輕鋼筋結(jié)構(gòu)彩鋼板大棚設(shè)計(jì)書

1、(GB 50009-2012)(GB 50011-2010)(GB 50017-2003);(GB 50018-2002);輕鋼結(jié)構(gòu)彩鋼板大棚設(shè)計(jì)書、設(shè)計(jì)主要依據(jù):建筑結(jié)構(gòu)荷載規(guī)范建筑抗震設(shè)計(jì)規(guī)范鋼結(jié)構(gòu)設(shè)計(jì)規(guī)范二、項(xiàng)目簡(jiǎn)圖：22m *( 9m*1+10m*6 跨)冷彎薄壁型鋼結(jié)構(gòu)技術(shù)規(guī)范平面布置圖剖面圖結(jié)構(gòu)類型 : 單層鋼結(jié)構(gòu)廠房設(shè)計(jì)規(guī)范 : 按鋼結(jié)構(gòu)設(shè)計(jì)規(guī)范計(jì)算 結(jié)構(gòu)重要性系數(shù) : 1.00 節(jié)點(diǎn)總數(shù) : 16 柱數(shù) : 8 梁數(shù) : 7 支座約束數(shù) : 8 標(biāo)準(zhǔn)截面總數(shù) : 15 活荷載計(jì)算信息 : 考慮活荷載不利布置 風(fēng)荷載計(jì)算信息 : 計(jì)算風(fēng)荷載 鋼材 : Q235 梁柱自重計(jì)算信息

2、: 柱梁自重都計(jì)算 恒載作用下柱的軸向變形 : 考慮 梁柱自重計(jì)算增大系數(shù) : 1.20 基礎(chǔ)計(jì)算信息 : 不計(jì)算基礎(chǔ) 梁剛度增大系數(shù) : 1.00 鋼結(jié)構(gòu)凈截面面積與毛截面面積比 : 0.85 鋼柱計(jì)算長(zhǎng)度系數(shù)計(jì)算方法 : 有側(cè)移 鋼結(jié)構(gòu)階形柱的計(jì)算長(zhǎng)度折減系數(shù) : 0.800 鋼結(jié)構(gòu)受拉柱容許長(zhǎng)細(xì)比 : 200 鋼結(jié)構(gòu)受壓柱容許長(zhǎng)細(xì)比 : 150 鋼梁 （ 恒 +活 ） 容許撓跨比 : l / 250 鋼梁 （ 活 ） 容許撓跨比 : l / 300 柱頂容許水平位移 / 柱高 : l / 150地震作用計(jì)算 : 計(jì)算水平地震作用計(jì)算震型數(shù)：3 地震烈度：6.00場(chǎng)地土類別：U類附加重量節(jié)

3、點(diǎn)數(shù)：0設(shè)計(jì)地震分組：第一組 周期折減系數(shù)080 地震力計(jì)算方法：振型分解法結(jié)構(gòu)阻尼比：0.050按GB50011-2001 地震效應(yīng)增大系數(shù) 1.000 窄行輸出全部?jī)?nèi)容四、幾何信息各節(jié)點(diǎn)信息如下表:節(jié)點(diǎn)號(hào)X坐標(biāo)（mm）Z坐標(biāo)（mm）X向約束Y向約束Z向約束繞X軸約束繞X軸繞約束X軸約束109000VVVVVV268751048131375090004137500500VVVVVV各單元信息如下表單元號(hào)截面名稱長(zhǎng)度(mm)2面積(mm)繞X軸慣性矩(X4410 mm)繞Y軸慣 性矩(X4410 mm)繞X軸計(jì)算長(zhǎng)度系數(shù)繞Y軸計(jì)算長(zhǎng)度系數(shù)柱1D16590004712133113310.730.

4、56柱1D16590004712133113310.740.56梁上弦D5010500310366梁腹桿D21705231733梁下弦D6010500310366五、荷載信息1、工況數(shù)值2(1) 、屋面恒載標(biāo)準(zhǔn)值：0.20KN/m(2) 、屋面活載標(biāo)準(zhǔn)值：0.30KN/m 2(3) 、風(fēng)荷載規(guī)范：建筑結(jié)構(gòu)荷載規(guī)范(GB50009-2012)基本風(fēng)壓：0.45 KN/m 2軸線類型：構(gòu)件中心地面粗糙度：B柱底標(biāo)高(m): 0.00女兒墻高度( m )： 0.00(4) 、地震作用無地震作用(5) 、溫度作用2、恒載組合：(1 )、1.20恒載+1.40活載工況1(2 )、1.20恒載+1.40風(fēng)

5、載工況2(3 )、1.20恒載+1.40風(fēng)載工況 3(4 )、1.20恒載+1.40 X 0.90活載工況1+1.40X 0.90風(fēng)載工況2(5 )、1.20恒載+1.40 X 0.90活載工況1+1.40X 0.90風(fēng)載工況3六、內(nèi)力計(jì)算結(jié)果(一)、內(nèi)力1、工況內(nèi)力2、組合內(nèi)力3、最不利內(nèi)力(1 )、數(shù)值顯示最不利內(nèi)力表(單位： N、V ( KN) ； M ( KN.m );位置(m )單元號(hào)名稱組合號(hào)序號(hào)位置軸力N剪力V彎矩MN最大210.00040-23.90.01V最大510.0004023.90.0M最大529.000-3414.6-107.7N最小510.000-26-9.30.0

6、V最小210.000-26-9.30.0M最小210.0002821.60.02N最大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210.0002821.60.03N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211.649-26

7、22.6-72.9V最大510.0002329.887.5M最大520.00025-29.8107.7N最小516.875-514.759.9iV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216.875-514.724.3軸力(kN)（二）、位移1、工況位移 2、組合位移七、設(shè)計(jì)驗(yàn)算結(jié)果（ 1 ）、驗(yàn)算結(jié)果 荷載效應(yīng)組合及強(qiáng)度、穩(wěn)定、配筋計(jì)算截面

8、類型 = 77; 布置角度 = 0;計(jì)算長(zhǎng)度：Lx= 6.59, Ly= 5.00;長(zhǎng)細(xì)比：入x=117.7,入 y= 89.3構(gòu)件長(zhǎng)度 = 9.00; 計(jì)算長(zhǎng)度系數(shù) : Ux= 0.73 Uy= 0.56抗震等級(jí) : 不考慮抗震無縫圓鋼管 ： D= 168, T= 10.00軸壓截面分類 :X 軸 :a 類 , Y 軸 :a 類構(gòu)件鋼號(hào)： Q235驗(yàn)算規(guī)范 : 普鋼規(guī)范 GB50017-2003柱下端 柱上端組合號(hào) M N V M N V126.47-8.017.7416.568.01-1.82227.91-9.978.1618.879.97-2.243-31.38-0.54-11.39-1

9、2.180.54-1.714-29.95-2.49-10.97-9.882.49-2.125-8.6111.73-2.50-13.84-11.732.506-7.189.77-2.08-11.54-9.772.087-9.6913.20-2.81-15.57-13.202.818-18.0023.63-5.18-28.63-23.635.189-16.5621.67-4.76-26.32-21.674.7610-16.2621.52-4.69-25.92-21.524.6911-18.0023.63-5.18-28.63-23.635.1812-16.5621.67-4.76-26.32-21

10、.674.7613-16.2621.52-4.69-25.92-21.524.6914-8.6111.73-2.50-13.84-11.732.5015-7.189.77-2.08-11.54-9.772.0816-9.6913.20-2.81-15.57-13.202.811712.44-0.123.654.400.12-0.091813.87-2.074.066.712.07-0.5119-22.284.37-7.83-12.85-4.37-0.0320-20.842.41-7.42-10.54-2.41-0.44213.0611.780.96-10.38-11.782.59224.499

11、.831.38-8.08-9.832.1723-31.6616.27-10.52-27.63-16.272.6624-30.2214.31-10.10-25.32-14.312.24253.0611.780.96-10.38-11.782.59264.499.831.38-8.08-9.832.1727-31.6616.27-10.52-27.63-16.272.6628-30.2214.31-10.10-25.32-14.312.242912.44-0.123.654.400.12-0.093013.87-2.074.066.712.07-0.5131-22.284.37-7.83-12.8

12、5-4.37-0.0332-20.842.41-7.42-10.54-2.41-0.443326.47-8.017.7416.568.01-1.823427.91-9.978.1618.879.97-2.2435-31.38-0.54-11.39-12.180.54-1.7136-29.95-2.49-10.97-9.882.49-2.123719.910.325.866.21-0.320.063821.34-1.646.288.521.64-0.3639-37.957.79-13.27-22.53-7.790.1740-36.525.84-12.85-20.22-5.84-0.244119.

13、910.325.866.21-0.320.064221.34-1.646.288.521.64-0.3643-37.957.79-13.27-22.53-7.790.1744-36.525.84-12.85-20.22-5.84-0.244526.47-8.017.7416.568.01-1.824627.91-9.978.1618.879.97-2.2447-31.38-0.54-11.39-12.180.54-1.7148-29.95-2.49-10.97-9.882.49-2.12強(qiáng)度計(jì)算最大應(yīng)力對(duì)應(yīng)組合號(hào)-7.79: 39, M= -37.95, N= 7.79, M=-22.53,

14、N=強(qiáng)度計(jì)算最大應(yīng)力 (N/mm*mm) = 195.69強(qiáng)度計(jì)算最大應(yīng)力比 = 0.910平面外穩(wěn)定計(jì)算最大應(yīng)力(N/mm*mm) = 131.11平面外穩(wěn)定計(jì)算最大應(yīng)力比 = 0.610腹板容許高厚比計(jì)算對(duì)應(yīng)組合號(hào): 5, M=-8.61, N= 11.73, M= -13.84, N=-11.73容許圓管外徑與壁厚之比D/T = 100.00強(qiáng)度計(jì)算最大應(yīng)力 < f= 215.00平面內(nèi)穩(wěn)定計(jì)算最大應(yīng)力< f= 215.00平面外穩(wěn)定計(jì)算最大應(yīng)力< f= 215.00圓管外徑與壁厚之比 D/T= 16.80 < D/T= 100.00 壓桿，平面內(nèi)長(zhǎng)細(xì)比X =11

15、8.W 入=500壓桿，平面外長(zhǎng)細(xì)比X =89.w X=500鋼 柱 2x=截面類型 = 77; 布置角度 = 0; 計(jì)算長(zhǎng)度： Lx= 6.58, Ly= 5.00;長(zhǎng)細(xì)比：117.6, X y= 89.3構(gòu)件長(zhǎng)度 = 9.00; 計(jì)算長(zhǎng)度系數(shù) : Ux= 0.73 Uy= 0.56抗震等級(jí) : 不考慮抗震無縫圓鋼管 ： D= 168, T= 10.00軸壓截面分類 :X 軸 :a 類 , Y 軸 :a 類 構(gòu)件鋼號(hào)： Q235驗(yàn)算規(guī)范 : 普鋼規(guī)范 GB50017-2003柱下端 柱上端組合號(hào) M N V M N V126.31-3.019.772.653.013.33224.86-4.8

16、09.350.364.803.7538.707.778.39-2.84-7.777.0947.255.997.97-5.13-5.997.50518.0322.605.1828.61-22.60-5.18616.5720.824.7726.32-20.82-4.77716.3320.364.6925.87-20.36-4.6988.7310.682.5013.74-10.68-2.5097.288.902.0811.45-8.90-2.08109.8212.022.8115.45-12.02-2.811118.0322.605.1828.61-22.60-5.181216.5720.824.7

17、726.32-20.82-4.771316.3320.364.6925.87-20.36-4.69148.7310.682.5013.74-10.68-2.50157.288.902.0811.45-8.90-2.08169.8212.022.8115.45-12.02-2.811728.5814.389.5521.96-14.38-1.681827.1212.609.1319.68-12.60-1.271918.0120.858.7218.67-20.850.572016.5619.078.3016.38-19.070.982119.282.476.867.09-2.471.002217.8

18、20.686.444.80-0.681.42238.718.946.033.79-8.943.25247.267.165.621.50-7.163.672528.5814.389.5521.96-14.38-1.682627.1212.609.1319.68-12.60-1.272718.0120.858.7218.67-20.850.572816.5619.078.3016.38-19.070.982919.282.476.867.09-2.471.003017.820.686.444.80-0.681.42318.718.946.033.79-8.943.25327.267.165.621

19、.50-7.163.673332.825.3211.6513.07-5.321.453431.363.5411.2310.78-3.541.873515.2116.1110.277.57-16.115.213613.7614.339.855.28-14.335.623726.31-3.019.772.653.013.333824.86-4.809.350.364.803.75398.707.778.39-2.84-7.777.09407.255.997.97-5.13-5.997.504132.825.3211.6513.07-5.321.454231.363.5411.2310.78-3.5

20、41.874315.2116.1110.277.57-16.115.214413.7614.339.855.28-14.335.624526.31-3.019.772.653.013.3346 24.86 -4.809.35 0.36 4.80 3.75強(qiáng)度計(jì)算最大應(yīng)力對(duì)應(yīng)組合號(hào)-5.32: 33, M= 32.82, N= 5.32, M=13.07, N=478.707.778.39-2.84-7.777.09487.255.997.97-5.13-5.997.50強(qiáng)度計(jì)算最大應(yīng)力 (N/mm*mm) = 168.96強(qiáng)度計(jì)算最大應(yīng)力比 = 0.786平面內(nèi)穩(wěn)定計(jì)算最大應(yīng)力 平面內(nèi)穩(wěn)定計(jì)算

21、最大應(yīng)力比 平面外穩(wěn)定計(jì)算最大應(yīng)力 平面外穩(wěn)定計(jì)算最大應(yīng)力比(N/mm*mm) =138.30= 0.643(N/mm*mm) =113.02= 0.526腹板容許高厚比計(jì)算對(duì)應(yīng)組合號(hào)-7.77: 3, M= 8.70, N= 7.77, M=-2.84, N=容許圓管外徑與壁厚之比D/T = 100.00強(qiáng)度計(jì)算最大應(yīng)力 < f= 215.00平面內(nèi)穩(wěn)定計(jì)算最大應(yīng)力< f= 215.00平面外穩(wěn)定計(jì)算最大應(yīng)力< f= 215.00圓管外徑與壁厚之比 D/T= 16.80 < D/T= 100.00 壓桿，平面內(nèi)長(zhǎng)細(xì)比X =118.W 入=500壓桿，平面外長(zhǎng)細(xì)比X =

22、89.w X=5000.51截面類型=77;布置角度=0；長(zhǎng)度丄=13.750, Ly=抗震等級(jí) : 不考慮抗震無縫圓鋼管 ： D= 45, T= 2.50構(gòu)件鋼號(hào)： Q235驗(yàn)算規(guī)范 : 普鋼規(guī)范 GB50017-2003組合號(hào) M N10.03-12.810.180.0612.81-0.1820.04-12.010.180.0512.01-0.183-0.0820.75-0.36-0.10-20.750.364-0.0721.56-0.36-0.11-21.560.3650.00-14.050.150.0815.48-0.1760.01-13.250.150.0814.68-0.167-0

23、.01-11.880.120.0712.88-0.128-0.051.16-0.10-0.01-2.590.119-0.051.96-0.10-0.01-3.390.1110-0.04-1.23-0.060.010.230.07110.03-18.860.250.1020.29-0.27120.04-18.060.250.1019.49-0.2613-0.031.28-0.070.000.150.0614-0.032.08-0.070.00-0.650.0615-0.02-3.650.000.012.220.0116-0.02-2.850.000.011.420.010.3417-0.0916

24、.50-0.32-0.09 -17.9218-0.08 17.30 -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

25、-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 -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 -0.060.010.580.06370.0

26、3-19.780.250.1019.78-0.25380.03-18.980.250.1018.98-0.2539-0.040.36-0.070.00-0.360.0740-0.031.16-0.070.00-1.160.0741-0.01-2.720.000.012.720.0042-0.01-1.920.000.011.920.0043-0.0817.42-0.32-0.08-17.420.3244-0.0818.22-0.33-0.09-18.220.33450.04-19.930.280.1019.93-0.28460.05-19.130.280.0919.13-0.2847-0.07

27、13.63-0.26-0.07-13.630.2648-0.0614.43-0.27-0.07-14.430.27490.01-7.990.100.047.99-0.10500.02-7.190.100.037.19-0.1051-0.1025.57-0.44-0.13-25.570.4452-0.0926.37-0.44-0.13-26.370.4453-0.01-9.160.080.059.16-0.0854-0.01-7.630.060.047.63-0.0655-0.03-1.85-0.030.011.850.0356-0.03-1.54-0.030.011.540.03-梁的彎矩包絡(luò)

28、 -梁下部受拉:截面123 45 67彎矩-0.10-0.06-0.03-0.04 -0.06-0.08-0.10梁上部受拉:截面123 45 67彎矩0.050.020.000.02 0.060.090.13梁下部受拉最大彎矩M=-0.09,最大應(yīng)力(T =28.87< f= 215.00最大剪力V= 0.41,最大剪應(yīng)力T =2.36< fv=計(jì)算剪應(yīng)力比: 0.019梁上部受拉強(qiáng)度計(jì)算應(yīng)力比 : 0.176125.00- (恒 + 活 ) 梁的絕對(duì)撓度(mm) -截面12 3456 7撓度值0.000.060.110.150.18 0.190.17最大撓度值= 0.19最大撓

29、度/ 梁跨度 = 1/5197.- (活 ) 梁的絕對(duì)撓度 (mm) -截面12 3456 7撓度值0.000.020.040.060.07 0.080.07最大撓度值= 0.08最大撓度/ 梁跨度 = 1/12627.梁上部受拉最大彎矩 M= 0.12, 最大應(yīng)力= 37.77< f=215.00鋼梁腹桿 4截面類型 = 77; 布置角度 = 0; 長(zhǎng)度 : L= 0.51, Ly= 0.51抗震等級(jí) : 不考慮抗震無縫圓鋼管 ： D= 32, T=2.50構(gòu)件鋼號(hào)： Q235驗(yàn)算規(guī)范 : 普鋼規(guī)范 GB50017-2003組合號(hào) M N V1-0.06-41.09-0.15-0.02

30、41.090.152-0.07-47.00-0.16-0.0247.000.1630.0327.550.070.00-27.55-0.0740.0321.630.060.00-21.63-0.0650.0973.060.180.00-65.22-0.1660.0967.140.170.00-59.30-0.1570.0966.230.16-0.01-60.74-0.1480.0435.760.06-0.01-43.60-0.0890.0429.840.05-0.01-37.69-0.07100.0540.120.07-0.01-45.61-0.08110.0327.100.05-0.01-19

31、.26-0.03120.0321.190.04-0.01-13.34-0.02130.0968.290.180.00-60.44-0.16140.0862.370.170.01-54.53-0.1515-0.02-10.19-0.07-0.022.350.0516-0.03-16.11-0.08-0.028.270.06170.0430.990.06-0.01-38.83-0.08180.0325.070.05-0.01-32.91-0.0719-0.02-14.80-0.07-0.0120.290.0920-0.03-20.72-0.09-0.0126.210.10210.0753.840.

32、140.01-48.35-0.13220.0647.920.130.01-42.43-0.1223-0.06-40.91-0.16-0.0235.420.1424-0.07-46.83-0.17-0.0241.340.16250.0327.730.060.00-33.22-0.07260.0321.810.050.00-27.30-0.06270.0751.600.12-0.01-48.24-0.11280.0543.000.100.00-40.20-0.09290.0435.620.07-0.01-38.98-0.07300.0429.680.06-0.01-32.48-0.06310.04

33、35.510.07-0.01-35.51-0.07320.0429.590.06-0.01-29.59-0.06330.0539.950.08-0.01-39.95-0.08340.0973.320.17-0.01-73.32-0.17350.0967.400.16-0.01-67.40-0.16360.0866.410.15-0.01-66.41-0.1537-0.02-10.45-0.06-0.0110.450.0638-0.03-16.37-0.07-0.0116.370.07390.0430.730.070.00-30.73-0.07400.0324.810.060.00-24.81-

34、0.06410.0327.360.04-0.01-27.36-0.04420.0321.440.03-0.01-21.44-0.03430.0968.540.170.00-68.54-0.17440.0862.620.160.00-62.62-0.1645-0.06-41.09-0.15-0.0241.090.1546-0.07-47.00-0.16-0.0247.000.16470.0327.550.070.00-27.55-0.07480.0321.630.060.00-21.63-0.0649-0.02-14.62-0.08-0.0214.620.0850-0.03-20.54-0.09

35、-0.0120.540.09510.0754.010.140.00-54.01-0.14520.0648.100.130.00-48.10-0.13530.0435.510.07-0.01-35.51-0.07540.0429.590.06-0.01-29.59-0.06550.0751.710.11-0.01-51.71-0.11560.0543.090.09-0.01-43.09-0.09- 梁的彎矩包絡(luò) -梁下部受拉 :截面1 2 34567彎矩-0.07 -0.05-0.04-0.03-0.010.00 -0.01梁上部受拉截面12 34 567彎矩0.090.08 0.070.050

36、.040.02 0.02梁下部受拉最大彎矩 M=-0.06,最大應(yīng)力(T =39.88< f=215.00梁下部受拉強(qiáng)度計(jì)算應(yīng)力比: 0.185梁上部受拉最大彎矩 M=0.09,最大應(yīng)力(T =56.66< f=215.00梁上部受拉強(qiáng)度計(jì)算應(yīng)力比: 0.264最大剪力 V= 0.16,最大剪應(yīng)力T =1.28< fv=125.00計(jì)算剪應(yīng)力比 : 0.010截面撓度值最大撓度值- (0.00 -0.09-0.130.00- (恒 +活 ) 梁的絕對(duì)撓度 (mm) -0.13最大撓度-0.11 -0.06/ 梁跨度 = 1/0.00100000.活 ) 梁的絕對(duì)撓度 (mm)

37、 -截面撓度值0.00 0.000.000.000.00 0.00 0.00最大撓度值0.00最大撓度/ 梁跨度 = 1/ 100000.鋼 梁 6截面類型 =77; 布置角度=0； 長(zhǎng)度丄=0.51, Ly二0.51抗震等級(jí) :不考慮抗震無縫圓鋼管： D= 45, T=2.50構(gòu)件鋼號(hào)：Q235驗(yàn)算規(guī)范 :普鋼規(guī)范 GB50017-2003組合號(hào)MNV MNV1 -0.14-25.66-0.47-0.1025.660.47-0.15 -27.87-0.51-0.1027.870.5130.1425.130.370.05-25.13-0.3740.1222.920.340.05-22.92-0

38、.3450.1831.880.500.08-30.33-0.4960.1729.670.470.08-28.12-0.4670.1627.950.440.07-26.86-0.4380.069.990.150.02-11.54-0.1690.057.780.120.01-9.33-0.13100.0712.620.190.02-13.71-0.20110.058.530.100.01-6.98-0.09120.046.320.070.00-4.77-0.06130.2139.010.610.10-37.45-0.60140.2036.800.580.09-35.24-0.5715-0.07-1

39、3.36-0.25-0.0611.810.2416-0.08-15.57-0.28-0.0614.020.27170.0917.110.260.03-18.67-0.27180.0814.900.220.03-16.46-0.2419-0.07-12.62-0.26-0.0613.710.2620-0.08-14.83-0.29-0.0615.920.30210.2138.170.590.09-37.08-0.58220.2035.960.560.09-34.87-0.5523-0.15-27.95-0.50-0.1026.860.5024-0.16-30.16-0.54-0.1129.070

40、.53250.1222.840.340.05-23.93-0.35260.1120.630.310.04-21.72-0.32270.1221.240.330.05-20.57-0.32280.1017.700.270.04-17.14-0.27290.0711.850.170.02-12.52-0.18300.069.880.150.02-10.43-0.15310.0610.300.160.02-10.30-0.16320.058.100.120.02-8.10-0.12330.0712.850.190.02-12.85-0.19340.1831.560.500.08-31.56-0.50

41、350.1629.350.470.07-29.35-0.47360.1527.730.430.06-27.73-0.4337-0.07-13.05-0.24-0.0513.050.2438-0.08-15.25-0.28-0.0615.250.28390.1017.430.260.04-17.43-0.26400.0815.220.230.03-15.22-0.23410.058.210.100.00-8.21-0.10420.036.000.060.00-6.00-0.06430.2138.690.600.09-38.69-0.60440.2036.480.570.09-36.48-0.5745-0.15-27.73-0.50-0.1027.730.5046