斜拉桥塔梁同步施工过程的力学特性-张万志

466Vol．46No．6JOUＲNALOFSHANDONGUNIVEＲSITYENGINEEＲINGSCIENCE201612Dec．20162016-04-112016-11-2314∶04∶50http//．cnki．net/kcms/detail/37．1391．T．20161123．1404．002．html511082491988—[e-mail]*1978—[e-mail]1672-3961201606-0120-07DOI10.6040/j．issn．1672-3961.0.2016.11712311111．2500612．4300503．210061、Midas/Civilmultitierdistributedapplicationsservices/Civil。—110m+110m、。。382kN0.96%1.67%－7mm。。Midas/CivilU441AMechanicalpropertiesoftowerandbeamsynchronousconstructionofcable-stayedbridgeZHANGWanzhi1LIUHua23ZHANGFeng1GAOLei1YAOChen1LIUGuanzhi11．SchoolofCivilEngineeringShandongUniversityJinan250061ShandongChina2．ChinaZhongtieMajorBridgeＲeconnaissanceandDesignInstituteCoLTDWuhan430050HubeiChina3．ChinaZhongtieMajorBridgeNanjingBridgeandTunnelDetectingandTreatmentCoLTDNanjing210061JiangsuChinaAbstractToinvestigatethechangeofmechanicalpropertiesofthebeamtowerandcablesduringthetowerandbeamsynchronousconstructionofthebridgetogetherwithsegmentalremovingthefullscaffoldthecalculationmodeloftheconstructionprocessofcable-stayedbridgewasestablishedbymultitierdistributedapplicationsservices/CivilMidas/Civilfiniteelementsoftware．Againstthecontextofthemaximumswivelweightofcable-stayedbridgeinAsia—Zouchengcable-stayedbridgethemainspanis220msingletower、doublecolumn、doublespananddoublecableplaneprestressedconcretecable-stayedbridgethestructurestressandthedeformationofthecable-stayedbridgewereanalyzed．Fullscaffoldsweresimulatedbyelasticconnectionelementsandbeamandtowerbyspatialbeamelements．Theresultsofnumericalcalculationandfieldtestdatawerecomparedandanalyzedwhichshowedthatbeforeandaf-terthedemolitionoffullscaffoldthemaximumaddedvalueofthesupportforcewas382kNthecalculatedmaximumvalueandthemeasuredmaximumvalueforthechangesofthecableforcewererespectively0.96%and1.67%andthelinearmaximumvariationwas－7mm．Thepremiseoftheapplicationoftheconstructionmethodtowerandbeam6121synchronousconstructionofcable-stayedbridgetogetherwithsegmentalremovingthefullscaffoldisthatthecableforceofthecorrespondingsegmentofthebeamshouldhavebeenapplied．Keywordscable-stayedbridgetowerandbeamsynchronousconstructionfullscaffoldMidas/Civilfiniteelementmechanicalproperties0、、。1。、2。LOZANO-GALANTJAforwardalgo-rithmFA3。、45。、6-7。“”。89、10。。、Midas/Civil、1112、13、14。15-19Midas/Civil、、。2015－04－10、、。114。1。1～17S1～S17。1、Fig．1Thestay-cablesnumberandthefullscaffoldnumberofZouchengcable-stayedbridge110.0m+110.0m1224651.6m6.0m3.0m346821000t97°99.0m+99.0m8.0m4.2m5.5cm。、、。、1302MPa。JL32YGM-32Φ50。2。2Fig．2Live-actionofconstruction2、、、1。10、1、20～10.0m、10.0～51.5m51.5～99.0m、、0～22.0m、22.0～42.0m、42.0～51.6m。、、、、、、。1Table1Someconstructionstagesofthebridgeconstruction1822、、9S1～S17310S8～S174111S13～S171～75128～17621371S1-S72。29d。2Table2Comparisonoftheconstructiontimesoftheupper-structuredt901101915234、t1782720561233。Madis/Civil3593313454。1302MPa541。、、。3Fig．3FiniteelementmodeloftheZouchengcable-stayedbridge33.1、、、20。1S1～S70S13～S171～7CFC。3。3。3。3Table3InitialtensionforceofcablekNS1S2S3S4S5S6S7S8S91840.01940.02090.02240.02390.02520.02670.02961.03118.51795.01922.02076.02205.02436.52566.02636.02982.03130.01802.51915.02042.02232.02438.52528.02651.02971.03136.5S10S11S12S13S14S15S16S173223.53328.53433.53475.53528.03580.53633.02950.03220.03317.03463.03485.03513.53593.03640.52955.03245.03327.53412.53472.03529.53597.53643.02938.00S1～S741～7S1～S175。40Fig．4ThecableforcechangesbeforeandaftertheremoveoftheNo．0segmentfullscaffold51～7Fig．5ThecableforcechangesbeforeandaftertheremoveoftheNo．1～7segmentfullscaffold4S117.1kN0.96%30.0kN1.67%。5S112.1kN0.70%20.0kN124461.16%。S8605.8MPa610.1MPa1670MPa2.762.742.5。4、5。3.2、。Midas/Civil01～171～78～17。01～17FFC60、1～7、SFC7。61～17Fig．6ThesupportforcechangesoftheNo．1～17segmentfullscaffold7Fig．7ThepermanentsupportforcechangesundertheconstructionstagesMidas/CivilS1～S71～60717.16%。601382kN2～7100kN。S8～S177～170。7。3.3。Midas/Civil0、1～70.6mm。0、1～78、9。8、9S1～S17。80Fig．8ThemeasuredlinearchangesbeforeandaftertheNo．0segmentfullscaffold91～7Fig．9ThemeasuredlinearchangesbeforeandafterthedemolitionoftheNo．1-7segmentfullscaffoldNA730km1.2mm。806mm612591～7－7mm。3.4。0。。1m1m10。。10Fig．10Planedistributionofstressmeasurementpointsofmaintower0、1～7、4。4。40、1～7－0.3MPa。4Table4ThestressintheconsolidationpositionbetweenthebeamandthetowerMPa－3．5－3．9－3．5－2．9－3．3－3．5－4．0－3．8－3．0－3．5－5．7－6．2－5．6－4．1－4．5－5．7－6．3－5．9－4．1－4．84101382kN18.5%。2。。3。、。1．J．201321202．YOUChaohuiWEIXing．LinearcontrolofmaingirderofcablestayedbridgewithfullscaffoldmethodJ．Sci-ence-TechnologyEnterprise201321202．2．J．20157156-160．SHIChenghua．Studyontheintegralcalculationanalysisandmonitoringtechnologyofcast-in-situboxgirderbowl-fullscaffoldconstructionJ．Highway20157156-160．3LOZANO-GALANTJAPAYA-ZAFOＲTEZAIXUDetal．ForwardAlgorithmfortheconstructioncontrolofcable-stayedbridgesbuiltontemporarysupportsJ．EngineeringStructures2012407119-130．4．J．20134121264682-87．SUWeiguoLIUJian．Finiteelementanalysisofcast-in-situboxgirderbowlfullscaffoldJ．JournalofSouthChinaUniversityofTechnologyNaturalScienceEdi-tion201341282-87．5．J．201311362-365．LIUDonghai