.2821-0.0614.28-0.26-0.07-13.280.2622-0.0615.08-0.27-0.07-14.080.26230.01-8.640.100.037.64-0.09240.01-7.840.100.036.84-0.0925-0.1024.93-0.44-0.13-25.930.4526-0.1025.73-0.44-0.13-26.730.4527-0.01-8.770.080.059.38-0.0828-0.01-7.310.060.047.82-0.0729-0.03-2.25-0.030.011.630.0430-0.03-1.87

25、-0.030.011.360.03310.00-14.970.160.0814.97-0.16320.00-14.170.150.0814.17-0.1533-0.01-12.520.120.0712.52-0.1234-0.042.08-0.100.00-2.080.1035-0.042.88-0.10-0.01-2.880.1036-0.04-0.58-0.060.010.580.06370.03-19.780.250.1019.78-0.25380.03-18.980.250.1018.98-0.2539-0.040.36-0.070.00-0.360.0740-0.031.16-0.0

26、70.00-1.160.0741-0.01-2.720.000.012.720.0042-0.01-1.920.000.011.920.0043-0.0817.42-0.32-0.08-17.420.3244-0.0818.22-0.33-0.09-18.220.33450.04-19.930.280.1019.93-0.28460.05-19.130.280.0919.13-0.2847-0.0713.63-0.26-0.07-13.630.2648-0.0614.43-0.27-0.07-14.430.27490.01-7.990.100.047.99-0.10500.02-7.190.1

27、00.037.19-0.1051-0.1025.57-0.44-0.13-25.570.4452-0.0926.37-0.44-0.13-26.370.4453-0.01-9.160.080.059.16-0.0854-0.01-7.630.060.047.63-0.0655-0.03-1.85-0.030.011.850.0356-0.03-1.54-0.030.011.540.03-梁的弯矩包络 -梁下部受拉：截面 1234567弯矩 -0.10-0.06-0.03-0.04-0.06-0.08-0.10梁上部受拉截面 1234弯矩 0.050.020.00 0.02梁下部受拉最大弯矩 M

28、= 梁下部受拉强度计算应力比 梁上部受拉最大弯矩 M= 梁上部受拉强度计算应力比 最大剪力 V=-0.09,最大应力:0.1340.12,最大应力:0.1760.41,最大剪应力5670.060.090.13d =28.87< f=215.00d =37.77< f=215.00t =2.36< fv= 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）梁的绝对挠度（mm）-截面1234567挠度值0.000.0

29、20.040.060.070.080.07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：普钢规GB50017-2003组合号MNVMNV1-0.06-41.09-0.15-0.0241.090.152-0.07-47.00-0.16-0.0247.000.1630.0327.550.070.00-27.55-0.0740.0321.630.060.00-21.63-0.0650.0973.060.180.00-65.2

30、2-0.1660.0967.140.170.00-59.30-0.1570.0966.230.16-0.01-60.74-0.1480.0435.760.06-0.01-43.60-0.0890.0429.840.05-0.01-37.69-0.07100.0540.120.07-0.01-45.61-0.08110.0327.100.05-0.01-19.26-0.03120.0321.190.04-0.01-13.34-0.02130.0968.290.180.00-60.44-0.16140.0862.370.170.01-54.53-0.1515-0.02-10.19-0.07-0.0

31、22.350.0516-0.03-16.11-0.08-0.028.270.06170.0430.990.06-0.01-38.83-0.08180.0325.070.05-0.01-32.91-0.0719-0.02-14.80-0.07-0.0120.290.0920-0.03-20.72-0.09-0.0126.210.10210.0753.840.140.01-48.35-0.13220.0647.920.130.01-42.43-0.1223-0.06-40.91-0.16-0.0235.420.1424-0.07-46.83-0.17-0.0241.340.16250.0327.7

32、30.060.00-33.22-0.07260.0321.810.050.00-27.30-0.06270.0751.600.12-0.01-48.24-0.11280.0543.000.100.00-40.20-0.09290.0435.620.07-0.01-38.98-0.07300.0429.680.06-0.01-32.48-0.06310.0435.510.07-0.01-35.51-0.07320.0429.590.06-0.01-29.59-0.06330.0539.950.08-0.01-39.95-0.08340.0973.320.17-0.01-73.32-0.17350

33、.0967.400.16-0.01-67.40-0.16360.0866.410.15-0.01-66.41-0.1537-0.02-10.45-0.06-0.0110.450.0638-0.03-16.37-0.07-0.0116.370.07390.0430.730.070.00-30.73-0.07400.0324.810.060.00-24.81-0.06410.0327.360.04-0.01-27.36-0.04420.0321.440.03-0.01-21.44-0.03430.0968.540.170.00-68.54-0.17440.0862.620.160.00-62.62

34、-0.1645-0.06-41.09-0.15-0.0241.090.1546-0.07-47.00-0.16-0.0247.000.16470.0327.550.070.00-27.55-0.07480.0321.630.060.00-21.63-0.0649-0.02-14.62-0.08-0.0214.620.0850-0.03-20.54-0.09-0.0120.540.09510.0754.010.140.00-54.01-0.14520.0648.100.130.00-48.10-0.13530.0435.510.07-0.01-35.51-0.07540.0429.590.06-

35、0.01-29.59-0.06550.0751.710.11-0.01-51.71-0.11560.0543.090.09-0.01-43.09-0.09(T=39.88< f= 215.00-0.06,最大应力-梁的弯矩包络-截面1234567弯矩-0.07-0.05-0.04-0.03-0.010.00-0.01梁上部受拉截面1234567弯矩0.090.080.070.050.040.020.02梁下部受拉：梁下部受拉最大弯矩 M=梁下部受拉强度计算应力比：0.185梁上部受拉最大弯矩 M=0.09,最大应力d =56.66< f= 215.00梁上部受拉强度计算应力比：0.

36、264最大剪力V= 0.16,最大剪应力t =1.28< fv= 125.00计算剪应力比：0.010-（恒+活）梁的绝对挠度(mm)-截面1234567挠度值0.00-0.09-0.13-0.13-0.11-0.060.00最大挠度值-0.00最大挠度/梁跨度：-1/100000.-（活）梁的绝对挠度（mm）-截面1234567挠度值0.00 0.00 0.00 0.000.000.000.00最大挠度值-0.00最大挠度/梁跨度-:1/100000.钢梁6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= 45, T= 2.50

37、构件钢号：Q235验算规：普钢规GB50017-2003组合号MNVMNV1-0.14-25.66-0.47-0.1025.660.472-0.15-27.87-0.51-0.1027.870.5130.1425.130.370.05-25.13-0.3740.1222.920.340.05-22.92-0.3450.1831.880.500.08-30.33-0.4960.1729.670.470.08-28.12-0.4670.1627.950.440.07-26.86-0.4380.069.990.150.02-11.54-0.1690.057.780.120.01-9.33-0.131

38、00.0712.620.190.02-13.71-0.20110.058.530.100.01-6.98-0.09120.046.320.070.00-4.77-0.06130.2139.010.610.10-37.45-0.60140.2036.800.580.09-35.24-0.5715-0.07-13.36-0.25-0.0611.810.2416-0.08-15.57-0.28-0.0614.020.27170.0917.110.260.03-18.67-0.27180.0814.900.220.03-16.46-0.2419-0.07-12.62-0.26-0.0613.710.2

39、620-0.08-14.83-0.29-0.0615.920.30210.2138.170.590.09-37.08-0.58220.2035.960.560.09-34.87-0.5523-0.15-27.95-0.50-0.1026.860.5024-0.16-30.16-0.54-0.1129.070.53250.1222.840.340.05-23.93-0.35260.1120.630.310.04-21.72-0.32270.1221.240.330.05-20.57-0.32280.1017.700.270.04-17.14-0.27290.0711.850.170.02-12.

40、52-0.18300.069.880.150.02-10.43-0.15310.0610.300.160.02-10.30-0.16320.058.100.120.02-8.10-0.12330.0712.850.190.02-12.85-0.19340.1831.560.500.08-31.56-0.50350.1629.350.470.07-29.35-0.47360.1527.730.430.06-27.73-0.4337-0.07-13.05-0.24-0.0513.050.2438-0.08-15.25-0.28-0.0615.250.28390.1017.430.260.04-17

41、.43-0.26400.0815.220.230.03-15.22-0.23410.058.210.100.00-8.21-0.10420.036.000.060.00-6.00-0.06430.2138.690.600.09-38.69-0.60440.2036.480.570.09-36.48-0.5745-0.15-27.73-0.50-0.1027.730.5046-0.16-29.94-0.53-0.1129.940.53470.1223.060.350.05-23.06-0.35480.1120.860.310.05-20.86-0.3149-0.07-12.85-0.26-0.0612.850.2650-0.08-15.05-0.29-0.0715.050.29510.2137.950.590.09-37.95-0.59520.1935.740.550.09-35.74-0.55530.0711.990.180.02-11.99-0.18540.069.990.150.02-9.99-0.15550.1221.100.320.05-21.10-0.32560.1017.580.270.04-17.58-0.27最大挠度值=0.00最大挠度/梁跨度=1/100000.-（活）梁的绝对挠度（mm）-截面123456挠度值-0.