东莞水道特大桥设计Design of super large bridge of Dongguan waterway.docx

东莞水道特大桥设计Design of super large bridge of Dongguan waterway.docx

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东莞水道特大桥设计DesignofsuperlargebridgeofDongguanwaterway

东莞水道特大桥设计（DesignofsuperlargebridgeofDongguanwaterway）

Inviewofthecomplicatedhydrologicalconditionsatthebridgesite,theDongguanWaterConservancySurveyandDesignInstituteputsforwardtherequirements.Ifthepierissetupinthewater,thepiersshouldbearrangedalongthedirectionoftheflow,thatistosay,themainbridgeshouldbemadeintoaskewbridge.Aftercomparingmanyschemes,finallyusingthree50+280+50mCFSTTiedArchbridge.Thistypeofbridgeisnotonlybeautifulinappearance,magnificentandmodern,butalsonovelinconceptionandreasonableinstructure.AtthesametimealsocanmeetthenavigationrequirementsofDongguanwaterway,avoidthebridgedeepwaterfoundation,reducethemaingirderofthebuildingheight,therebyreducingthelengthofthebridgeapproach,soitisabetterbridgebridgethecityontheroad.Thegenerallayoutofthebridgeisshowninfigure1.

Fig.1generallayoutdrawing

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DesignofsuperlargebridgeofDongguanwaterway（Continued）

Threesupportedrigidframetiedarchthrustandtobalancewithtwosemicantileverarch,alsoknownasselfbalancedarch,selfbalancetype,orthebirdsflyingswallowtype.Thebiggestcharacteristicofconcretesteeltubulararchofthebirdsistogivefullplaytotheperformanceofthematerial,withhighcompressivestrengthofconcretefilledsteeltubeasthearchrib,withhighstrengthsteelwiretensileabilityastherodthroughthesidearchribweight,constructionloadinggraduallytensioninprestressedcabletiedwithhorizontalthrusttobalancearchthefinalformof[1]archbridgearchsupportonlyasmallhorizontalthrust.Thishasgreatlyreducedduetothehugeimbalanceinthecostbasisofarchthrustincreased,sothatthearchbeambridgeasthefoundationbecomeslikelight,providesanewbridgefortheriverandadversegeologicalareas,constructionoflargespanarchbridge.Flyingbirdtypeconcretefilledsteeltubearchbridgeisadoptedbycitybridgebecauseofitsbeautifulappearance.Accordingtothenaturalconditionofbridgesite,thebird'sarchCFSTarchbridgewithspanof280misadoptedinthesuperlargebridgeofthewaterway.Themainbridge,suchasDapengwing,hasmagnificentmomentumandbeautifulshape,anditwillbecomeabiglandscapeandlandmarkbuildinginDongguan.

Themaindesignpointsof4mainstructure

Themainarchspanis271.5m,andthevectorheightis54.3m.Theratioofrisetospanis1/5,andthearchaxiscoefficientis1.5.Cambervalueofvaultin0.45m.

Themainspanarchribadoptstheconcrete-filledsteeltubespacetrussstructure,andtheintercostalspaceisbetween19.5m.ThemainholeofGongleicross-section,thearchheightis5.5m,thewidthis2.5m,theupperandlowerchordpipeofQ345csteelpipeconcretearchfoot100016mm,thefirstsectionofpipewallthicknessincreasedto100018mm.Q345csteelplatewithtransversethicknessbetweenchordandtubeis12mmthick.50microexpansionconcreteisfilledinchordandbattenplate.Theemptysteeltubewith50012mmQ345cabdominaltube.Thearchribfromthearchtoarchaboveabout2mconcrete-filledsteeltubularstructure,theconcretefilledwiththewholesection.Themainarchribstructureisshowninfigure2.

Aparallelwindbracingisarrangedatthevaultbetweenthearchribs,and12Kshapedwindsupportsarearrangedonbothsidesofthevault.

Thebalancearchofthearchismainlyarch,thearchribisahalfspan50marchstructure,andthereinforcedconcretesolidsectionisadopted.Thesectionsizeoftheendbeamis4.0m3.19M（GaoKuan）,andtheotherpositionis4.0m2.5m（GaoKuan）.Theendofthearchisanchoredwithastrongprestressedsteelwiretiebar,andthesidespanisabeamstructurewithexternallyprestressedcables.

Thereare49pairsof98hangersineachhalfbridge.Betweenthemainarchintercostalbeamandthedoubleboombeam,thecenterdistancebetweenthesuspensionpointsis7.5m,thedoublesuspenderstructure;therestofthesuspensioncenterspacingis5m,whichisthesinglesuspenderstructure.Eachboomis917mmgalvanizedhighstrengthandlowrelaxationprestressedsteelwire.ThestandardstrengthRybofsteelwireis1670MPa,andthesuspenderisPEdoublelayerprotection,

Adjustablecoldcastingpierheadanchorisusedforupperandlowerends.

Eacharchribtieismadeof16bundle31j15.24steelstrand.ThestandardstrengthofsteelstrandisRyb=1860MPa.PEprotection.Thesteelbundleofthetiebarisarrangedbetweentheinnerandoutersidesofthearchribandthemiddleofthearchrib,andbothendsareanchoredontheendbeamofthesidearch,andthereplaceablespecialanchorisadopted.

Thedecksystemconsistsofbeams,stiffeningstringersandcarriagewayplates.Thelongitudinalbeamisrectangularcrosssectionandisfixedonthecrossbeam.

Thebeamandcolumnbeamforprestressedconcreteboxsectionbeam,acomponent,length26.1m,width0.8m,height1.622~1.722m;mainarchribbeamforthesteelstructure,theboxsectionbeam,length26.1m,width1.2m,height1.5m.Thereinforcedconcretestructureofthearchribandtheendbeamis40reinforcedconcretestructure.

Thedeckinsidearchendspanusingsolidreinforcedconcreteplate;therestwerereinforcedconcreteplates,platesofhigh0.35~0.45m.

Therearpouringlayerofthebridgeispouredwith10cmthick40steelfiberconcrete,andthesteelmeshisinstalledinside.Thebridgedeckpavementis5cmSMAmodifiedasphalt.

Themainarchcapforsolidreinforcedconcretestructure,abutmentisseparatedfromthesolidreinforcedconcretestructure,themiddleisconnectedbyatiebeam.Themainpierfoundationis241.8mboredpiles,thelengthofthepileis17.0~22.9m,whichistherocksocketedpile.Thesidepieris1.8mdoublecolumnpier,becauseofthegeologicalconditionisdifferent,Z0pierfoundationis1.2mboredpile,andZ3pierfoundationis1.5mboredpile.

Fig.2archribstructure

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DesignofsuperlargebridgeofDongguanwaterway（Continued）

Calculationpointsof5mainstructure

5.1computationalmodel

ThestructureiscalculatedbyANSYSprogram.Inthecalculationmodel,theupperbridgeconsistsofarchribs（rib,reinforcedconcretearchribconcretefilledsteeltubearchside）,boom（single,doublesuspendersuspender）,column,beam,beam（mainbeam,archribsidearchbeam,beamcolumn,intercostalsuspenderbeam）,bridgedeck,repairRoadandsidewalkplateplatethelowerpartofthebridge;includingmainspanofabutmentandpilecapandpilefoundation;sidespanpier,abutmentandfoundation.Thecalculationmodelisthewholespacemodelofthebridgecomposedoftheupperandthelowerparts.Thecalculatedcellmodelisshowninfigure3.Thereare2866nodesinthespacemodel,including5836units.Thereare52kindsofunittypes.

Figure3theaxissideviewofthespacemodelisattached

5.2loadcombinationsandloadcases

Accordingto"highwaybridgeandculvertdesigncodeJTJ021-85"[2],theoperationstagemainlyconsiders3kindsofloadcombinations.

DesignloadI:

1.2（0.9）deadload+1.4（carload+crowdload）

DesignloadII:

1.2（0.9）constantload+1.4（carload+crowdload）+temperatureload

DesignloadIII:

1.2（0.9）constantload+1.1trailerload

Accordingtotheinternalforceinfluencelineofeachsection,themainsectionloadconditionofarchribis:

Workingcondition1:

archfootthrustmaximum

Workingcondition2:

maximumnegativemomentofarchfoot

Workingcondition3:

maximumbendingmomentofarchfoot

Themaximumnegativebendingmomentof4:

L/8section

Maximumpositivebendingmomentof5:

L/8section

Themaximumnegativebendingmomentof6:

L/4section

Maximumpositivebendingmomentof7:

L/4section

Workingcondition8:

themaximumbendingmomentofvault

Workingcondition9:

maximumnegativemomentofvault

5.3strengthanddeformationcheckingcomputations

Theinternalforcesundervariousconditionsbycalculatingtheinternalforcecombinationtocalculatethevariousloads,thedifferentchord"axialconcretedesignspecificationforconcretefilledsteeltubularstructuresCECS28:

90"[3]checkingcalculationofsteelpipesinglelimbcolumnbearingcapacity,canmeettherequirements.Forthesakeofspace,thispaperdoesnotintroducethespecificcalculationprocessandresults.

Themaximumdeflectionofbridgedeckunderdifferentconditionsiscalculatedtobe29.

07CMislessthantheallowabledeflectionof[2]specifiedin"bridgeregulation"L/800=35cm,therefore,thebridgestiffnessmeetsthedesignrequirements.

5.4overallstabilitychecking

Theoverallstabilityoftheoperationstageiscalculatedbyaclassofelasticstability.Undertheactionofdeadload,thefirstorderinstabilitymodeofthestructureisshowninFigure4,andthestabilitycoefficientis5.706.

Fig.4thestructuralinstabilitymodeundertheacti