光伏之間荷載計算書

1、記錄編碼：設(shè)計計算書工程編號工程名稱牟平恒邦分布式光伏發(fā)電項目設(shè)計階段施工圖卷冊項目名稱固定支架施工圖計算名稱支架結(jié)構(gòu)計算計算軟件名稱（版本號）PKPM封面封底 1 頁計算紙一 122 頁附圖無頁共計 123 一頁批準(zhǔn)人月日審核人月日校核者月日計算者月日2017年11月濟南目錄1.荷載統(tǒng)計 31.1 支架荷載計算 31.2 楝條荷載計算 32 .楝條計算 42.1 楝條計算模型 42.2 計算結(jié)構(gòu)：53 .主剛架計算 743.1 主剛架計算模型 743.2 主剛架計算結(jié)果 781.荷載統(tǒng)計1.1 支架荷載計算恒荷載：光伏板荷載：18.6KGx7 塊=130kg楝條荷載：4.11kg/Mx4 根

2、 X3.5m=57.5kg合計：187.7kg化為集中力：1.88KN/4=0.47Kn活荷載：0.2KN/m2x3.5mx3.32m/4=0.58Kn風(fēng)荷載：25 年一遇風(fēng)荷載為 0.48KN/M21.3*0.48*3.32*3.5/4=1.81KN/M1.2 楝條荷載計算恒荷載：光伏板荷載：18.6KGx44 塊=819kg化為線荷載：8.19KN/4/22.2=0.092KN/m活荷載：0.2KN/m2x22.2mx3.32m/4/22.2=0.166Kn/m風(fēng)荷載：25 年一遇風(fēng)荷載為 0.48KN/M21.3*0.48*22.2*3.32/22.2=0.518KN/m2.橡條計算2.

3、1 楝條計算模型0.090,09&兇Q.090,090,g0.09009KIfLIU恒載圖(D-LT)Q.51Q51|4151p.RP.Ai111p.51。甲11。.耳VQOB左麗工Jllgl(L-MT)2.2 計算結(jié)構(gòu):設(shè)計主要依據(jù)：建筑結(jié)構(gòu)荷載規(guī)范(GB50009-2012);建筑抗震設(shè)計規(guī)范(GB50011-2010);鋼結(jié)構(gòu)設(shè)計規(guī)范(GB50017-2003);冷彎薄壁型鋼結(jié)構(gòu)技術(shù)規(guī)范(GB50018-2002);結(jié)果輸出總信息-結(jié)構(gòu)類型：單層鋼結(jié)構(gòu)廠房設(shè)計規(guī)范：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)：16柱數(shù)：7梁數(shù)：8支座約束數(shù)：7標(biāo)準(zhǔn)截面總數(shù)：2活荷載計算信

4、息：考慮活荷載不利布置風(fēng)荷載計算信息：計算風(fēng)荷載鋼材:Q235梁柱自重計算信息：柱梁自重都計算FTQ51F.51-OH51-0.51-EF-一凡51R.51T.51叔虹出國(M-LT)構(gòu)件應(yīng)力比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基礎(chǔ)計算信息：不計算基礎(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：0.90鋼柱計算長度系數(shù)計算方法：無側(cè)移鋼結(jié)構(gòu)階形柱的計算長度折減系數(shù)：0.800鋼結(jié)構(gòu)受拉柱容許長細比：300鋼結(jié)構(gòu)受壓柱容許長細比：180鋼梁（恒+?S）容許撓跨比：l/250鋼梁GS）容許撓跨比：l/300柱頂容許水平位移/柱高：l/150地震作用計算：計算水平

5、地震作用計算振型數(shù)：3地震烈度：7.00場地土類別：II類附加重量節(jié)點數(shù)：0設(shè)計地震分組：第一組周期折減系數(shù)：0.80地震力計算方法：振型分解法結(jié)構(gòu)阻尼比：0.045按GB50011-2010地震效應(yīng)增大系數(shù)1.000窄行輸出全部內(nèi)容-節(jié)點坐標(biāo)-節(jié)點號XY節(jié)點號XY節(jié)點號X丫(1)-0.601.00(2)0.001.00(3)3.501.00(4)7.001.00(5)10.501.00(6)14.001.00(7)17.501.00(8)21.001.00(9)21.601.00(10)0.000.00(11)3.500.00(12)7.000.00(13)10.500.00(14)14.0

6、00.00(15)17.500.00(16)21.000.00-柱關(guān)聯(lián)號柱號節(jié)點 I節(jié)點 n柱號節(jié)點 I節(jié)點n柱號節(jié)點I 節(jié)點 n(1)102(2)113(3)124(4)135(5)146(6)157(7)168-梁關(guān)聯(lián)號-I節(jié)點 n梁號節(jié)點 I節(jié)點 n梁號節(jié)點 I節(jié)點 n梁號節(jié)點4(1)12(2)23(3)37(4)45(5)56(6)6(7)78(8)89-柱上卜節(jié)點偏心節(jié)點號柱偏心值節(jié)點號柱偏心值節(jié)點號柱偏心值節(jié)點號柱偏心值(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

7、)0.00(13)0.00(14)0.00(15)0.00(16)0.00標(biāo)準(zhǔn)截面信息1、標(biāo)準(zhǔn)截面類型(1)15,100,60,4.0,4.0,5(2)72,2,100,50,15,2.0薄壁卷邊槽鋼-柱布置截面號位接信息，截面布置角度柱號標(biāo)準(zhǔn)截錢接截面布柱號標(biāo)準(zhǔn)截錢接截面布面號信息置角度面號信息置角度(1)120(2)120(3)120(4)120(5)120(6)120(7)120-梁布置截面號位接信息，截面布置角度梁號標(biāo)準(zhǔn)截錢接截面布梁號標(biāo)準(zhǔn)截錢接截面布置角度面號信息置角度面號信息0(1)200(2)200(3)200(4)200(5)200(6)200(7)200(8)202、標(biāo)準(zhǔn)截面

8、特性截面號XcYcIxIyA10.050000.030000.72201E-060.16257E-050.12160E-0220.016430.050000.71756E-060.15659E-060.44400E-03截卸號ixiyW1xW2xW1yW2y10.24367E-010.36564E-010.24067E-040.24067E-040.32514E-040.32514E-0420.40201E-010.18780E-010.14351E-040.14351E-040.89826E-050.48081E-05包荷載計算.節(jié)點荷載：節(jié)點號彎矩垂直力水平力恒福載標(biāo)準(zhǔn)俏J乍用計;算結(jié)果-

9、柱內(nèi)力柱號MNVMNV10.000.380.000.00-0.270.0020.000.620.000.00-0.510.0030.000.560.000.00-0.440.0040.000.580.000.00-0.470.0050.000.560.000.00-0.440.0060.000.620.000.00-0.510.0070.000.380.000.00-0.270.00-梁內(nèi)力梁號MNVMNV10.000.000.00-0.020.C)00.0820.020.000.19-0.160.0)00.2730.160.000.24-0.130.0)00.22梁荷載：連續(xù)數(shù)荷載個數(shù)荷載類

10、型柿栽他1柿載分?jǐn)?shù)1柿裁值2布載分?jǐn)?shù)21110.090.001110.090.001110.090.001110.090.001110.090.001110.090.001110.090.001110.090.00柱號荷載類型荷載值0柱荷載:荷載參數(shù)1荷載參數(shù)240.10.000.23-0.140.000.235678柱0.140.130.160.020.000.23-0.130.000.230.000.22-0.160.000.240.000.27-0.020.000.190.000.080.000.000.00-恒福載作用卜的下點位移(mm)-節(jié)點號.X向位移Y向位移10.0-0.420.

11、00.030.00.040.00.050.00.060.00.070.00.080.00.090.0-0.4活砂載計算.荷載：節(jié)點號彎矩垂直力0水平力2荷何軟：-W、，、一柱方何栽類型何栽侑何載分?jǐn)?shù)10乙+、此I1-1+、Aylz/.fl+、Alz.nrrH11-1+、/I1-1+、何載分?jǐn)?shù)米何軟載參數(shù)2：在冢級何軟T數(shù)何軟尖里他軟怛1何軟多數(shù)1何軟怛2001140.801.751140.801.751140.801.751140.801.751140.801.750-活柿裁標(biāo)準(zhǔn)值作用卜的下點位移(mm)-節(jié)點號.X向位移Y向位移10.00.520.00.030.00.040.00.050.0

12、0.060.00.070.00.080.00.090.00.風(fēng)荷載計算.左風(fēng)荷載標(biāo)準(zhǔn)值作用柱荷載:梁荷載：載參數(shù)2節(jié)點號0.0柱號荷載類型荷載值0荷U數(shù)1柿載分?jǐn)?shù)1砂載值20.000.000.000.000.000.000.000.00(mm)-6x0.0(0.0(2荷4)8連續(xù)數(shù)節(jié)點號6x(1)(5)他軟T數(shù)何軟尖里他軟怛1何軟多數(shù)00110.5100110.5100110.5100110.5100110.5100110.5100110.5100110.51-節(jié)點側(cè)向(水平向)位移6x節(jié)點號6x節(jié)點號0.0(2)0.0(3)0.0(6)0.0(7)水平力垂直力節(jié)點荷載：節(jié)點號0(9)0.0(

13、10)0.0(11)0.0(12)0.0(13)0.0(14)0.0(15)0.0(16)0.0柱內(nèi)力柱號MNVMNV10.001.040.000.00-1.040.0020.001.980.000.00-1.980.0030.001.730.000.00-1.730.0040.001.810.000.00-1.810.0050.001.730.000.00-1.730.0060.001.980.000.00-1.980.0070.001.040.000.00-1.040.00梁內(nèi)力梁號MNVMNV10.000.000.00-0.090.000.3120.090.000.74-0.640.00

14、1.0530.640.000.93-0.490.000.8540.490.000.88-0.540.000.9150.540.000.91-0.490.000.8860.490.000.85-0.640.000.9370.640.001.05-0.090.000.7480.090.000.310.000.000.00節(jié) 點荷載：節(jié)點號0水平力垂直力柱 荷載：柱號荷載類型福裁7俏柿載分?jǐn)?shù)1布載分?jǐn)?shù)20右風(fēng)荷載標(biāo)準(zhǔn)值作用梁荷載:載值2荷載參數(shù)2荷載個數(shù)荷載類型荷載值1荷載參數(shù)1荷連續(xù)數(shù)0000-0.51-0.510.000.000011-0.510.000011-0.510.000011-0.51

15、0.000011-0.510.000011-0.510.000011-0.510.00-節(jié)點側(cè)向（水平向）位移(mm)節(jié)點號6x節(jié)點號6x節(jié)點號6x節(jié)點號6x(1)0.0(2)0.0(3)0.0(4)0.0(5)0.0(6)0.0(7)0.0(8)0.0(9)0.0(10)0.0(11)0.0(12)0.0(13)0.0(14)0.0(15)0.0(16)0.0-柱內(nèi)力柱號MNVMNV10.00-1.040.000.001.040.0020.00-1.980.000.001.980.0030.00-1.730.000.001.730.0040.00-1.810.000.001.810.0050

16、.00-1.730.000.001.730.0060.00-1.980.000.001.980.0070.00-1.040.000.001.04梁號M- 梁 內(nèi)力NVMNV10.000.000.000.090.00-0.312-0.090.00-0.740.640.00-1.053-0.640.00-0.930.490.00-0.854-0.490.00-0.880.540.00-0.915-0.540.00-0.910.490.00-0.886-0.490.00-0.850.640.00-0.937-0.640.00-1.050.090.00-0.748-0.090.00-0.310.000

17、.000.00地震計算.1.左震動標(biāo)準(zhǔn)值作用計算結(jié)果地震力計算質(zhì)量集中信息：質(zhì)量集中節(jié)點號：1質(zhì)點重量：5.310水平地震標(biāo)準(zhǔn)值作用底層剪力：0.374底層最小地震剪力（抗震規(guī)范5.2.5條）：0.085各質(zhì)點地震力調(diào)整系數(shù)：1.000地震力調(diào)整后剪重比：0.071第1振型結(jié)構(gòu)自振周期（已乘周期折減系數(shù)，單位：秒）：0.073特征向量：1.000各質(zhì)點的水平地震力(kN)：0.374-節(jié)點側(cè)向(水平向)位移(mm)-節(jié)點號6x節(jié)點號6x節(jié)點號6x節(jié)點號8x(1)0.1(2)0.1(3)0.1(4)0.1(5)0.1(6)0.1(7)0.1(8)0.1(9)0.1(10)0.0(11)0.0(1

18、2)0.0(13)0.0(14)0.0(15)0.0(16)0.0*左地震各振型疊加(SRS 冰平地震作用效應(yīng)輸出-節(jié)點側(cè)向(水平向)位移(mm)-節(jié)點號8x節(jié)點號8x節(jié)點號8x節(jié)點號8x(1)0.1(2)0.1(3)0.1(4)0.1(5)0.1(6)0.1(7)0.1(8)0.1(9)0.1(10)0.0(11)0.0(12)0.0(13)0.0(14)0.0(15)0.0(16)0.0-柱內(nèi)力柱號MNVMNV10.050.000.050.000.00-0.0520.050.000.050.000.00-0.0530.050.000.050.000.00-0.0540.050.000.05

19、0.000.00-0.0550.050.000.050.000.00-0.0560.050.000.050.000.00-0.0570.050.000.050.000.00-0.05梁內(nèi)力-梁號MNVMNV節(jié)點號 8x節(jié)點號 8x 節(jié)點號 8x 節(jié)點號(1)-0.12)-0.13)-0.14)(5)-0.16)-0.17)-0.18)-0.1-0.110.000.040.000.00-0.040.0020.000.030.000.00-0.030.0030.000.020.000.00-0.020.0040.000.010.000.00-0.010.0050.00-0.010.000.000.

20、010.0060.00-0.020.000.000.020.0070.00-0.030.000.000.030.0080.00-0.040.000.000.040.00振型參與質(zhì)量系數(shù)：100.00%-右震動標(biāo)準(zhǔn)值作用計算結(jié)果地震力計算質(zhì)量集中信息：質(zhì)量集中節(jié)點號：9質(zhì)點重量：5.310水平地震標(biāo)準(zhǔn)值作用底層剪力：0.374底層最小地震剪力（抗震規(guī)范5.2.5條）：0.085各質(zhì)點地震力調(diào)整系數(shù)：1.000地震力調(diào)整后剪重比：0.071*第1振型結(jié)構(gòu)自振周期（已乘周期折減系數(shù)，單位：秒）：0.073特征向量：1.000各質(zhì)點的水平地震力（kN）：0.374-節(jié)點側(cè)向（水平向）位移（mm）-振型

21、參與質(zhì)量系數(shù)：100.00%荷載效應(yīng)組合計算(19)3)-0.10.0(10)(14)0.00.0(11)(15)0.00.0(12)(16)0.00.0*右地震各振型疊加（SRS 冰平地震作用效應(yīng)輸出-節(jié)點側(cè)向（水平向）位移(mm)-節(jié)點號8x節(jié) 點號8x節(jié)點號 8x節(jié)點號8x( 1)-0.1(2)-0.1(3)-0.1(4)-0.1( 5)-0.1(6)-0.1(7)-0.1(8)-0.1( 9)-0.1(10)0.0(11)0.0(12)0.0(13)0.0(14)0.0(15)0.0(16)0.0-柱內(nèi)力柱號MNVMN1-0.050.00-0.050.000.000.052-0.050

22、.00-0.050.000.000.053-0.050.00-0.050.000.000.054-0.050.00-0.050.000.000.055-0.050.00-0.050.000.000.056-0.050.00-0.050.000.000.057-0.050.00-0.050.000.000.05-梁內(nèi)力梁號MNVMN10.00-0.040.000.000.040.0020.00-0.030.000.000.030.0030.00-0.020.000.000.020.0040.00-0.010.000.000.010.0050.000.010.000.00-0.010.0060.0

23、00.020.000.00-0.020.0070.000.030.000.00-0.030.0080.000.040.000.00-0.040.00VV荷載效應(yīng)組合及強度、穩(wěn)定、配筋計算鋼柱 1截面類型=15;布置角度=0;計算長度：Lx=0.73,Ly=1.00;長細比：入x=30.0,入 y=27.3構(gòu)件長度=1.00；計算長度系數(shù)：Ux=0.73Uy=1.00抗震等級：三級截面參數(shù)：B=100,H=60,T1=4,T2=4軸壓截面分類：X 軸:c 類,Y 軸:c 類構(gòu)件鋼號：Q235驗算規(guī)范：普鋼規(guī)范 GB50017-2003柱下端柱上端組合號MNVMV10.001.920.000.00

24、-1.780.0020.001.840.000.00-1.730.0030.00-1.000.000.001.140.0040.00-1.080.000.001.190.0050.000.390.000.00-0.260.0060.000.320.000.00-0.200.0070.000.470.000.00-0.320.0080.000.390.000.00-0.260.0090.000.320.000.00-0.200.00100.000.470.000.00-0.320.00110.000.480.000.00-0.350.00120.000.410.000.00-0.290.0013

25、0.000.530.000.00-0.38140.000.370.000.00-0.230.00150.000.290.000.00-0.180.00160.000.450.000.00-0.300.00170.001.270.000.00-1.130.00180.001.190.000.00-1.080.00190.00-0.480.000.000.620.00200.00-0.560.000.000.670.00210.001.270.000.00-1.130.00220.001.190.000.00-1.080.00230.00-0.480.000.000.620.00240.00-0.

26、560.000.000.670.00250.001.360.000.00-1.220.00260.001.280.000.00-1.170.00270.00-0.390.000.000.530.00280.00-0.470.000.000.580.00290.001.250.000.00-1.110.00300.001.170.000.00-1.060.00310.00-0.510.000.000.640.00320.00-0.580.000.000.700.00330.001.870.000.00-1.740.00340.001.800.000.00-1.680.00350.00-1.050

27、.000.001.18360.00-1.120.000.001.240.00370.001.870.000.00-1.740.00380.001.800.000.00-1.680.00390.00-1.050.000.001.180.00400.00-1.120.000.001.240.00410.001.940.000.00-1.800.00420.001.860.000.00-1.740.00430.00-0.980.000.001.120.00440.00-1.060.000.001.180.00450.001.860.000.00-1.720.00460.001.780.000.00-

28、1.670.00470.00-1.060.000.001.200.00480.00-1.140.000.001.250.00490.070.430.070.00-0.29-0.07500.070.360.070.00-0.24-0.0751-0.070.43-0.070.00-0.290.0752-0.070.36-0.070.00-0.240.0753-0.070.47-0.070.00-0.330.0754-0.070.39-0.070.00-0.280.0755-0.070.42-0.070.00-0.280.0756-0.070.35-0.070.00-0.240.07強度計算最大應(yīng)力

29、對應(yīng)組合號:53,M=-0.07,N=0.47,M=0.00,N=-0.33強度計算最大應(yīng)力（N/mm*mm）=2.64強度計算最大應(yīng)力比=0.012平面內(nèi)穩(wěn)定計算最大應(yīng)力（N/mm*mm）=1.79平面內(nèi)穩(wěn)定計算最大應(yīng)力比=0.008平面外穩(wěn)定計算最大應(yīng)力對應(yīng)組合號：41,M=0.00,N=1.94,M=0.00,N=-1.80平面外穩(wěn)定計算最大應(yīng)力（N/mm*mm）=1.73平面外穩(wěn)定計算最大應(yīng)力比=0.008腹板容許高厚比計算對應(yīng)組合號：49,M=0.07,N=0.43,M=0.00,N=-0.29GB50017腹板容許高厚比GB50011腹板容許高厚比翼緣容許寬厚比B/T=H0/TW-

30、H0/TW-38.0040.0038.00強度計算最大應(yīng)力f-215.00平面內(nèi)穩(wěn)定計算最大應(yīng)力f-215.00 平面外穩(wěn)定計算最大應(yīng)力f-215.00 腹板高厚比H0/TW-13.00H0/TW-38.00翼緣寬厚比 B/T=23.00B/T=38.00壓桿，平面內(nèi)長細比入=30.w入尸 180壓桿，平面外長細比入=27.W入尸 180構(gòu)件重量（Kg）=9.55鋼柱 2截面類型=15;布置角度=0;計算長度：Lx=0.73,Ly=1.00;長細比：入 x=30.0,入 y=27.3構(gòu)件長度=1.00;計算長度系數(shù)：Ux=0.73Uy=1.00抗震等級：三級截面參數(shù)：B=100,H=60,T1

31、=4,T2=4軸壓截面分類：X 軸:c 類,Y 軸:c 類構(gòu)件鋼號：Q235驗算規(guī)范：普鋼規(guī)范 GB50017-2003柱下端柱上端組合號MNVMN10.003.520.000.00-3.390.0020.003.400.000.00-3.290.0030.00-2.030.000.002.160.0040.00-2.150.000.002.270.0050.001.280.000.00-1.140.0060.001.150.000.00-1.040.0070.001.210.000.00-1.060.0080.001.280.000.00-1.140.0090.001.150.000.00-

32、1.040.00100.001.210.000.00-1.060.00110.001.420.000.00-1.280.00120.001.300.000.00-1.180.00130.001.310.000.00-1.160.00140.000.610.000.00-0.470.00150.000.480.000.00-0.370.00160.000.740.000.00-0.590.00170.002.950.000.00-2.810.00180.002.820.000.00-2.710.00190.00-0.390.000.000.520.00200.00-0.510.000.000.6

33、30.00210.002.950.000.00-2.810.00220.002.820.000.00-2.710.00230.00-0.390.000.000.520.00240.00-0.510.000.000.630.00250.003.090.000.00-2.950.00260.002.960.000.00-2.850.00270.00-0.240.000.000.380.00280.00-0.370.000.000.480.00290.002.270.000.00-2.130.00300.002.150.000.00-2.030.00310.00-1.060.000.001.200.

34、00320.00-1.180.000.001.300.00330.003.900.000.00-3.760.00340.003.770.000.00-3.660.00350.00-1.660.000.001.790.00360.00-1.780.000.001.890.00370.003.900.000.00-3.760.00380.003.770.000.00-3.660.00390.00-1.660.000.001.790.00400.00-1.780.000.001.890.00410.004.000.000.00-3.860.00420.003.870.000.00-3.760.004

35、30.00-1.560.000.001.690.00440.00-1.680.000.001.800.00450.003.430.000.00-3.290.00460.003.300.000.00-3.190.000.000.00-0.07-0.070.070.070.070.070.070.07470.00480.00490.07500.0751-0.0752-0.0753-0.0754-0.0755-0.0756-0.07強度計算最大應(yīng)力對應(yīng)組合號：-2.13-2.250.980.810.980.811.040.860.690.5741,M-0.000.000.070.07-0.07-0.

36、07-0.07-0.07-0.07-0.070.00,N-0.002.260.002.370.00-0.840.00-0.700.00-0.840.00-0.700.00-0.900.00-0.750.00-0.550.00-0.464.00,M-0.00,N=-0.00,N=3.86強度計算最大應(yīng)力（N/mm*mm）-3.65強度計算最大應(yīng)力比-0.017平面內(nèi)穩(wěn)定計算最大應(yīng)力（N/mm*mm）-3.64平面內(nèi)穩(wěn)定計算最大應(yīng)力比-0.017平面外穩(wěn)定計算最大應(yīng)力（N/mm*mm）-3.58平面外穩(wěn)定計算最大應(yīng)力比-0.017腹板容許高厚比計算對應(yīng)組合號：49,M=0.07,N=-0.84GB

37、50017 腹板容許高厚比H0/TW=40.00GB50011 腹板容許高厚比H0/TW=38.00翼緣容許寬厚比B/T=38.00強度計算最大應(yīng)力f-215.00平面內(nèi)穩(wěn)定計算最大應(yīng)力f-215.00平面外穩(wěn)定計算最大應(yīng)力f-215.00腹板高厚比 H0/TW-13.00H0/TW-38.00翼緣寬厚比 B/T-23.00B/T-38.000.98,M-壓桿，平面內(nèi)長細比入=30.w入尸 180壓桿，平面外長細比入=27.W入尸 180構(gòu)件重量(Kg)=9.55鋼柱 3截面類型=15;布置角度=0;計算長度：Lx=0.73,Ly=1.00;長細比：入 x=30.0,入 y=27.3構(gòu)件長度=

38、1.00；計算長度系數(shù)：Ux=0.73Uy=1.00抗震等級：三級截面參數(shù)：B=100,H=60,T1=4,T2=4軸壓截面分類：X 軸:c 類,Y 軸:c 類構(gòu)件鋼號：Q235驗算規(guī)范：普鋼規(guī)范 GB50017-2003柱下端柱上端組合號MNVMV10.003.090.000.00-2.950.0020.002.980.000.00-2.860.0030.00-1.750.000.001.890.0040.00-1.860.000.001.980.0050.001.910.000.00-1.770.0060.001.790.000.00-1.680.0070.001.620.000.00-1

39、.460.0080.001.910.000.00-1.770.0090.001.790.000.00-1.680.00100.001.620.000.00-1.460.00110.002.060.000.00-1.920.00120.001.950.000.00-1.840.00130.001.730.000.00-1.570.00140.000.520.000.00-0.380.00150.000.400.000.00-0.290.00160.000.650.000.00-0.490.00170.003.360.000.00-3.220.00180.003.250.000.00-3.130.

40、00190.000.450.000.00-0.320.00200.000.340.000.00-0.230.00210.003.360.000.00-3.220.00220.003.250.000.00-3.130.00230.000.450.000.00-0.320.00240.000.340.000.00-0.230.00250.003.510.000.00-3.380.00260.003.400.000.00-3.290.00270.000.610.000.00-0.470.00280.000.500.000.00-0.380.00290.001.970.000.00-1.830.003

41、00.001.860.000.00-1.740.00310.00-0.940.000.001.070.00320.00-1.050.000.001.160.00330.003.960.000.00-3.820.00340.003.840.000.00-3.730.00350.00-0.880.000.001.020.00360.00-1.000.000.001.110.00370.003.960.000.00-3.820.00380.003.840.000.00-3.730.00390.00-0.880.000.001.020.00400.00-1.000.000.001.110.00410.

42、004.060.000.00-3.930.00420.003.950.000.00-3.840.00430.00-0.780.000.000.910.00440.00-0.890.000.001.000.00450.002.980.000.00-2.840.00460.002.870.000.00-2.760.00470.00-1.860.000.002.000.00480.00-1.970.000.002.080.00490.071.200.070.00-1.06-0.07500.071.000.070.00-0.89-0.0751-0.071.20-0.070.00-1.060.0752-

43、0.071.00-0.070.00-0.890.0753-0.071.27-0.070.00-1.130.0754-0.071.06-0.070.00-0.940.0755-0.070.60-0.070.00-0.470.0756-0.070.50-0.070.00-0.390.07強度計算最大應(yīng)力對應(yīng)組合號：41,M=0.00,N=4.06,M=0.00,N=-3.93強度計算最大應(yīng)力（N/mm*mm）=3.71強度計算最大應(yīng)力比=0.017平面內(nèi)穩(wěn)定計算最大應(yīng)力（N/mm*mm）=3.70平面內(nèi)穩(wěn)定計算最大應(yīng)力比=0.017平面外穩(wěn)定計算最大應(yīng)力（N/mm*mm）=3.64平面外穩(wěn)定計算最

44、大應(yīng)力比=0.017腹板容許高厚比計算對應(yīng)組合號：49,M=0.07,N=1.20,M=0.00,N=-1.06GB50017 腹板容許高厚比H0/TW=40.00GB50011 腹板容許高厚比H0/TW=38.00翼緣容許寬厚比B/T=38.00強度計算最大應(yīng)力f=215.00平面內(nèi)穩(wěn)定計算最大應(yīng)力f=215.00平面外穩(wěn)定計算最大應(yīng)力f=215.00腹板高厚比 H0/TW=13.00H0/TW=38.00翼緣寬厚比 B/T=23.00B/T=38.00壓桿，平面內(nèi)長細比入=30.w入尸 180壓桿，平面外長細比入=27.W入尸 180構(gòu)件重量（Kg）=9.55鋼柱 4截面類型=15;布置角

45、度=0;計算長度：Lx=0.73,Ly=1.00;長細比：入 x=30.0,入 y=27.3構(gòu)件長度=1.00;計算長度系數(shù)：Ux=0.73Uy=1.00抗震等級：三級截面參數(shù)：B=100,H=60,T1=4,T2=4軸壓截面分類：X 軸:c 類,Y 軸:c 類構(gòu)件鋼號：Q235驗算規(guī)范：普鋼規(guī)范 GB50017-2003柱下端柱上端組合號MNVMN10.003.230.000.00-3.100.0020.003.120.000.00-3.000.0030.00-1.840.000.001.980.0040.00-1.960.000.002.070.0050.001.800.000.00-1.

46、660.0060.001.680.000.00-1.570.0070.001.560.000.00-1.400.0080.001.800.000.00-1.660.0090.001.680.000.00-1.570.00100.001.560.000.00-1.400.00110.002.090.000.00-1.950.00120.001.970.000.00-1.860.00130.001.760.000.00-1.600.00140.000.410.000.00-0.270.00150.000.290.000.00-0.180.00160.000.580.000.00-0.430.001

47、70.003.320.000.00-3.190.00180.003.210.000.00-3.090.00190.000.280.000.00-0.140.00200.000.160.000.00-0.050.00210.003.320.000.00-3.190.00220.003.210.000.00-3.090.00230.000.280.000.00-0.140.00240.000.160.000.00-0.050.00250.003.610.000.00-3.480.00260.003.500.000.00-3.380.00270.000.570.000.00-0.430.00280.

48、000.450.000.00-0.340.00290.001.930.000.00-1.790.00300.001.810.000.00-1.700.00310.00-1.120.000.001.250.00320.00-1.230.000.001.350.00330.004.010.000.00-3.870.00340.003.890.000.00-3.780.00350.00-1.070.000.001.210.00360.00-1.190.000.001.300.00370.004.010.000.00-3.870.00380.003.890.000.00-3.780.00390.00-

49、1.070.000.001.210.00400.00-1.190.000.001.300.00410.004.210.000.00-4.070.00420.004.090.000.00-3.980.00430.00-0.870.000.001.000.00440.00-0.980.000.001.100.00450.003.030.000.00-2.890.00460.002.920.000.00-2.800.000.000.00-0.07-0.070.070.070.070.070.070.07470.00480.00490.07500.0751-0.0752-0.0753-0.0754-0

50、.0755-0.0756-0.07強度計算最大應(yīng)力對應(yīng)組合號：-2.05-2.161.170.971.170.971.291.080.570.4841,M-0.000.000.070.07-0.07-0.07-0.07-0.07-0.07-0.070.00,N-0.002.180.002.280.00-1.030.00-0.860.00-1.030.00-0.860.00-1.160.00-0.960.00-0.430.00-0.364.21,M-0.00,N=-0.00,N=4.07強度計算最大應(yīng)力（N/mm*mm）-3.85強度計算最大應(yīng)力比-0.018平面內(nèi)穩(wěn)定計算最大應(yīng)力（N/mm*m

51、m）-3.84平面內(nèi)穩(wěn)定計算最大應(yīng)力比-0.018平面外穩(wěn)定計算最大應(yīng)力（N/mm*mm）-3.77平面外穩(wěn)定計算最大應(yīng)力比-0.018腹板容許高厚比計算對應(yīng)組合號：49,M=0.07,N=-1.03GB50017 腹板容許高厚比H0/TW=40.00GB50011 腹板容許高厚比H0/TW=38.00翼緣容許寬厚比B/T=38.00強度計算最大應(yīng)力f-215.00平面內(nèi)穩(wěn)定計算最大應(yīng)力f-215.00平面外穩(wěn)定計算最大應(yīng)力f-215.00腹板高厚比 H0/TW-13.00H0/TW-38.00翼緣寬厚比 B/T-23.00B/T-38.001.17,M-壓桿，平面內(nèi)長細比入=30.w入尸 1

52、80壓桿，平面外長細比入=27.W入尸 180構(gòu)件重量(Kg)=9.55鋼柱 5截面類型=15;布置角度=0;計算長度：Lx=0.73,Ly=1.00;長細比：入 x=30.0,入 y=27.3構(gòu)件長度=1.00；計算長度系數(shù)：Ux=0.73Uy=1.00抗震等級：三級截面參數(shù)：B=100,H=60,T1=4,T2=4軸壓截面分類：X 軸:c 類,Y 軸:c 類構(gòu)件鋼號：Q235驗算規(guī)范：普鋼規(guī)范 GB50017-2003柱下端柱上端組合號MNVMV10.003.090.000.00-2.950.0020.002.980.000.00-2.860.0030.00-1.750.000.001.8

53、90.0040.00-1.860.000.001.980.0050.001.740.000.00-1.600.0060.001.630.000.00-1.510.0070.001.500.000.00-1.350.0080.001.740.000.00-1.600.0090.001.630.000.00-1.510.00100.001.500.000.00-1.350.00110.002.060.000.00-1.920.00120.001.950.000.00-1.840.00130.001.730.000.00-1.570.00140.000.350.000.00-0.210.00150.

54、000.240.000.00-0.120.00160.000.530.000.00-0.370.00170.003.190.000.00-3.050.00180.003.080.000.00-2.960.00190.000.290.000.00-0.150.00200.000.180.000.00-0.060.00210.003.190.000.00-3.050.00220.003.080.000.00-2.960.00230.000.290.000.00-0.150.00240.000.180.000.00-0.060.00250.003.510.000.00-3.380.00260.003

55、.400.000.00-3.290.00270.000.610.000.00-0.470.00280.000.500.000.00-0.380.00290.001.800.000.00-1.660.00300.001.690.000.00-1.570.00310.00-1.100.000.001.240.00320.00-1.220.000.001.330.00330.003.840.000.00-3.700.00340.003.730.000.00-3.610.00350.00-1.000.000.001.140.00360.00-1.110.000.001.230.00370.003.84

56、0.000.00-3.700.00380.003.730.000.00-3.610.00390.00-1.000.000.001.140.00400.00-1.110.000.001.230.00410.004.060.000.00-3.930.00420.003.950.000.00-3.840.00430.00-0.780.000.000.910.00440.00-0.890.000.001.000.00450.002.860.000.00-2.730.00460.002.750.000.00-2.640.00470.00-1.980.000.002.110.00480.00-2.090.

57、000.002.200.00490.071.130.070.00-0.99-0.07500.070.940.070.00-0.83-0.0751-0.071.13-0.070.00-0.990.0752-0.070.94-0.070.00-0.830.0753-0.071.27-0.070.00-1.130.0754-0.071.06-0.070.00-0.940.0755-0.070.53-0.070.00-0.390.0756-0.070.44-0.070.00-0.330.07強度計算最大應(yīng)力對應(yīng)組合號：41,M=0.00,N=4.06,M=0.00,N=-3.93強度計算最大應(yīng)力（N/

58、mm*mm）=3.71強度計算最大應(yīng)力比=0.017平面內(nèi)穩(wěn)定計算最大應(yīng)力（N/mm*mm）=3.70平面內(nèi)穩(wěn)定計算最大應(yīng)力比=0.017平面外穩(wěn)定計算最大應(yīng)力（N/mm*mm）=3.64平面外穩(wěn)定計算最大應(yīng)力比=0.017腹板容許高厚比計算對應(yīng)組合號：49,M=0.07,N=1.13,M=0.00,N=-0.99GB50017腹板容許高厚比GB50011腹板容許高厚比翼緣容許寬厚比B/T=H0/TW-H0/TW-38.0040.0038.00強度計算最大應(yīng)力f-215.00平面內(nèi)穩(wěn)定計算最大應(yīng)力f-215.00 平面外穩(wěn)定計算最大應(yīng)力f-215.00 腹板高厚比H0/TW-13.00H0/T

59、W-38.00翼緣寬厚比 B/T=23.00B/T=38.00壓桿，平面內(nèi)長細比入=30.w入尸 180壓桿，平面外長細比入=27.W入尸 180構(gòu)件重量（Kg）=9.55鋼柱 6截面類型=15;布置角度=0;計算長度：Lx=0.73,Ly=1.00;長細比：入 x=30.0,入 y=27.3構(gòu)件長度=1.00;計算長度系數(shù)：Ux=0.73Uy=1.00抗震等級：三級截面參數(shù)：B=100,H=60,T1=4,T2=4軸壓截面分類：X 軸:c 類,Y 軸:c 類構(gòu)件鋼號：Q235驗算規(guī)范：普鋼規(guī)范 GB50017-2003柱下端柱上端組合號MNVMN10.003.520.000.00-3.390.0020.003.400.000.00-3.290.0030.00-2.030.000.002.160.0040.00-2.150.000.002.270.0050.002.090.000.00-1.950.0060.001.970.000.00-1.850.0070.001.780.