道桥工程中英文对照外文翻译文献.docx

道桥工程中英文对照外文翻译文献.docx

《道桥工程中英文对照外文翻译文献.docx》由会员分享，可在线阅读，更多相关《道桥工程中英文对照外文翻译文献.docx（30页珍藏版）》请在冰豆网上搜索。

道桥工程中英文对照外文翻译文献

中英文对照外文翻译文献

（文档含英文原文和中文翻译）

英文：

1.1Approachforanalyzingtheultimatestrengthofconcretefilledsteeltubulararchbridgeswithstiffeninggirder

Abstract:

Aconvenientapproachisproposedforanalyzingtheultimateloadcarryingcapacityofconcretefilledsteeltubular（CFST）archbridgewithstiffeninggirders.AfibermodelbeamelementisspeciallyusedtosimulatethestiffeninggirderandCFSTarchrib.Thegeometricnonlinearity,materialnonlinearity。

influenceoftheconstructionprocessandthecontributionofprestressingreinforcementarealltakenintoconsideration.Theaccuracyofthismethodisvalidatedbycomparingitsresultswithexperimentalresults.Finally,theultimatestrengthofanabnormalCFSTarchbridgewithstiffeninggirdersisinvestigatedandtheeffectofconstructionmethodisdiscussed.Itisconcludedthattheconstructionprocesshaslittleeffectontheultimatestrengthofthebridge.

Keywords:

Ultimatestrength,Concretefilledsteeltubular（CFST）archbridge,Stiffeninggirder,Fibermodelbeamelement,

Constructionprocess

doi:

10.1631/jzus.2007.A0682

NTRODUCTION

Withtheincreasingapplicationsofconcretefilledsteeltubular（CFST）structuresincivilengi-neeringinChina,archbridgeshavebecomeoneofthecompetitivestylesinmoderatespanorlongspanbridges.TakingtheFuxingBridgeinHangzhou

（Zhaoetal.,2004）,andWushanBridgeinChongqing（Zhangetal.,2003）,China,asrepresentatives,thestructuralconfiguration,thespanandconstructionscaleofsuchbridgeshavesurpassedthoseofexistingCFSTarchbridgesintheworld.Therefore,itisofgreatimportancetoenhancethetheoreticallevelinthedesignofCFSTarchbridgesforsafetyandeconomy.

hecalculationofultimatebearingcapacityisasignificantissueindesignofCFSTarchbridges.Asanarchstructureisprimarilysubjectedtocompres-siveforces,theultimatestrengthofCFSTarchbridgeisdeterminedbythestabilityrequirement.Anumberoftheoreticalstudieswereconductedinthepasttoinvestigatethestabilityandload-carryingcapacityofCFSTarchbridges.Zengetal.（2003）studiedtheloadcapacityofCFSTarchbridgeusingacompositebeamelement,involvinggeometricandmaterialnonlin-earity.Zhangetal.（2006）derivedatangentstiffnessmatrixforspatialCFSTpoleelementtoconsiderthegeometricandmaterialnonlinearitiesunderlarge

displacementbyco-rotationalcoordinatemethod.Xieetal.（2005）proposedanumericalmethodtodeterminetheultimatestrengthofCFSTarchbridgesandrevealedthattheeffectoftheconstitutiverelationofconfinedconcreteisnotsignificant.Huetal.（2006）

investigatedtheeffectofPoisson’sratioofcoreconcreteontheultimatebearingcapacityofalongspanCFSTarchbridgeandfoundthatthebearingcapacityisenhancedby10%ifthePoisson’sratioisvariable.

Ontheotherhand,manyexperimentalstudiesontheultimatestrengthofnakedCFSTarchriborCFSTarchbridgemodelhadbeenconducted.ExperimentalstudiesonCFSTarchribunderin-planeand

out-of-planeloadswerecarriedoutbyChenandChen2000）andChenetalmetricalnonlinearitywassignificantfortheout-of-planestrengthandlesssignificantforthein-planestrength.Cuietal.（2004）introducedaglobalmodeltestofaCFSTarchbridgewithspanof308m,andsuggestedthattheinfluenceofinitialstress

shouldbeconsidered.

TheabovepapersmainlyfocusedontheultimatestrengthofCFSTnakedarchribsorCFSTarchbridgeswithfloatingdeck.NoattemptwasmadetostudytheultimatestrengthofCFSTarchbridgeswithstiffeninggirderswhosenonlinearbehaviorandCFSTarchshouldbesimulatedduetotheredistributionofinnerforcesbetweenarchribsandstiffening

girders.Ingeneral,stiffeninggirderscanbeclassifiedintosteelgirder,PC（prestressingconcrete）girderandteel-concretecombinationgirder.ItismostdifficulttosimulatethenonlinearbehaviorofPCgirder,duetotheinfluenceofprestressingreinforcement.Incontrasttosteelorsteel-concretecombinationbeam,theprestressingreinforcementsinPCgirdersnotonlyofferstrengthandstiffnessdirectly,buttheirtensiongreatlyaffectsthestiffnessanddistributionoftheinitialforcesinthestructure.Theaimsofthispaperare

（1）topresentanelas-tic-plasticanalysisoftheultimatestrengthofCFSTarchbridgewitharbitrarystiffeninggirders;

（2）tostudytheultimateload-carryingcapacityofacomplicatedCFSTarchbridgewithabnormalarchribsandPCstiffeninggirders;and（3）toinvestigatetheeffectofconstructionmethodsontheultimatestrengthofthestructure.

ANALYTICALTHEORY

Elasto-plasticlargedeformationofPCgirderelementTheelasto-plasiclargedeformationanalysisofPCbeamelementsisbasedonthefollowingfundamentalassumptions:

（1）Aplanesectionoriginallynormaltotheneutralaxisalwaysremainsaplaneandnormaltotheneutralaxisduringdeformation;

（2）Thesheardeformationduetoshearstressis

neglected;

（3）TheSaint-Venanttorsionalprincipleholdsin

（4）Theeffectofshearstressonthestress-strainrelationshipisignored.Thecross-sectionofaPCboxgirderwithonesymmetricaxisisdepictedinFig.1,where,Gandsdenotethegeometrycenterandtheshearcenterre-spectively.Accordingtothefirstandthethirdas-sumptionslistedabove,thedisplacementincrements

ofpointA（x,y）inthesectioncanbeexpressedintermsofthedisplacementincrementsatthegeometrycenterandtheshearcenteras

whereKtoristhecoefficientfactorwhichisrelatedtothegeometryshapeofthegirdercross-section.

Similarto3Delasticbeamtheory,thedisplacementincrementofthegirdercanbeexpressedintermsofthenodaldisplacementincrementsas

inwhichLdenotestheelementlength,andzistheaxialcoordinateofthelocalcoordinatesystemofanelement.Then,thedisplacementvectorofanysectionoftheelementcanbewrittenas

where∆uisthedisplacementvectorofanysectionofthebeamelement,Nistheshapefunctionmatrixand∆ueisthedisplacementvectoroftheelementnode.Theyarerespectivelyexpressedas

AccordingtoEq.

（2）,thelinearstraincanbeex-pressedas

inwhichBListhelinearstrainmatrixoftheelement

Correspondingly,thenonlinearstrainmaybeexpressedas

whereBNListhenonlinearstrainmatrixoftheele-

ment

Thestressincrement∆σcanbeapproximated

usingthelinearstrainincrementas

whereDisthematerialpropertymatrix.Neglectingtheinfluenceoftheshearstrain,Dcanbeexpressed

whereE（ε）isthetangentmodulusofthematerialwhichisdependentonthestrainstate,andGistheelasticshearingmodulusregardedasaconstant.Accordingtotheprincipleofvirtualwork,wehaveinwhichσand∆σarethestressvectorandstressincrementofthecurrentstate,qandParethedis-tributedloadandconcentratedloadvector,∆qand∆P

aretheincrementsofdistributedloadandconcen-tratedload,δ∆uandδ∆εarethevirtualdisplacementandvirtualstrain,andVisthevolumeoftheelement.SubstituteEqs.（9）,（11）and（14）intoEq.（16）andignoretheinfinitesimalvariable∆σ∆εN,wehave

where∆Feistheincrementofelementloadvectorcorrespondingto∆ue,theelementdisplacementvec-tor.KepandKσaretheelasto-plasticandgeometricstiffnessmatrixesofthebeamelementrespectivelyasfollows

Thedistributionofelasticandplasticzonesisnon-uniformintheelement,andvariesduringde-formation.ItisverydifficulttopresentanexplicitexpressionofthepropertymatrixDforthewholesection.Hence,thesectionisdividedintomanysubareas,asshowninFig.2,andthefibermodelis

adoptedtocalculatetheelement’sstiffnessmatrix,i.e.Obviously,ifthenumberofsubareasissuffi-cientlylarge,theresultofEq.（19）willapproachtheexactsolution.ThevalueofKepiscalculatedusingnumericalintegration,withDibeingregardedasi.TocomputethegeometricstiffnessmatrixKσ,thenormalstressshouldbeexpressedintermsofaxialforceandbendingmoment,whichactuallyhasverylittlecontributiontothegeometricstiffness,sowhereNistheaxialforce,andAisthesectionalarea.

PrestressingreinforcementelementThereinforcedbarsparalleltothebeamaxismayberegardedasfibers,whosecontributionstothe

stiffnesscouldbereadilyaccountedforinEq.（19）.Thecontributionstothestiffnessfromthosenotpar-alleltothebeamandtheprestressingreinforcement（PR）,willhoweverbecalculatedinthefollowingsection.Thedisplacementincrementoftwoendsofthe

prestressingreinforcementinFig.3canbeexpressedbyEq.（21）:

nwhichkepandkσarerespectivelytheelasto-plasticandthegeometricstiffnessmatrixes,∆δisthenodaldisplacementvector,and∆fisthenodalforcevectoroftheprestressingreinforcementelementinthelocalcoordinatesystem.AccordingtoFig.4,∆δand∆f

canbewrittenintheformThenthestiffnessmatrixep（k+k）

σoftherein-accordingly.CFSTarchrib,steelgirderorsteel-concretegirderelementThefibermodelmentionedabovecanalsobeusedtosimulatetheCFSTarchrib,steelstiffening

girderorsteel-concretecompositestiffeninggirder,withsimilarelasto-plasticstiffnessmatrixandstiff-nessequation.Thedetaileddescriptionofthedeductioncanbefoundin（Xieetal.,2005）.However,fortheCFSTarchrib,thestress-strainrelationofstructureisverycomplexduetothecom-binedinfluenceoftheconfinedconcreteandoutersteeltube.Inthispaper,thefollowingstress-strainrelationconsideringtheconfinementeffectofthesteeltubering（Han,2000）isadopted:

whereσytandσycaretheyi