基于有限元分析的單梁橋式起重機優(yōu)化設(shè)計中英文翻譯、外文文獻翻譯、外文翻譯

BasedOnTheFiniteElementAnalysisOfSingleGirderCraneOptimizationDesignSummaryUseANSYS9.0analysissinglegirdercranesteelstructureofthemechanicalcharacteristics,andcombininganalysisresultsluopracticalexperienceputsforwardcorrespondingstructureoptimizationscheme,thecorrectnessandrationalityverified,andoptimaldesignforthesimilarproductreference.Keyword:bridgecranes;Steelstructure;Optimizationdesign;FEMItisusedwidelyinmachinemanufacture,metallurgy,steel,wharfbridgecranewithChinaaccountsforabout40%ofthecrane.Theoriginalcranedesignmethodformoretraditionaldesignmethods,designtheefficiencyislow,thedesigncranesafetyfactorisbig,consumemorethanrawmaterial,structureisnotrational.Tobeonthesteelstructureoptimizationdesign.Usuallytheoptimizationdesignisusingmathematicalprogrammingmethod,mechanicalengineeringdesignproblemswillbetransformedbycorrespondenceandtargetconstraintconditionsdescriptionlimitoptimizationproblem.Themethodforsolvingtheproblemoftheoptimizationofthetypicalcangetbetteroptimizationresults,butforengineeringpracticeoftenappearmultipletargets,theconstraintconditionsoptimizationproblemthereisdifficulttoestablishmathematicalmodelandcalculationcomplex,difficulttoapplication.Inviewofthis,thispaperusingfiniteelementanalysissoftwareforpossiblestructuredesignschemeofrapidvirtualtest,andthroughtheanalysisoftheresultsofthetestsofvirtualFEM,andmakesthecorrespondingstructureoptimization.WithLXtypesinglegirdercraneLordLiangGangstructureasanexample,theuseofANSYSsimulationintheworstconditionofthestressdistributionanddeformationcondition,theauthorputsforwardtheoptimalschemeandtest.1.TheLXtype5telectricsuspensionsinglegirdercranesteelstructurecharacteristicsLXtype5telectricsuspensionsinglegirdercranegirderandtwobythebeam,theelectrichoist,duringoperationmechanism,andelectricequipmentandothermajorparts.WheelgrouphangsupsidedownintheworkshoptheHofrailoperation.ThecentralbeamI32agirderbypaperboxbeamandwelded;BothendsofI32arangebythecantileverandchannelsteel[28awelded;thetworootchannelsteelbeamby[18andweldedsteelboxgirder,throughthebeamtwolugrealizationandtheconnectionofthegirders,asshowninfigure1.2.Finiteelementmodelingandanalysismethod2.1unitsoftheselectionandgridpartitionLXtype5telectricsuspensionsinglegirdercranesteelintherange,channelsteelboxgirderandthemaindimensionsareofitsthickness10timesabove,theselectedshellelement(shall63)inthebridgecranesfiniteelementanalysis[1].Inaddition,chooseshellelementmodeloptimizationformodification.2.2determinedthebadworkingenvironmentTherelatedtheoryshowsthat:thesmallcarinthemidspanandbrake,cartrailconnectionandbrakeways;Thecarislocatedinlimitpositionofthecantileverbeamandbrake,cartrailconnectionandwaysfortheworstdeflectionhappenedin2working[2].Theformerusedtodeterminethelargestcomprehensivestressacrossthemaingirderandmaximumdeflection;Thelatterareusedtodeterminethemainsupportsectionattheendofthemaximumshearstress.2.3sureloadingprojectandconstraintmodeTheabovetwokindsofconditionandtheLordLiangGangstructurecharacteristicscanbesureloadingprojectasisshownintable1.Mainarmsoutstretchedissimplysupportedbeammodel,theverticalandhorizontalload,shouldpinendprotectionX,Y,Zdirectionofmovement,theotherendconstraintfulcrumXandYdirectionsofdisplacement.3.BeforeoptimizationstructureanalysisTheabove2byusingANSYSworkconditionsafterloadingsolution,theresult(seefigure2,figure3.Figure2fortheoperationconditionofthemaingirdercomprehensivestressdistributionunderacloud.Examinethestressdistributioninthecloud,itisknownthatthemainDiaoZhuangKonglugaroundregionalstressvalueishigher,andinDiaoZhuangKongfaceappearedbiggestcomprehensivestress171.778MPa.Centralmainstressonly48.851~93.7MPa.BoxbeamendsrightAngleandacuteAngletransitionweldseamsstressfor117.127~140.548MPa.Figure3forthedeflectionofthemaingirder,theverticaldirectionmaximumdisplacement20.766mm,horizontaldirectionthemaximaldisplacementof7.398mm,themaximaldisplacementoccurredincentralmaingirder.4structureoptimizationscheme4.1thebasisfortheproposedschemeTheaboveanalysisresultshowsthatthesinglegirdercranestrengthandstiffnessreserveenough,thisisbecausethedesignmethodofsafetywithbias,thecalculationoftheselectionthebiggercoefficient.Consideringthemainbearingpartistherange,innofulldiscussionofthecircumstanceschangemodelsmallerhungrymustexistrangeuncertainty.So,thisisamainsteelbeamfromtheboxbeam,withapreliminarydiscussionoptimizationboxbeamofsteelplategirderthicknessofstrengthandrigidityinfluence.4.2theimplementationoftheprogrammeBoxgirderbeamsintofluctuationtwoparts,upsidedownintotheu-shapedbox,for6mmofthicknessisweldedsteelplate;ThelowerintothebodyandtheVhorizontalclapboardandstrengthenthefloors,thicknessof5mm.Nowaboxbeamsteelplatethicknessdecreases1mm,observetheanalysisresultswhethermeettheintensityandrigidityrequirements.Becauseofthispaperhavetheshellfiniteelementmodelunit(shell63)toanalyzetheboxgirderssoonlyneedtomodifythecorrespondingboardthickrealconstantsolutionagain,canconvenientinvestigationafteroptimizationofmechanicalpropertiesofmaingirder.4.3theoptimizationresultsanalysisFigure4foroptimizationofmaingirderaftercomprehensivestressdistributionmapdisplaystheshow,thelargestcomprehensivestressfor17.958MPa,accordwiththerequiredstrength,thelargestcomprehensivestressoccursinthemainDiaoZhuangKonglugaroundminingface.Evaluatethecomprehensivestressdistribution,exceptthemainDiaoZhuangKonglugaroundthestressofstressconcentrationinthenumericalrelativelyhigh,middlegirderstressfor58.989~117.974MPa.BoxbeamendsrightAngleandacuteAngletransitionweldseamsstressfor154.296~180.011MPa,considercommonlyafterweldingofsteelplatesshouldbeburnish,weldseamsroundintransition,andfiniteelementanalysismodelforthisroundthesimplified,causelocalstressconcentration,wherethestressvaluethantheactualvalueshouldbehigh[3].Figure5fortheoptimizationofmaingirderafterdeformation,theverticaldirectionthemaximaldisplacementof23.095mm,horizontaldirectionthemaximaldisplacementof8.770mm,accordwiththerigidityrequirement,themaximaldisplacementoccurredincentralmaingirder.Maingirderstructureoptimizationandcontrasttable2.Throughtheaboveisknown,optimizethethicknessofthesteelplatehandledboxgirderbeams,maingirderstrength,stiffnesshasnotreducedsignificantly,andmeetthejobrequirements;Thebiggeststressoccurslocationisalsonochange,mainweightwasreducedby8.572%.BettertoachievethepurposeoftheLordLiangGangstructureoptimization.Inaddition,fromtheabovefiniteelementanalysisresultsindicatedthatthecomprehensivestressandgirdershearstressvaluehigherpartsofDiaoZhuangKonglugareanearbyboxbeamendsandsteelweldingplace,althoughtheresultsshowthatstrengthmeetthejobrequirements,buttomakethestrengthentreatmentcaneffectivelyimprovethelifeandsecurity.Shouldbeusedtoimproveweldingprocessorweldingreinforcingplateshallbereinforcedtheway.5epilogueCombiningwiththedesignpersonneldesignexperienceandfiniteelementanalysisfunction,throughthequickwayofvirtualtestfortheoptimizationofthestructuredesignisrelative.Andtheoptimizationofthestructureofthetraditionaldesignmethod,thecomparison,thismethodhaveisnotmathematicalprogrammingconceptofoptimalsolution,butitseasytoimplement.Inaddition,thispaperexamplehasbeenputintoproduction,andtheresultforthesimilarbridgecranesteelstructureoptimizationdesignprovidethebeneficialreference.Reference:[1]wasclimbing.Thefiniteelementanalysisandapplication[M].Beijing:tsinghuauniversitypress,2004.[2]XuGeNing.Liftingtransportmetalstructuredesign[M].Beijing:mechanicalengineeringpress,1995.[3]YuLanFeng,ZhouZhiAo.Railwaycraneturntablefiniteelementanalysis[J].Journalofcomputationalmechanics,2003,16(5):627-630.基于有限元分析的單梁橋式起重機優(yōu)化設(shè)計摘要利用ANSYS9.0分析單梁橋式起重機鋼結(jié)構(gòu)的力學(xué)特性，并結(jié)合分析結(jié)果咯實際經(jīng)驗提出了相應(yīng)的結(jié)構(gòu)優(yōu)化方案，其正確性和合理性得到驗證，并為同類產(chǎn)品優(yōu)化設(shè)計提供有益參考。關(guān)鍵字：橋式起重機；鋼結(jié)構(gòu)；優(yōu)化設(shè)計；FEM目前廣泛應(yīng)用于機械制作、冶金、鋼鐵、碼頭的橋式起重機占具我國起重機的40%左右。原有起重機設(shè)計方法多為傳統(tǒng)的設(shè)計方法，設(shè)計效率低下，設(shè)計起重機安全系數(shù)大、消耗原料多、結(jié)構(gòu)不盡合理。亟待對其鋼結(jié)構(gòu)進行優(yōu)化設(shè)計。通常的優(yōu)化設(shè)計是利用數(shù)學(xué)規(guī)劃的方法，將機械工程的設(shè)計問題轉(zhuǎn)化為由目標(biāo)函授與約束條件描述額度最優(yōu)化問題。該方法對于解決較典型的優(yōu)化問題可以得到較好的優(yōu)化結(jié)果，但對于工程實際中經(jīng)常出現(xiàn)的多目標(biāo)、多約束條件優(yōu)化問題則存在著數(shù)學(xué)模型難以建立及計算復(fù)雜，難于推廣應(yīng)用等問題。鑒于此，本文利用有限元分析軟件對可能的結(jié)構(gòu)設(shè)計方案快速進行虛擬試驗，并通過分析FEM虛擬試驗的結(jié)果，作相應(yīng)的結(jié)構(gòu)優(yōu)化。以LX型單梁橋式起重機主梁鋼結(jié)構(gòu)為例，利用ANSYS模擬其在最惡劣工況下的應(yīng)力分布和變形情況，提出并檢驗了優(yōu)化方案。LX型5t電動懸掛單梁橋式起重機鋼結(jié)構(gòu)特點LX型5t電動懸掛單梁橋式起重機由主梁和兩條端梁、電動葫蘆、大車運行機構(gòu)、電氣設(shè)備等主要部件組成。車輪組倒掛在車間的H型軌下運行。主梁中部由工字梁I32a和箱型梁焊接而成；兩端懸臂部分則由工字鋼I32a與槽鋼[28a焊接而成；端梁由兩根槽鋼[18與鋼板焊接而成，主梁通過箱型梁兩側(cè)的吊耳實現(xiàn)與端梁的連接，如圖1所示。有限元建模和分析方案2.1單元的選擇與網(wǎng)格劃分LX型5t電動懸掛單梁橋式起重機鋼結(jié)構(gòu)中的工字鋼、槽鋼和箱型梁的主尺寸均為其厚度的10倍以上，故選定殼單元（shall63）對該橋式起重機進行有限元分析[1]。此外，選用殼單元便于模型的優(yōu)化修改。2.2確定最惡劣工況相關(guān)理論表明：小車位于跨中并制動，大車行徑軌道接頭并制動；小車位于懸臂梁極限位置并制動，大車行徑軌道接頭并發(fā)生偏斜為最惡劣的2中工況[2]。前者用于確定主梁跨中最大綜合應(yīng)力和最大撓度；后者用于確定主梁端部支撐截面上的最大剪應(yīng)力。2.3確定加載方案和約束模式按以上2種工況和主梁鋼結(jié)構(gòu)特點可確定加載方案如表1所示。主梁為簡支伸臂梁模型，受垂直和水平方向載荷作用，應(yīng)約束一端支點X,Y,Z方向的位移，約束另一端支點X,Y方向的位移。優(yōu)化前結(jié)構(gòu)分析利用ANSYS按以上2中工況加載求解后，其結(jié)果見圖2、圖3。圖2為主梁的工況1下綜合應(yīng)力分布云圖?？疾煸搼?yīng)力分布云圖可知，主梁吊耳吊裝孔附近區(qū)域應(yīng)力值較高，并在吊裝孔工作面出現(xiàn)了最大綜合應(yīng)力171.778MPa。主梁中部應(yīng)力只有48.851~93.7MPa。箱型梁兩端直角和銳角過渡焊縫處應(yīng)力為117.127~140.548MPa。圖3為主梁的變形情況，垂直方向最大位移20.766mm，水平方向最大位移為7.398mm，最大位移發(fā)生在主梁中部。四．結(jié)構(gòu)優(yōu)化方案4.1方案提出的依據(jù)由以上分析結(jié)果可知：該單梁橋式起重機強度和剛度儲備充足，這是因為采用偏安全的設(shè)計方法，計算時選取了較大的系數(shù)。考慮到主梁的承載部分為工字鋼，在沒有充分論證的情況下改換型號較小餓工字鋼存在一定得不確定性。所以，本為從主鋼梁的箱型梁入手，初步探討優(yōu)化箱型梁鋼板厚度對主梁強度和剛