東莞水道特大橋設(shè)計(jì)（Design of super large bridge of Dongguan waterway）

東莞水道特大橋設(shè)計(jì)〔DesignofsuperlargebridgeofDongguanwaterway〕Inviewofthecomplicatedhydrologicalconditionsatthebridgesite,theDongguanWaterConservancySurveyandDesignInstituteputsforwardtherequirements.Ifthepierissetupinthewater,thepiersshouldbearrangedalongthedirectionoftheflow,thatistosay,themainbridgeshouldbemadeintoaskewbridge.Aftercomparingmanyschemes,finallyusingthree50+280+50mCFSTTiedArchbridge.Thistypeofbridgeisnotonlybeautifulinappearance,magnificentandmodern,butalsonovelinconceptionandreasonableinstructure.AtthesametimealsocanmeetthenavigationrequirementsofDongguanwaterway,avoidthebridgedeepwaterfoundation,reducethemaingirderofthebuildingheight,therebyreducingthelengthofthebridgeapproach,soitisabetterbridgebridgethecityontheroad.Thegenerallayoutofthebridgeisshowninfigure1.Fig.1generallayoutdrawingAttachment:yourusergroupisunabletodownloadorviewattachmentsPosts4728essence8prestige850civilcurrency978onlinetime0hoursregistrationtime2004-11-8viewdetailedinformationTOPScfeifei518StupidcolonelPosts4728essence8prestige850civilcurrency978onlinetime0hoursregistrationtime2004-11-8sendshortmessagetofriend68#bigandsmallpublishedat2005-8-2510:12,onlyseetheauthorDesignofsuperlargebridgeofDongguanwaterway(Continued)Threesupportedrigidframetiedarchthrustandtobalancewithtwosemicantileverarch,alsoknownasselfbalancedarch,selfbalancetype,orthebirdsflyingswallowtype.Thebiggestcharacteristicofconcretesteeltubulararchofthebirdsistogivefullplaytotheperformanceofthematerial,withhighcompressivestrengthofconcretefilledsteeltubeasthearchrib,withhighstrengthsteelwiretensileabilityastherodthroughthesidearchribweight,constructionloadinggraduallytensioninprestressedcabletiedwithhorizontalthrusttobalancearchthefinalformof[1]archbridgearchsupportonlyasmallhorizontalthrust.Thishasgreatlyreducedduetothehugeimbalanceinthecostbasisofarchthrustincreased,sothatthearchbeambridgeasthefoundationbecomeslikelight,providesanewbridgefortheriverandadversegeologicalareas,constructionoflargespanarchbridge.Flyingbirdtypeconcretefilledsteeltubearchbridgeisadoptedbycitybridgebecauseofitsbeautifulappearance.Accordingtothenaturalconditionofbridgesite,thebird'sarchCFSTarchbridgewithspanof280misadoptedinthesuperlargebridgeofthewaterway.Themainbridge,suchasDapengwing,hasmagnificentmomentumandbeautifulshape,anditwillbecomeabiglandscapeandlandmarkbuildinginDongguan.Themaindesignpointsof4mainstructureThemainarchspanis271.5m,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.2archribstructurePosts4728essence8prestige850civilcurrency978onlinetime0hoursregistrationtime2004-11-8viewdetailedinformationTOPScfeifei518StupidcolonelPosts4728essence8prestige850civilcurrency978onlinetime0hoursregistrationtime2004-11-8sendshortmessagetofriend69#bigandsmallpublishedat2005-8-2510:14,onlyseetheauthorDesignofsuperlargebridgeofDongguanwaterway(Continued)Calculationpointsof5mainstructure5.1computationalmodelThestructureiscalculatedbyANSYSprogram.Inthecalculationmodel,theupperbridgeconsistsofarchribs(rib,reinforcedconcretearchribconcretefilledsteeltubearchside),boom(single,doublesuspendersuspender),column,beam,beam(mainbeam,archribsidearchbeam,beamcolumn,intercostalsuspenderbeam),bridgedeck,repairRoadandsidewalkplateplatethelowerpartofthebridge;includingmainspanofabutmentandpilecapandpilefoundation;sidespanpier,abutmentandfoundation.Thecalculationmodelisthewholespacemodelofthebridgecomposedoftheupperandthelowerparts.Thecalculatedcellmodelisshowninfigure3.Thereare2866nodesinthespacemodel,including5836units.Thereare52kindsofunittypes.Figure3theaxissideviewofthespacemodelisattached5.2loadcombinationsandloadcasesAccordingto"highwaybridgeandculvertdesigncodeJTJ021-85"[2],theoperationstagemainlyconsiders3kindsofloadcombinations.DesignloadI:1.2(0.9)deadload+1.4(carload+crowdload)DesignloadII:1.2(0.9)constantload+1.4(carload+crowdload)+temperatureloadDesignloadIII:1.2(0.9)constantload+1.1trailerloadAccordingtotheinternalforceinfluencelineofeachsection,themainsectionloadconditionofarchribis:Workingcondition1:archfootthrustmaximumWorkingcondition2:maximumnegativemomentofarchfootWorkingcondition3:maximumbendingmomentofarchfootThemaximumnegativebendingmomentof4:L/8sectionMaximumpositivebendingmomentof5:L/8sectionThemaximumnegativebendingmomentof6:L/4sectionMaximumpositivebendingmomentof7:L/4sectionWorkingcondition8:themaximumbendingmomentofvaultWorkingcondition9:maximumnegativemomentofvault5.3strengthanddeformationcheckingcomputationsTheinternalforcesundervariousconditionsbycalculatingtheinternalforcecombinationtocalculatethevariousloads,thedifferentchord"axialconcretedesignspecificationforconcretefilledsteeltubularstructuresCECS28:90"[3]checkingcalculationofsteelpipesinglelimbcolumnbearingcapacity,canmeettherequirements.Forthesakeofspace,thispaperdoesnotintroducethespecificcalculationprocessandresults.Themaximumdeflectionofbridgedeckunderdifferentconditionsiscalculatedtobe29.07CMislessthantheallowabledeflectionof[2]specifiedin"bridgeregulation"L/800=35cm,therefore,thebridgestiffnessmeetsthedesignrequirements.5.4overallstabilitycheckingTheoverallstabilityoftheoperation