ANSYS橋梁建模與恒載內(nèi)力計算說明書

ANSYS橋梁建模與恒載內(nèi)力計算說明書一設(shè)計資料設(shè)計荷載：汽車荷載公路I級；人群荷載3.5KN/m2。主橋上部結(jié)構(gòu)采用下承式栓焊鋼桁架，平行弦三角形體系。主桁橫向中心距9（10）米，車行道凈寬8（9）米。鋼材為16MnQ345。桿件截面為板件焊成的H形，桿件間通過節(jié)點(diǎn)板用高強(qiáng)螺栓連接。橋面板厚12cm，橋面鋪裝層厚8cm。二設(shè)計步驟2.1上部構(gòu)造布置及尺寸初步擬定桿件斷面尺寸與幾何特性izziyyizziyyizziyyizziyy23440mm20.32451*1090.96526*10919856mm20.25962*1090.80418*10"917936mm20.17073*10"90.70951*10911776mm20.21398*1080.43453*109國Preferences曰PreprocessorElement國Preferences曰PreprocessorElementTypeSRealConstantsMaterialProps日SectionsESectionLibrary日BeamCommonSection將橋梁結(jié)構(gòu)劃分成若干個單元組成的離散結(jié)構(gòu)體系；各桁架桿件采用beam4剛結(jié)梁單元建模。具體步驟如下：1、根據(jù)所擬定的尺寸建立橋梁結(jié)構(gòu)模型；2、確定作用在結(jié)構(gòu)單元節(jié)點(diǎn)上的荷載；3、確定結(jié)構(gòu)邊界上的約束，包括力邊界條件和位移邊界條件；4、求解。國Custom國CustomSections田TaperSectionsEPlotSection囪SectControl回NLGeneralizedEShellEPretensionEJointsEReinforcingEPipeEAxis閔ListSections園DeleteSectionSModeling田Meshing□CheckingCtrlsSNumberingCtrlsf+lArchiveMnd^l2.2.1分析桿件截面特性對各個桁架桿件的截面特性進(jìn)行分析并輸入數(shù)據(jù)。參考資料定出橋梁各桿件的截面幾何尺寸，在ANSYS中使用命令路徑：Preprocessor/sections/Beam/CommonSections并輸入幾何數(shù)值，可得出各個不同截面的截面特性。本訓(xùn)練可以簡化每種類型桿件統(tǒng)一用一種截面尺寸也可。2.2.2定義截面類型在ANSYS中，是使用r命令來對截面類型進(jìn)行定義的，其命令格式為：r,1,a,izz,iyy,z,y,theta,istrn,ixx,shearz,sheary,spin,addmas其中：l一截面類型編號，從1，2，ID1NameSub-TypeLidOffsetToCentroidOffset-Y0Offset-Z0■了+W3枷h—i/I/l-HW1460W2460W3460tl16t216t312IBeamTool0直至n個不同截面；a—截面面積；izz,iyy—截面慣性矩；z,y—z、y方向上的厚度。對于設(shè)計中的橋梁，以第一種截面類型舉例：r,1,30592,500000000,1230000000,460,500,,,,0.531e7,,,,不需要使用的格式可以缺省，但是要以逗號隔開。命令流編輯如下：/units,si/title,biyesheji/prep7!*定義元素類型及材料特性et,1,beam4et,2,mass21,,,2mp,ex,1,2.1e5!定義元素類型!定義集中質(zhì)量矩陣!彈性模量mp,dens,1,7.85e-6!密度mp,nuxy,1,0.3!泊松比i,1,25120,0.32460e9,0.98996e9,460,460,,rmore,,0.31314e7,,,,FineI,2,28672,0?38948e9,0?11436e10,46Ormore,,0.49367e7,I,3,23440,0?32451e9,0?96526e9,460；460,,rmore,,0.27578e7J!*!*type,1!*r,1,面積,izz,iyy,z軸方向厚度,y軸方向厚度,theta!*rmore,istrn,ixx,shearz,sheary,spin,addmas460,,,,,ApplyPreview,,,，4，198醐5962呻腺綁460,,,,0?15469e7urmorer,5,17936,0.17073e9,0.70951e9,400,460,,rmore,,0.13806e7,,,,r,6,11776,0.21398e8,0.43453e9,200,480,,rmore,,0.83288e6,,,,r,7,23840,0.10936e9,0.36066e10,320,960,,rmore,,0.22939e7,,,,2.2.3定義節(jié)點(diǎn)ANSYS對節(jié)點(diǎn)定義的命令格式為：N,NODE,X,Y,X,THXY,THYZ,THZX其中：NODE:節(jié)點(diǎn)編號。當(dāng)指定的節(jié)點(diǎn)編號與圖形中已有的編號相同時，該命令將更新該節(jié)點(diǎn)編號的位置，默認(rèn)節(jié)點(diǎn)號為當(dāng)前最大節(jié)點(diǎn)編號加1；X，Y，Z：節(jié)點(diǎn)在激活坐標(biāo)系中的坐標(biāo)值；THXY，THYZ，THZX:分別繞Z軸，X軸和Y軸的旋轉(zhuǎn)角度，其正向由右手法則確定。在激活坐標(biāo)系中生成一個節(jié)點(diǎn)、節(jié)點(diǎn)坐標(biāo)系與直角坐標(biāo)系平行。在此值得一提的是在定義節(jié)點(diǎn)的時候，可以根據(jù)節(jié)點(diǎn)在X、Y、Z方向上的增量的規(guī)律，使用節(jié)點(diǎn)的復(fù)制命令NGEN。其命令格式為：NGEN，ITIME，ING，NODE1，NODE2,NINC，DX，DY，DZ，SPACE其中：ITIME、INC一分別為節(jié)點(diǎn)復(fù)制的總次數(shù)，節(jié)點(diǎn)編號的增量，ITIME32；NODE1、NODE2、NINC—指定將要復(fù)制節(jié)點(diǎn)的范圍，按增量NINC從NODE1到NODE2；DX、DY、DZ一節(jié)點(diǎn)坐標(biāo)值的偏移量，位于激活坐標(biāo)系下；SPACE一間隔比率，為最后一個間距大小與第一個間距大小之比。命令流編輯如下：!*開始輸入節(jié)點(diǎn)n,1,0,0,0n,17,128000,0,0fill,1,17ngen,2,17,1,17,1,0,0,10000n,35,8000,11000,0n,49,120000,11000,0fill,35,49ngen,2,15,35,49,1,0,0,10000n,65,0,0,2000n,81,128000,0,2000fill,65,81ngen,4,17,65,81,1,0,0,2000n,133,1600,0,2000n,148,121600,0,2000fill,133,148ngen,4,16,133,148,1,1600,0,2000n,197,6400,0,2000n,212,126400,0,2000fill,197,212ngen,4,16,197,212,1,-1600,02000n,261,4000,0,5000n,276,124000,0,5000fill,261,276n,277,12000,11000,5000n,290,116000,11000,5000fill,277,2902.2.4定義單元ANSYS電算的分析是以單元為基礎(chǔ)的，兩個節(jié)點(diǎn)的連接組成單元。在ANSYS中，是使用E命令來對單元進(jìn)行定義的，E命令主要是通過節(jié)點(diǎn)相連生成一個單元。其命令格式為：E，I，J，K，L，M，N，O,P其中：I：指向第一個節(jié)點(diǎn)的編號；J、K、L、M、N、O、P：指向第二到八個節(jié)點(diǎn)編號。由于單元的建立是為了進(jìn)行對結(jié)構(gòu)的受力分析，因此在對單元定義這前先要對該單元的截面類型進(jìn)行說明。在本次設(shè)計中，以1號單元的定義為例，其命令為：E，1，2即以1、2兩個編號的節(jié)點(diǎn)為單元的兩端，一次建立一個單元。當(dāng)組成單元的兩端的節(jié)點(diǎn)的X、Y、Z方向上的坐標(biāo)增量是有規(guī)律可循的，并且這些單元的實型是相一致的，那么就可以使用單元的復(fù)制命令ENEG。當(dāng)單元建立完成后，使用ANSYS命令路徑：Plot/Elements可以在ANSYS是圖形框中看到整座橋的立體模型，這時，可以點(diǎn)擊ANSYS界面上右上角的三向旋轉(zhuǎn)圖標(biāo)，從各個方向來觀察模型，同時也可以檢查在單元的建立中是否出錯。建模完成，共有節(jié)點(diǎn)1557個，單元3486個。命令流編輯如下：!*開始連接節(jié)點(diǎn)建立元素real,1!下弦e,1,2egen,16,1,-1e,18,19egen,16,1,-1real,2!上弦e,35,36egen,14,1,-1e,50,51egen,14,1,-1real,3!斜桿e,1,35egen,8,2,-1e,3,35egen,8,2,-1e,18,50egen,8,2,-1e,20,50egen,8,2,-1real,4!上、下平縱梁e,35,277egen,14,1,-1e,36,277egen,14,1,-1e,50,277egen,14,1,-1e,51,277egen,14,1,-1e,1,133egen,16,1,-1e,133,149egen,16,1,-1e,149,261egen,16,1,-1e,261,165egen,16,1,-1

e,165,181egen,16,1,-1e,181,19egen,16,1,-1e,2,197egen,16,1,-1e,197,213egen,16,1,-1e,213,261egen,16,1,-1e,261,165egen,16,1,-1e,165,245egen,16,1,-1e,245,18egen,16,1,-1!豎桿!縱梁real,5e,2,35egen,15,1,-1e,19,50egen,15,1,-1real,6e,65,133egen,16,1,-1e,133,197egen,16,1,-1e,197,66egen,16,1,-1e,82,149egen,16,1,-1e,149,213egen,16,1,-1e,213,83egen,16,1,-1e,99,229egen,16,1,-1e,229,165egen,16,1,-1e,165,100egen,16,1,-1e,116,245

!橫梁egen,16,1,-1e,245,181egen,16,1,-1e,181,117egen,16,1,-1real,7e,35,50egen,15,1,-1e,1,65egen,17,1,-1e,65,82egen,17,1,-1e,82,99egen,17,1,-1e,99,116egen,17,1,-1e,116,18egen,17,1,-1三ANSYS計算恒載內(nèi)力!豎桿!縱梁!橫梁使用ANSYS命令中的D命令可以實現(xiàn)在節(jié)點(diǎn)上施加DOF約束。D命令的命令格式為：D,NODE，LAB，VALUE，VALUE2,NEND，NINC，LAB2,LAB3,LAB4,LAB5,LAB6其中：LAB：有效的DOF標(biāo)簽，如果為ALL，則為所有適宜的標(biāo)簽名，在本次設(shè)計中使用到的主要為位移結(jié)構(gòu)標(biāo)簽UX，UY，UZ；VALUE:定義DOF的值；VALUE2:第二個自由度值；NEND，NINC：對按增量NINC（默認(rèn)值為1）從NODE到NEND（默認(rèn)值為NODE）的節(jié)點(diǎn)指定同樣的約束值；LAB2，LAB3，LAB4，LAB5，LAB6：附制的DOF標(biāo)簽，對這些標(biāo)簽，同樣的值施加到關(guān)鍵點(diǎn)上。命令使用時須注意自由試用節(jié)點(diǎn)坐標(biāo)系定義，結(jié)構(gòu)轉(zhuǎn)角和平移的的正方向與節(jié)點(diǎn)坐標(biāo)軸的正向相同。按照橋梁的約束要求支座處的橫載面按簡支梁的約束情況來加。如在節(jié)點(diǎn)編號為29的節(jié)點(diǎn)上施加三向約束，節(jié)點(diǎn)編號為1、15、43、57節(jié)點(diǎn)上加Y及Z方向上的約束，而在節(jié)點(diǎn)編號為58、72、86、100、114的節(jié)點(diǎn)上僅施加Y方向上的約束。其命令為：d,1,uy,0d,1,uz,0d,15,uy,0d,15,uz,0d,29,ux,0d,29,uy,0d,29,uz,0d,43,uy,0d,43,uz,0d,57,uy,0d,57,uz,0d,58,uy,0d,72,uy,0d,86,ux,0d,86,uy,0d,100,uy,0d,114,uy,0然后進(jìn)行加速度的定義，其命令為：acel,0,9.8,0命令含義為在豎直方向，即Y方向上的加速度為9.8,定義了加速度后，桿件自重ANSYS就自動計算在內(nèi)了。命令流編輯如下：!加約束d,1,ux,0d,1,uy,0d,1,uz,0d,17,ux,0d,17,uy,0d,17,uz,0d,18,uy,0d,18,uz,0d,34,uy,0d,34,uz,0acel,0,9.8,03.2計算橋面板橋面鋪裝的重量在分析桁架受力時，將所有的荷載都施加在節(jié)點(diǎn)上。行車道板及橋面系鋪裝把面力轉(zhuǎn)化為集中力轉(zhuǎn)化為集中力作用在橋面系的節(jié)點(diǎn)上即可得到。使用ANSYS命令中的D命令可以實現(xiàn)在節(jié)點(diǎn)上施加DOF約束。D命令的命令格式為：ANSYS中有不同的方法施加負(fù)載以達(dá)到分析的需要。負(fù)載可分為邊界條件（boundarycondition）和實際外力（externalforce）兩大類，以特性而言，負(fù)載可分為六大類：DOF約束、力（集中載荷）、表面載荷、體積載荷、慣性力有耦合場載荷。使用ANSYS命令中的F命令可以實現(xiàn)在節(jié)點(diǎn)上施加節(jié)點(diǎn)力。F命令的命令格式為：F,NODE,Lab,VALUE,VALUE2,NEND,NINC即：F,NODE（節(jié)點(diǎn)起點(diǎn)），Lab（約束方向），VALUE（力的大?。琕ALUE2（力的補(bǔ)充大?。?，NEND（節(jié)點(diǎn)終點(diǎn)標(biāo)號），NINC（標(biāo)號步距）。加載節(jié)點(diǎn)力，如下：f,10000,fy,-5527.2,,,f,10038,fy,-5527.2,,,f,20000,fy,-5527.2,,,f,20038,fy,-5527.2,,,f,10001,fy,-11054.4,,10037,1命令流編輯如下：!加荷載f,1,fy,-25480,,18,17f,17,fy,-25480,,34,17f,65,fy,-65840,,116,51f,81,fy,-65840,,132,51f,82,fy,-80720,,99,17f,98,fy,-80720,,115,1f,2,fy,-50960,,16,1f,19,fy,-50960,,16,1f,66,fy,-131680,,80,1f,117,fy,-131680,,131,1f,83,fy,-161440,,89,1f,100,fy,-161440,,106,1f,91,fy,-161440,,97,1f,108,fy,-161440,,114,1f,90,fy,-341440,,107,173.3求解添加支座約束和加載節(jié)點(diǎn)力后，進(jìn)入求解過程。求解命令為:/solu

Solve命令流編輯如下：!求解/soluSolve3.4成果提取和整理3.4.1顯示結(jié)構(gòu)變形命令流編輯如下：/postlpldisp,0plnsol,u,yplnsol,u,xplnsol,u,zprnsol,u,yprnsol,u,xANSYSSEPANSYSSEP10201118:09:23iNODALSOLUTIONSTEP=1SUB=1IIME=1UZ(SVG)RSYS=0DMK=566.814SMX=168.6023.4.2單元分組命令流編輯如下：!單元分組*dim,group_NM,char,8group_NM(1)=，xxg，group_NM(2)='sxg'group_NM(3)='xg'group_NM(4)='sg'group_NM(5)='hl'group_NM(6)='zl'group_NM(7)='spzl'group_NM(8)='xpzl'!esel,s,elem,,1,16,1esel,a,elem,,17,32,1cm,group_NM(1),elemesel,s,elem,,33,46,1esel,a,elem,,47,60,1cm,group_NM(2),elemesel,s,elem,,61,68,1esel,a,elem,,69,76,1esel,a,elem,,77,84,1esel,a,elem,,85,92,1cm,group_NM(3),elemesel,s,elem,,341,355,1esel,a,elem,,356,370,1cm,group_NM(4),elemesel,s,elem,,563,577,1esel,a,elem,,578,662,1cm,group_NM(5),elemesel,s,elem,,371,562,1cm,group_NM(6),elemesel,s,elem,,93,148,1cm,group_NM(7),elemesel,s,elem,,149,340,1cm,group_NM(8),elem3.4.3數(shù)據(jù)提取(1)求解完成后，我們要把全橋各桿件的內(nèi)力數(shù)據(jù)提取出來，先將全橋分為7個組群，分別是下弦桿、上弦桿、豎桿、斜桿、主橫梁、縱梁、人行道。

(2)數(shù)據(jù)的提?。涸诜纸M完成后，可按組將各組數(shù)據(jù)分別將各組數(shù)據(jù)顯示出來，生成文本文檔。命令流編輯如下：!數(shù)據(jù)提取/postlcmsel,s,sxgETABLE,uy,U,Y!SDIR軸向應(yīng)力!SBYT梁內(nèi)單元+Y面上的彎曲應(yīng)力!SBZT梁內(nèi)單元!SDIR軸向應(yīng)力!SBYT梁內(nèi)單元+Y面上的彎曲應(yīng)力!SBZT梁內(nèi)單元+Z面上的彎曲應(yīng)力!MFORX單元坐標(biāo)系中X方向的力!MMOMY單元坐標(biāo)系中Y方向的彎矩!MMOMZ單元坐標(biāo)系中Z方向的彎矩!SMAX最大應(yīng)力（正應(yīng)力+彎曲應(yīng)力）PRETAB,UY,yl,yyl,zzl,xl,myl,mzl,xmax/post1cmsel,s,xxg!SDIR軸向應(yīng)力!SBYT梁內(nèi)單元+Y面上的彎曲應(yīng)力!SBZT梁內(nèi)單元+Z面上的彎曲應(yīng)力!MFORX單元坐標(biāo)系中X方向的力!MMOMY單元坐標(biāo)系中Y方向的彎矩!MMOMZ單元坐標(biāo)系中Z方向的彎矩!SMAX最大應(yīng)力（正應(yīng)力+彎曲應(yīng)力）ETABLE,uy!SDIR軸向應(yīng)力!SBYT梁內(nèi)單元+Y面上的彎曲應(yīng)力!SBZT梁內(nèi)單元+Z面上的彎曲應(yīng)力!MFORX單元坐標(biāo)系中X方向的力!MMOMY單元坐標(biāo)系中Y方向的彎矩!MMOMZ單元坐標(biāo)系中Z方向的彎矩!SMAX最大應(yīng)力（正應(yīng)力+彎曲應(yīng)力）!SDIR軸向應(yīng)力!SBYT梁內(nèi)單元+Y面上的彎曲應(yīng)力!SBZT梁內(nèi)單元+Z面上的彎曲應(yīng)力!MFORX單元坐標(biāo)系中X方向的力!MMOMY單元坐標(biāo)系中Y方向的彎矩!MMOMZ單元坐標(biāo)系中Z方向的彎矩!SMAX最大應(yīng)力（正應(yīng)力+彎曲應(yīng)力）PRETAB,UY,yl,yyl,zzl,xl,myl,mzl,xmax/post1cmsel,s,sgETABLE,uy,U,Y

ETABLE,YL,LS,1ETABLE,YYL,LS,2ETABLE,ZZL,LS,4ETABLE,XL,SMISC,1ETABLE,MYL,SMISC,5ETABLE,MZL,SMISC,6ETABLE,XMAX,NMISC,1PRETAB,UY,yl,yyl,zzl,xl,myl,/post1cmsel,s,hlETABLE,uy,U,YETABLE,YL,LS,1ETABLE,YYL,LS,2ETABLE,ZZL,LS,4ETABLE,XL,SMISC,1ETABLE,MYL,SMISC,5ETABLE,MZL,SMISC,6ETABLE,XMAX,NMISC,1PRETAB,UY,yl,yyl,zzl,xl,myl,/post1cmsel,s,zlETABLE,uy,U,YETABLE,YL,LS,1ETABLE,YYL,LS,2ETABLE,ZZL,LS,4ETABLE,XL,SMISC,1ETABLE,MYL,SMISC,5ETABLE,MZL,SMISC,6ETABLE,XMAX,NMISC,1PRETAB,UY,yl,yyl,zzl,xl,myl,/post1cmsel,s,spzlETABLE,uy,U,YETABLE,YL,LS,1ETABLE,YYL,LS,2ETABLE,ZZL,LS,4ETABLE,XL,SMISC,1ETABLE,MYL,SMISC,5ETABLE,MZL,SMISC,6!SDIR軸向應(yīng)力!SBYT梁內(nèi)單元+Y面上的彎曲應(yīng)力!SBZT梁內(nèi)單元+Z面上的彎曲應(yīng)力!MFORX單元坐標(biāo)系中X方向的力!MMOMY單元坐標(biāo)系中Y方向的彎矩!MMOMZ單元坐標(biāo)系中Z方向的彎矩!SMAX最大應(yīng)力（正應(yīng)力+彎曲應(yīng)力）mzl,xmax!SDIR軸向應(yīng)力!SBYT梁內(nèi)單元+Y面上的彎曲應(yīng)力!SBZT梁內(nèi)單元+Z面上的彎曲應(yīng)力!MFORX單元坐標(biāo)系中X方向的力!MMOMY單元坐標(biāo)系中Y方向的彎矩!MMOMZ單元坐標(biāo)系中Z方向的彎矩!SMAX最大應(yīng)力（正應(yīng)力+彎曲應(yīng)力）mzl,xmax!SDIR軸向應(yīng)力!SBYT梁內(nèi)單元+Y面上的彎曲應(yīng)力!SBZT梁內(nèi)單元+Z面上的彎曲應(yīng)力!MFORX單元坐標(biāo)系中X方向的力!MMOMY單元坐標(biāo)系中Y方向的彎矩!MMOMZ單元坐標(biāo)系中Z方向的彎矩!SMAX最大應(yīng)力（正應(yīng)力+彎曲應(yīng)力）mzl,xmax!SDIR軸向應(yīng)力!SBYT梁內(nèi)單元+Y面上的彎曲應(yīng)力!SBZT梁內(nèi)單元+Z面上的彎曲應(yīng)力!MFORX單元坐標(biāo)系中X方向的力!MMOMY單元坐標(biāo)系中Y方向的彎矩!MMOMZ單元坐標(biāo)系中Z方向的彎矩!SMAX最大應(yīng)力（正應(yīng)力+彎曲應(yīng)力）mzl,xmax!SDIR軸向應(yīng)力!SBYT梁內(nèi)單元+Y面上的彎曲應(yīng)力!SBZT梁內(nèi)單元+Z面上的彎曲應(yīng)力!MFORX單元坐標(biāo)系中X方向的力!MMOMY單元坐標(biāo)系中Y方向的彎矩!MMOMZ單元坐標(biāo)系中Z方向的彎矩!SMAX最大應(yīng)力（正應(yīng)力+彎曲應(yīng)力）!SDIR軸向應(yīng)力!SBYT梁內(nèi)單元+Y面上的彎曲應(yīng)力!SBZT梁內(nèi)單元+Z面上的彎曲應(yīng)力!MFORX單元坐標(biāo)系中X方向的力!MMOMY單元坐標(biāo)系中Y方向的彎矩!MMOMZ單元坐標(biāo)系中Z方向的彎矩!SMAX最大應(yīng)力（正應(yīng)力+彎曲應(yīng)力）表1.下弦桿數(shù)據(jù)提?。ú糠郑㏒TATMIXEDMIXEDMIXEDMIXEDMIXEDMIXEDMIXEDMIXEDELEMUYYLYYLZZLXLMYLMZLXMAX1-37.292-128.76-0.1503419.230-0.32345E+€70.82771E+080.21218E+06-109.382-113.49-134.2711.261-7.8530-0.33728E+O7-0.33801E+O8-0.15893E+08-115.153-186.88-4.4862-3.9642-20.957-0.11269E+€6-0.90200E+080.55948E+0720.4354-254.00-24.6684.7792-12.369-0.61967E+O6-0.53239E+O8-0.67449E+07-7.51995-311.3061.756-14.240-15.1770.15513E+07-0.65324E+080.20096E+0891.1736-356.7448.9060.40364-6.46690.12285E+07-0.27835E+O8-0.56965E+0655.7777-388.1494.167-26.871-6.46530.23655E+07-0.27828E+080.37924E+08127.508-404.3889.666-13.6350.834090.22524E+070.35901E+070.19244E+08104.149-404.3089.297-29.6163.15990.22431E+070.13601E+080.41797E+08122.0710-387.9793.580-2.85838.63160.23507E+070.37152E+080.40339E+07105.0712-311.0960.899-8.475516.5390.15298E+070.71188E+080.11961E+0885.914MINIMUMVALUESELEM2515113115311816VALUE-456.81-134.95-34.130-23.529-0.33899E+07-0.10127E+09-0.38644E+08-127.07MAXIMUMVALUESELEM1626181926191121VALUE-37.243218.8527.38230.1150.54974E+070.12962E+€90.48168E+08235.72表2.上弦桿數(shù)據(jù)提?。ú糠郑㏒TATCURRENTCURRENTCURRENTCURRENTCURRENTCURRENTCURRENTCURRENTELEMUYYLYYLZZLXLMYLMZLXMAX33-112.97-164.0742.0045.4110-0.47042E+070.26904E+08-0.71129E+08-116.6534-186.33-170.19-5.93131.0348-0.48796E+070.51454E+070.10044E+08-163.2235-253.47-292.1330.0564.3130-0.83759E+070.21445E+08-0.50896E+08-257.76

36-310.75-297.36-14.0621.1449-0.85258E+070.56927E+070.23812E+08-282.1537-356.20-373.4623.8883.8008-0.10708E+080.18898E+08-0.40451E+08-345.7738-387.57-376.24-20.2381.9553-0.10788E+080.97219E+070.34271E+08-354.0539-403.82-404.2119.5174.7241-0.11589E+080.23489E+08-0.33051E+08-379.9740-403.75-404.15-26.9220.51912-0.11588E+080.25811E+070.45589E+08-376.7141-387.42-376.0712.0250.73143-0.10783E+080.36368E+07-0.20364E+08-363.3142-356.01-373.24-26.6580.98145-0.10702E+080.48799E+070.45143E+08-345.6043-310.54-297.318.88030.66917-0.85245E+070.33272E+07-0.15038E+08-287.7644-253.27-292.02-24.254-0.65642E-01-0.83727E+07-0.32638E+060.41071E+08-267.70MINIMUMVALUESELEM5439404639463339VALUE-456.35-404.21-26.922-1.9502-0.11589E+08-0.96967E+07-0.71129E+08-379.97MAXIMUMVALUESELEM4647333347334033VALUE-112.86-138.7142.0045.4110-0.39771E+070.26904E+080.45589E+08-116.65表3.斜桿數(shù)據(jù)表格提?。ú糠郑㏒TATMIXEDMIXEDMIXEDMIXEDMIXEDMIXEDMIXEDMIXEDELEMUYYLYYLZZLXLMYLMZLXMAX61-36.735-198.810.000065.641-0.46602E+O70.27521E+090.21037E+08-133.1762-186.29-152.430.000053.149-0.35730E+O70.22283E+090.18629E+08-99.28363-310.70-100.500.000056.960-0.23558E+O70.23881E+090.18595E+08-43.54464-387.52-46.7560.000057.658-0.10960E+O70.24174E+090.16022E+0810.90265-403.6917.2350.000091.1340.40398E+060.38209E+090.13986E+08108.3766-355.9571.5000.000063.2370.16760E+070.26513E+090.68538E+07134.7467-253.21124.920.000059.2740.29281E+070.24851E+09-0.20648E+07184.1968-112.82175.140.000047.4590.41053E+070.19898E+09-0.10892E+08222.6069-112.94175.170.000047.1600.41060E+070.19772E+090.22027E+08222.3370-253.42125.040.000059.3210.29310E+070.24871E+090.12871E+08184.3671-356.1471.6680.000063.3360.16799E+070.26554E+090.33858E+07135.0072-403.7616.7200.000090.8480.39192E+060.38089E+09-0.26855E+07107.57MINIMUMVALUESELEM8161619261929276VALUE-456.30-198.810.0000-119.66-0.46602E+07-0.50169E+09-0.52601E+08-147.38MAXIMUMVALUESELEM7669616569657768VALUE-36.693175.170.000091.1340.41060E+070.38209E+090.50531E+08222.60表格4.豎桿數(shù)據(jù)提?。ú糠郑㏒TATMIXEDMIXEDMIXEDMIXEDMIXEDMIXEDMIXEDMIXEDELEMUYYLYYLZZLXLMYLMZLXMAX341-74.02720.832-49.701107.660.37365E+060.38192E+090.36893E+08178.19342-152.44-1.7016-40.63569.837-30520.0.24775E+090.30164E+08108.77

343-220.7721.909-40.776141.100.39296E+060.50055E+090.30268E+08203.78344-286.70-2.4487-28.38385.408-43920.0.30299E+090.21069E+08111.34345-335.3522.492-27.963154.630.40343E+060.54857E+090.20757E+08205.09346-377.60-2.6072-16.45091.751-46762.0.32549E+090.12211E+08105.59347-398.1223.432-21.025168.820.42028E+060.59888E+090.15607E+08213.27348-410.08-2.6403-5.4963127.46-47356.0.45216E+090.40799E+07130.31349-397.9722.6324.6618164.040.40593E+060.58193E+09-0.34604E+07191.33350-377.42-2.60986.392291.730-46810.0.32542E+09-0.47449E+0795.512351-335.1422.47315.601154.440.40308E+060.54790E+09-0.11581E+08192.52352-286.50-2.460317.84385.272-44128.0.30251E+09-0.13245E+08100.65MINIMUMVALUESELEM363357341356357356370361VALUE-461.27-3.6961-49.701-175.89-66293.-0.62398E+09-0.29225E+0879.485MAXIMUVALUESELEM355347370347347347341370VALUE-73.93623.43239.371168.820.42028E+060.59888E+090.36893E+08233.04表5.橫梁數(shù)據(jù)提?。ú糠郑㏒TATMIXEDMIXEDMIXEDMIXEDMIXEDMIXEDMIXEDMIXEDELEMUYYLYYLZZLXLMYLMZLXMAX563-84.39521.245-125.022.96690.50648E+060.66877E+080.28485E+08149.24564-168.4442.94138.639-0.302100.10237E+07-0.68096E+O7-0.88033E+O781.882565-241.7955.580136.521.28080.13250E+070.28870E+08-0.31104E+O8193.38566-309.5374.222152.89-0.90462E-010.17695E+07-0.20391E+O7-0.34833E+O8227.20567-360.4680.584234.120.695660.19211E+070.15681E+08-0.53340E+O8315.40568-402.7193.379196.48-0.69820E-010.22262E+07-0.15738E+O7-0.44766E+O8289.93569-424.3893.367276.060.610550.22259E+070.13763E+08-0.62896E+O8370.04570-435.73100.05225.61-0.79240E-020.23851E+07-0.17862E+O6-0.51401E+O8325.66571-424.3893.371274.39-0.601200.22260E+07-0.13552E+08-0.62516E+O8368.36572-402.7193.379197.600.61802E-010.22262E+070.13931E+07-0.45020E+O8291.04573-360.4680.592236.35-0.684940.19213E+07-0.15439E+08-0.53849E+O8317.63574-309.5374.221154.470.80757E-010.17694E+070.18204E+07-0.35194E+O8228.77575-241.7955.610138.92-1.29000.13258E+07-0.29078E+08-0.31651E+O8195.82MINIMUVALUESELEM620638637611638611586602VALUE-543.14-42.711-1920.7-19.562-0.10182E+07-0.44096E+09-0.50373E+09-26.789MAXIMUMVALUESELEM662570586595570595637586VALUE-14.249100.052210.920.3380.23851E+070.45844E+090.43759E+092181.1

表^縱梁數(shù)據(jù)提?。ú糠諷TATMIXEDMIXEDMIXEDMIXEMIXEDMIXEDMIXEDMIXEDELEMUYYLYYLZZLXLMYLMZLXMAX71-41.106-35.781-6.5914-17.251-0.42136E+06-0.74961E+080.58768E+06-11.939372-121.86-45.352-782.81-9.2410-0.53406E+06-0.40155E+080.69794E+08746.70373-194.59-1.6915-715.49-3.0191-19919.-0.13119E+080.63792E+08716.82374-268.6224.151-795.64-6.38070.28440E+06-0.27726E+080.70938E+08826.17375-326.9162.698-723.58-4.42840.73833E+06-0.19243E+080.64513E+08790.71376-381.2381.104-801.41-7.46780.95508E+06-0.32450E+080.71453E+08889.99377-415.18102.33-727.28-7.23550.12050E+07-0.31440E+080.64843E+08836.85378-444.52109.51-770.38-9.19420.12896E+07-0.39952E+080.68686E+08889.09379-457.42110.31-1307.7-9.86910.12990E+07-0.42884E+080.11659E+091427.8380-438.65105.72-798.23-10.7180.12450E+07-0.46574E+080.71169E+08914.67381-408.8186.435-727.62-12.6310.10179E+07-0.54885E+080.64873E+08826.68382-371.5870.349-802.21-12.0980.82843E+06-0.52568E+080.71524E+08884.66MINIMUMVALUESELEM475401379553401553458371VALUE-530.22-56.524-1307.7-25.775-0.66563E+06-0.11200E+09-0.87737E+08-11.939MAXIMUMVALUESELEM515522458454522454379379VALUE-33.584206.15984.0624.8890.24276E+070.10815E+090.11659E+091427.8表7.上平縱梁數(shù)據(jù)提取（部分）STATMIXEDMIXEDMIXEDMIXEDMIXEDMIXEDMIXEDMIXEDELEMUYYLYYLZZLXLMYLMZLXMAX93-96.930-37.288-10.958-12.983-0.74040E+06-0.45394E+080.12369E+08-13.34894-176.82-27.9281.2324-22.591-0.55454E+06-0.78988E+08-0.13911E+07-4.104695-245.72-60.48155.965-31.180-0.12009E+07-0.10902E+09-0.63172E+0826.66496-309.05-54.09528.793-38.335-0.10741E+07-0.13404E+09-0.32502E+0813.03497-356.13-75.04381.568-43.216-0.14900E+07-0.15110E+09-0.92073E+0849.74198-393.43-72.11835.430-48.128-0.14320E+07-0.16828E+09-0.39993E+0811.44099-410.89-80.94089.323-47.169-0.16072E+07-