附件1剛架計算工況人群滿布計算結(jié)果

1、門式剛架計算書目錄一.二.三.四.結(jié)構(gòu)計算簡圖3結(jié)構(gòu)計算信息3結(jié)構(gòu)基本信息4荷載與效應(yīng)組合61.2.各工況荷載表6荷載效應(yīng)組合表7計算信息8五.1.2.左右. 8. 9六.內(nèi)力計算結(jié)果91. 單工況內(nèi)力9節(jié)點位移10構(gòu)件設(shè)計結(jié)果11荷載與計算結(jié)果簡圖33七.八.九.1.2.3.4.5.結(jié)構(gòu)簡圖33荷載簡圖35應(yīng)力比圖37內(nèi)力圖38位移圖49十.設(shè)計依據(jù)錯誤!未定義書簽。- 2 -一.結(jié)構(gòu)計算簡圖圖 1-1 結(jié)構(gòu)簡圖二.結(jié)構(gòu)計算信息結(jié)構(gòu)類型:設(shè)計規(guī)范:單層鋼結(jié)構(gòu)廠房按鋼結(jié)構(gòu)設(shè)計規(guī)范計算結(jié)構(gòu)重要性系數(shù): 1.00節(jié)點總數(shù): 柱數(shù):560- 3 -支座約束數(shù): 1標(biāo)準(zhǔn)截面總數(shù): 5 活荷載計算信息:

2、 風(fēng)荷載計算信息:考慮活荷載不利布置不計算風(fēng)荷載鋼材:Q345梁柱自重計算信息:柱梁自重都計算恒載作用下柱的軸向變形: 考慮梁柱自重計算增大系數(shù): 1.20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鋼柱計算長度系數(shù)計算方法:有側(cè)移鋼結(jié)構(gòu)階形柱的計算長度折減系數(shù): 0.800程序自動確定的長細(xì)比鋼梁(恒+活)容許撓跨比: 鋼梁(活)容許撓跨比:柱頂容許水平位移/柱高:l /400/500l /500(2010 版)作用l影響系數(shù)取值依據(jù): 10作用計算: 計算水平計算振型數(shù)：3烈度：7.00 場地土類別：類附加重量節(jié)點數(shù)：0設(shè)計分組：第一組周期折減系數(shù):0.80力計算方

3、法：振型分解法結(jié)構(gòu)阻尼比：0.050按 GB50011-2010效應(yīng)增大系數(shù):1.050三. 結(jié)構(gòu)基本信息節(jié)點坐標(biāo)- 4 -節(jié)點號XY節(jié)點號XY10.004.002-1.505.0030.005.0041.505.00柱關(guān)聯(lián)號梁關(guān)聯(lián)號柱節(jié)點偏心 (m)標(biāo)準(zhǔn)截面信息柱布置截面號,約束信息,截面布置角度梁布置截面號,約束信息- 5 -柱號標(biāo)準(zhǔn)截面號約束信息截面布置角度11兩端剛接025兩端剛接032兩端剛接041兩端剛接052兩端剛接065兩端剛接0截面號截面信息1圓管截面填充混凝土:D*T=350*12填充混凝土 C302截面:B*H*T1*T2=200*200*12*123國標(biāo)寬、窄翼緣 H

4、型鋼：HW200X2044國標(biāo)寬、窄翼緣 H 型鋼：HW200X2005截面:B*H*T1*T2=160*160*10*10節(jié)點號柱偏心值節(jié)點號柱偏心值節(jié)點號柱偏心值10.00020.00030.00040.00050.000節(jié)點節(jié)點節(jié)點節(jié)點柱號節(jié)點節(jié)點柱號節(jié)點節(jié)點3534614節(jié)點號XY節(jié)點號XY50.000.00截面特性截面特性四. 荷載與效應(yīng)組合1.各工況荷載表節(jié)點荷載柱荷載梁荷載- 6 -工況柱號荷載類型荷載值荷載參數(shù) 1荷載參數(shù) 2-工況節(jié)點號彎矩垂直力水平力恒荷載20.0025.500.0030.0027.000.0040.0025.500.00活荷載20.0045.000.003

5、0.0090.000.0040.0045.000.00截面號ix (cm)iy (cm)W1x (cm3)W2x (cm3)W1y (cm3)W2y (cm3)110.310.31499.71499.71499.71499.727.77.7533.7533.7533.7533.730.00.00.00.00.00.040.00.00.00.00.00.056.16.1282.5282.5282.5282.5截面號Xc (mm)Yc (mm)Ix (cm4)Iy (cm4)A (cm2)1175.0175.026244.326244.3248.12100.0100.05337.45337.490

6、.230.00.00.00.00.040.00.00.00.00.0580.080.02260.02260.060.0標(biāo)準(zhǔn)截面號約束信息2.荷載效應(yīng)組合表(1)柱子內(nèi)力的基本組合- 7 -柱內(nèi)力基本組合(1)1.35 恒+0.98 活 1(2)1.35 恒+0.98 活 2(3)1.35 恒+0.98 活 3(4)1.35 恒+0.98 活 4(5)1.2 恒+1.4 活 1(6)1.2 恒+1.4 活 2(7)1.2 恒+1.4 活 3(8)1.2 恒+1.4 活 4(9)1.0 恒+1.4 活 1(10)1.0 恒+1.4 活 2(11)1.0 恒+1.4 活 3(12)1.0 恒+1.4

7、 活 4(13)1.2 恒+1.41(14)1.2 恒+1.4 右風(fēng) 1(15)1.2 恒+1.42(16)1.2 恒+1.4 右風(fēng) 2(17)1.0 恒+1.41(18)1.0 恒+1.4 右風(fēng) 1(19)1.0 恒+1.42(20)1.0 恒+1.4 右風(fēng) 2(21)1.2 恒+1.4 活 1+0.841(22)1.2 恒+1.4 活 1+0.84 右風(fēng) 1(23)1.2 恒+1.4 活 1+0.842(24)1.2 恒+1.4 活 1+0.84 右風(fēng) 2(25)1.2 恒+1.4 活 2+0.841(26)1.2 恒+1.4 活 2+0.84 右風(fēng) 1(27)1.2 恒+1.4 活 2+

8、0.842(28)1.2 恒+1.4 活 2+0.84 右風(fēng) 2(29)1.2 恒+1.4 活 3+0.841(30)1.2 恒+1.4 活 3+0.84 右風(fēng) 1(31)1.2 恒+1.4 活 3+0.842(32)1.2 恒+1.4 活 3+0.84 右風(fēng) 2(33)1.2 恒+1.4 活 4+0.841(34)1.2 恒+1.4 活 4+0.84 右風(fēng) 1(35)1.2 恒+1.4 活 4+0.842(36)1.2 恒+1.4 活 4+0.84 右風(fēng) 2(37)1.0 恒+1.4 活 1+0.841(38)1.0 恒+1.4 活 1+0.84 右風(fēng) 1(39)1.0 恒+1.4 活 1+

9、0.842(40)1.0 恒+1.4 活 1+0.84 右風(fēng) 2(41)1.0 恒+1.4 活 2+0.841(42)1.0 恒+1.4 活 2+0.84 右風(fēng) 1(43)1.0 恒+1.4 活 2+0.842(44)1.0 恒+1.4 活 2+0.84 右風(fēng) 2(45)1.0 恒+1.4 活 3+0.841(46)1.0 恒+1.4 活 3+0.84 右風(fēng) 1(47)1.0 恒+1.4 活 3+0.842(48)1.0 恒+1.4 活 3+0.84 右風(fēng) 2(49)1.0 恒+1.4 活 4+0.841(50)1.0 恒+1.4 活 4+0.84 右風(fēng) 1(51)1.0 恒+1.4 活 4+

10、0.842(52)1.0 恒+1.4 活 4+0.84 右風(fēng) 2(53)1.2 恒+0.98 活 1+1.41(54)1.2 恒+0.98 活 1+1.4 右風(fēng) 1(55)1.2 恒+0.98 活 1+1.42(56)1.2 恒+0.98 活 1+1.4 右風(fēng) 2(57)1.2 恒+0.98 活 2+1.41(58)1.2 恒+0.98 活 2+1.4 右風(fēng) 1工況連續(xù)數(shù)荷載個數(shù)荷載類型荷載值 1荷載參數(shù) 1荷載值 2荷載參數(shù) 2-(2)梁內(nèi)力的組合值五.計算信息1. 左力計算質(zhì)量集中信息水平標(biāo)準(zhǔn)值作用底層剪力：14.627- 8 -質(zhì)量集中節(jié)點號質(zhì)量重量(KN)110.280249.1473

11、75.127449.147梁內(nèi)力組合柱內(nèi)力基本組合(59)1.2 恒+0.98 活 2+1.42(60)1.2 恒+0.98 活 2+1.4 右風(fēng) 2(61)1.2 恒+0.98 活 3+1.41(62)1.2 恒+0.98 活 3+1.4 右風(fēng) 1(63)1.2 恒+0.98 活 3+1.42(64)1.2 恒+0.98 活 3+1.4 右風(fēng) 2(65)1.2 恒+0.98 活 4+1.41(66)1.2 恒+0.98 活 4+1.4 右風(fēng) 1(67)1.2 恒+0.98 活 4+1.42(68)1.2 恒+0.98 活 4+1.4 右風(fēng) 2(69)1.0 恒+0.98 活 1+1.41(7

12、0)1.0 恒+0.98 活 1+1.4 右風(fēng) 1(71)1.0 恒+0.98 活 1+1.42(72)1.0 恒+0.98 活 1+1.4 右風(fēng) 2(73)1.0 恒+0.98 活 2+1.41(74)1.0 恒+0.98 活 2+1.4 右風(fēng) 1(75)1.0 恒+0.98 活 2+1.42(76)1.0 恒+0.98 活 2+1.4 右風(fēng) 2(77)1.0 恒+0.98 活 3+1.41(78)1.0 恒+0.98 活 3+1.4 右風(fēng) 1(79)1.0 恒+0.98 活 3+1.42(80)1.0 恒+0.98 活 3+1.4 右風(fēng) 2(81)1.0 恒+0.98 活 4+1.41(8

13、2)1.0 恒+0.98 活 4+1.4 右風(fēng) 1(83)1.0 恒+0.98 活 4+1.42(84)1.0 恒+0.98 活 4+1.4 右風(fēng) 2(85)1.2 恒+0.6 活 1+1.3 左(86)1.2 恒+0.6 活 1+1.3 右(87)1.2 恒+0.6 活 2+1.3 左(88)1.2 恒+0.6 活 2+1.3 右(89)1.2 恒+0.6 活 3+1.3 左(90)1.2 恒+0.6 活 3+1.3 右(91)1.2 恒+0.6 活 4+1.3 左(92)1.2 恒+0.6 活 4+1.3 右(93)1.0 恒+0.5 活 1+1.3 左(94)1.0 恒+0.5 活 1+

14、1.3 右(95)1.0 恒+0.5 活 2+1.3 左(96)1.0 恒+0.5 活 2+1.3 右(97)1.0 恒+0.5 活 3+1.3 左(98)1.0 恒+0.5 活 3+1.3 右(99)1.0 恒+0.5 活 4+1.3 左(100)1.0 恒+0.5 活 4+1.3 右底層最小剪力(抗震規(guī)范 5.2.5 條):2.9391.0000.080各質(zhì)點力調(diào)整系數(shù):力調(diào)整后剪重比：周期(已乘折減系數(shù))2.右力計算質(zhì)量集中信息水平標(biāo)準(zhǔn)值作用底層剪力：14.6272.9391.0000.080底層最小剪力(抗震規(guī)范 5.2.5 條):各質(zhì)點力調(diào)整系數(shù):力調(diào)整后剪重比：周期(已乘折減系數(shù))

15、六. 內(nèi)力計算結(jié)果1. 單工況內(nèi)力柱內(nèi)力- 9 -工況單元I 端N(kN)I 端V(kN)I 端M(kN.m)II 端N(kN)II 端V(kN)II 端M(kN.m)恒荷載1101.10.00.0-86.3-0.00.0振型號周期(s)10.59520.01830.010質(zhì)量集中節(jié)點號質(zhì)量重量(KN)110.280249.147375.127449.147振型號周期(s)10.59520.01830.010梁內(nèi)力七.節(jié)點位移恒荷載工況下節(jié)點位移（mm）活荷載工況下節(jié)點位移（mm）- 10 -節(jié)點號X 向位移Y 向位移10.000.142-0.058.4130.000.16節(jié)點號X 向位移Y

16、向位移10.000.072-0.030.2330.000.0840.030.23工況號單元號I 端N(kN)I 端V(kN)I 端M(kN.m)II 端N(kN)II 端V(kN)II 端M(kN.m)工況單元I 端N(kN)I 端V(kN)I 端M(kN.m)II 端N(kN)II 端V(kN)II 端M(kN.m)244.5-0.7-0.7-43.9-0.20.33-36.6-1.3-0.336.62.6-2.6435.9-0.0-0.0-32.20.0-0.05-36.62.62.636.6-1.30.3644.50.70.7-43.90.2-0.3左10.015.476.2-0.0-1

17、5.4-14.72-0.40.70.80.4-0.70.434.1-0.8-0.4-4.10.8-0.840.014.713.1-0.0-14.71.65-4.1-0.8-0.84.10.8-0.460.40.70.8-0.4-0.70.4右1-0.0-15.4-76.20.015.414.720.4-0.7-0.8-0.40.7-0.43-4.10.80.44.1-0.80.84-0.0-14.7-13.10.014.7-1.654.10.80.8-4.1-0.80.46-0.4-0.7-0.80.40.7-0.4節(jié)點側(cè)向（水平向）位移(mm)八. 構(gòu)件設(shè)計結(jié)果1、 鋼 柱 1設(shè)計結(jié)果截面類

18、型=81; 布置角度=0; 計算長度：Lx=7.19, Ly=10.00; y=97.2長細(xì)比：x=69.9,構(gòu)件長度=4.00; 計算長度系數(shù): Ux=1.80抗震等級: 三級截面參數(shù): D=350 T=12 RC=30構(gòu)件鋼號：Q345Uy=2.50驗算規(guī)范:砼規(guī)程 CECS28:2012- 11 -I 端II 端組合MNVMNV166.14268.800.0066.15-248.790.002-66.14180.600.00-66.15-160.590.0030.00312.900.000.00-292.890.0040.00136.500.000.00-116.490.00594.48

19、310.330.0094.50-292.550.006-94.48184.330.00-94.50-166.550.0070.00373.330.000.00-355.550.0080.00121.330.000.00-103.550.00994.48290.110.0094.50-275.290.0010-94.48164.110.00-94.50-149.290.00工況節(jié)點x節(jié)點x左18.24211.68311.68411.6850.00右1-8.242-11.683-11.684-11.6850.00節(jié)點號X 向位移Y 向位移40.058.41- 12 -110.00353.110.0

20、00.00-338.290.00120.00101.110.000.00-86.290.00130.00121.330.000.00-103.550.00140.00121.330.000.00-103.550.00150.00121.330.000.00-103.550.00160.00121.330.000.00-103.550.00170.00101.110.000.00-86.290.00180.00101.110.000.00-86.290.00190.00101.110.000.00-86.290.00200.00101.110.000.00-86.290.002194.48310

21、.330.0094.50-292.550.002294.48310.330.0094.50-292.550.002394.48310.330.0094.50-292.550.002494.48310.330.0094.50-292.550.0025-94.48184.330.00-94.50-166.550.0026-94.48184.330.00-94.50-166.550.0027-94.48184.330.00-94.50-166.550.0028-94.48184.330.00-94.50-166.550.00290.00373.330.000.00-355.550.00300.003

22、73.330.000.00-355.550.00310.00373.330.000.00-355.550.00320.00373.330.000.00-355.550.00330.00121.330.000.00-103.550.00340.00121.330.000.00-103.550.00350.00121.330.000.00-103.550.00360.00121.330.000.00-103.550.003794.48290.110.0094.50-275.290.003894.48290.110.0094.50-275.290.003994.48290.110.0094.50-2

23、75.290.004094.48290.110.0094.50-275.290.0041-94.48164.110.00-94.50-149.290.0042-94.48164.110.00-94.50-149.290.0043-94.48164.110.00-94.50-149.290.0044-94.48164.110.00-94.50-149.290.00450.00353.110.000.00-338.290.00460.00353.110.000.00-338.290.00470.00353.110.000.00-338.290.00- 13 -480.00353.110.000.0

24、0-338.290.00490.00101.110.000.00-86.290.00500.00101.110.000.00-86.290.00510.00101.110.000.00-86.290.00520.00101.110.000.00-86.290.005366.14253.630.0066.15-235.850.005466.14253.630.0066.15-235.850.005566.14253.630.0066.15-235.850.005666.14253.630.0066.15-235.850.0057-66.14165.430.00-66.15-147.650.005

25、8-66.14165.430.00-66.15-147.650.0059-66.14165.430.00-66.15-147.650.0060-66.14165.430.00-66.15-147.650.00610.00297.730.000.00-279.950.00620.00297.730.000.00-279.950.00630.00297.730.000.00-279.950.00640.00297.730.000.00-279.950.00650.00121.330.000.00-103.550.00660.00121.330.000.00-103.550.00670.00121.

26、330.000.00-103.550.00680.00121.330.000.00-103.550.006966.14233.410.0066.15-218.590.007066.14233.410.0066.15-218.590.007166.14233.410.0066.15-218.590.007266.14233.410.0066.15-218.590.0073-66.14145.210.00-66.15-130.390.0074-66.14145.210.00-66.15-130.390.0075-66.14145.210.00-66.15-130.390.0076-66.14145

27、.210.00-66.15-130.390.00770.00277.510.000.00-262.690.00780.00277.510.000.00-262.690.00790.00277.510.000.00-262.690.00800.00277.510.000.00-262.690.00810.00101.110.000.00-86.290.00820.00101.110.000.00-86.290.00830.00101.110.000.00-86.290.00840.00101.110.000.00-86.290.00整體承載力驗算對應(yīng)組合號: 85, M=139.51, N=20

28、2.33,M=21.34,N=-184.55軸力(軸，考慮抗震調(diào)整系數(shù)后)=161.87考慮長細(xì)比影響的整體承載力折減系數(shù) l* =0.532考慮偏心影響的整體承載力折減系數(shù)e* =0.095整體承載力設(shè)計值 =364.373作用軸力與整體承載力的比值 =0.444容許圓管外徑與壁厚之比 D/T=40.87作用軸力與整體承載力的比值 圓管外徑與壁厚之比 D/T=29.171.0 D/T=40.87壓桿,平面內(nèi)長細(xì)比 =70. =150壓桿,平面外長細(xì)比 =97. =150構(gòu)件重量(：Kg)=1234.802、 鋼 柱 2設(shè)計結(jié)果- 14 -85139.51202.3319.9621.34-18

29、4.55-19.9686-58.52202.33-19.9659.66-184.5519.968758.52148.3319.96-59.66-130.55-19.9688-139.51148.33-19.96-21.34-130.5519.968999.02229.3319.96-19.16-211.55-19.9690-99.02229.33-19.9619.16-211.5519.969199.02121.3319.96-19.16-103.55-19.9692-99.02121.33-19.9619.16-103.5519.9693132.76168.6119.9614.59-153.

30、79-19.9694-65.27168.61-19.9652.91-153.7919.969565.27123.6119.96-52.91-108.79-19.9696-132.76123.61-19.96-14.59-108.7919.969799.02191.1119.96-19.16-176.29-19.9698-99.02191.11-19.9619.16-176.2919.969999.02101.1119.96-19.16-86.29-19.96100-99.02101.11-19.9619.16-86.2919.96截面類型=15; 布置角度=0; 計算長度：Lx=2.55, L

31、y=1.80;y=29.4長細(xì)比：x=41.6,構(gòu)件長度=1.80; 計算長度系數(shù): Ux=1.42抗震等級: 三級截面參數(shù): B=160, H=160, T1=10, T2=10軸壓截面分類:X 軸:c 類, Y 軸:c 類構(gòu)件鋼號：Q345Uy=1.00驗算規(guī)范:規(guī)范 GB50017-2003- 15 -I 端II 端組合MNVMNV12.7057.352.172.25-56.59-3.322-5.50136.74-4.28-1.19-135.983.143-5.50136.74-4.28-1.19-135.983.1442.7057.352.172.25-56.59-3.3254.364

32、9.533.583.01-48.85-4.606-7.35162.94-5.64-1.90-162.274.627-7.35162.94-5.64-1.90-162.274.6284.3649.533.583.01-48.85-4.6094.5040.633.712.96-40.07-4.5610-7.21154.05-5.51-1.96-153.484.6611-7.21154.05-5.51-1.96-153.484.66124.5040.633.712.96-40.07-4.5613-0.8453.37-0.790.33-52.69-0.2314-0.8453.37-0.790.33-5

33、2.69-0.2315-0.8453.37-0.790.33-52.69-0.2316-0.8453.37-0.790.33-52.69-0.2317-0.7044.47-0.660.27-43.91-0.1918-0.7044.47-0.660.27-43.91-0.1919-0.7044.47-0.660.27-43.91-0.1920-0.7044.47-0.660.27-43.91-0.19214.3649.533.583.01-48.85-4.60224.3649.533.583.01-48.85-4.60234.3649.533.583.01-48.85-4.60244.3649.

34、533.583.01-48.85-4.6025-7.35162.94-5.64-1.90-162.274.62- 16 -26-7.35162.94-5.64-1.90-162.274.6227-7.35162.94-5.64-1.90-162.274.6228-7.35162.94-5.64-1.90-162.274.6229-7.35162.94-5.64-1.90-162.274.6230-7.35162.94-5.64-1.90-162.274.6231-7.35162.94-5.64-1.90-162.274.6232-7.35162.94-5.64-1.90-162.274.623

35、34.3649.533.583.01-48.85-4.60344.3649.533.583.01-48.85-4.60354.3649.533.583.01-48.85-4.60364.3649.533.583.01-48.85-4.60374.5040.633.712.96-40.07-4.56384.5040.633.712.96-40.07-4.56394.5040.633.712.96-40.07-4.56404.5040.633.712.96-40.07-4.5641-7.21154.05-5.51-1.96-153.484.6642-7.21154.05-5.51-1.96-153

36、.484.6643-7.21154.05-5.51-1.96-153.484.6644-7.21154.05-5.51-1.96-153.484.6645-7.21154.05-5.51-1.96-153.484.6646-7.21154.05-5.51-1.96-153.484.6647-7.21154.05-5.51-1.96-153.484.6648-7.21154.05-5.51-1.96-153.484.66494.5040.633.712.96-40.07-4.56504.5040.633.712.96-40.07-4.56514.5040.633.712.96-40.07-4.5

37、6524.5040.633.712.96-40.07-4.56532.8050.682.272.21-50.00-3.29542.8050.682.272.21-50.00-3.29552.8050.682.272.21-50.00-3.29562.8050.682.272.21-50.00-3.2957-5.40130.07-4.19-1.23-129.393.1758-5.40130.07-4.19-1.23-129.393.1759-5.40130.07-4.19-1.23-129.393.1760-5.40130.07-4.19-1.23-129.393.1761-5.40130.07

38、-4.19-1.23-129.393.1762-5.40130.07-4.19-1.23-129.393.17- 17 -63-5.40130.07-4.19-1.23-129.393.1764-5.40130.07-4.19-1.23-129.393.17652.8050.682.272.21-50.00-3.29662.8050.682.272.21-50.00-3.29672.8050.682.272.21-50.00-3.29682.8050.682.272.21-50.00-3.29692.9441.792.402.15-41.22-3.25702.9441.792.402.15-4

39、1.22-3.25712.9441.792.402.15-41.22-3.25722.9441.792.402.15-41.22-3.2573-5.26121.18-4.05-1.29-120.613.2174-5.26121.18-4.05-1.29-120.613.2175-5.26121.18-4.05-1.29-120.613.2176-5.26121.18-4.05-1.29-120.613.2177-5.26121.18-4.05-1.29-120.613.2178-5.26121.18-4.05-1.29-120.613.2179-5.26121.18-4.05-1.29-120

40、.613.2180-5.26121.18-4.05-1.29-120.613.21812.9441.792.402.15-41.22-3.25822.9441.792.402.15-41.22-3.25832.9441.792.402.15-41.22-3.25842.9441.792.402.15-41.22-3.25852.4651.191.972.01-50.51-2.98860.3252.260.200.95-51.58-1.2287-2.5699.79-1.99-0.10-99.110.9788-4.70100.87-3.75-1.15-100.192.7489-2.5699.79-

41、1.99-0.10-99.110.9790-4.70100.87-3.75-1.15-100.192.74912.4651.191.972.01-50.51-2.98920.3252.260.200.95-51.58-1.22932.2242.571.791.76-42.00-2.63940.0943.640.020.71-43.07-0.8795-1.9683.07-1.510.00-82.510.6696-4.0984.14-3.27-1.05-83.582.4397-1.9683.07-1.510.00-82.510.6698-4.0984.14-3.27-1.05-83.582.439

42、92.2242.571.791.76-42.00-2.63強(qiáng)度計算最大應(yīng)力對應(yīng)組合號: 6, M=-7.35, N=162.94, M=-1.90,強(qiáng)度計算最大應(yīng)力 (N/mm*mm) =61.11強(qiáng)度計算最大應(yīng)力比 =0.200平面內(nèi)穩(wěn)定計算最大應(yīng)力 (N/mm*mm) =60.47平面內(nèi)穩(wěn)定計算最大應(yīng)力比 =0.198平面外穩(wěn)定計算最大應(yīng)力 (N/mm*mm) =41.50平面外穩(wěn)定計算最大應(yīng)力比 =0.136N=-162.27腹板容許計算對應(yīng)組合號: 85, M=2.46,N=51.19,M=2.01,N=-50.51GB50017 腹板容許GB50011 腹板容許H0/TW =35.52H0/TW =31.36=31.36翼緣容許寬B/T強(qiáng)度計算最大應(yīng)力 f=305.00平面內(nèi)穩(wěn)定計算最大應(yīng)力平面外穩(wěn)定計算最大應(yīng)力f=305.00f=305.00 H0/TW=31.36腹板翼緣寬H0/TW=14.00B/T =14.00 B/T=31.36壓桿,平面內(nèi)長細(xì)比 =42. =150壓桿,平面外長細(xì)比 =29. =150構(gòu)件重量 (Kg)=84.913、 鋼 柱 3設(shè)計結(jié)果截面類型=