三塔自锚式悬索桥主索鞍约束体系研究_陈永健

39320116JournalofFuzhouUniversityNaturalScienceEditionVol．39No．3Jun．2011DOICNKI35－1117/N．20110526．1207．0161000－2243201103－0428－06350108———．、．．．．．、．U448．25AResearchonmainsaddle’srestrictionofself－anchoredsuspensionbridgewiththreetowersCHENYong－jianFANGZhen－zhengZHANGChaoCollegeofCivilEngineeringFuzhouUniversityFuzhouFujian350108ChinaAbstractBasedontheself－anchoredsuspensionbridgewiththreetowers———LuozhoubridgeinFuzhoutheeffectsonmechanicsanddeformationofdifferentkindsofmainsaddle’srestrictionschemesarecomparedbyusingfiniteelementmethod．Notonlythevariationofthedeformationandinnerforceofgirderandtowerbutalsothecable’sunbalancedhorizontalforceareinvestigated．Theresultsshowthatmainsaddleconsolidationrestrictioncanreducethedeformationandinnerforceofgirdereffectivelyandmainsaddlefinitedisplacementrestrictioncanreducethehorizontaldeflectionoftowertopandthecable’sunbalancedforceremarkably．Asformulti－towersuspensionbridgeswithlargespanit’sveryimportanttocontrolstructuredeformation．Mainsaddleconsolidationrestric-tioncouldbeadoptedtoreducethedeformationofgirder．Meanwhilecable’sunbalancedforceisin-creasingandithasbadeffectoncableanti－slideandtowerbending．Mainsaddlefinitedisplace-mentrestrictioncouldbeadoptedtoreducethisdisadvantageeffect．Butthedeviceofmainsaddlefi-nitedisplacementrestrictionisexpensiveandit’sdifficulttoconstructandmaintain．Thereforetheselectionofmainsaddle’srestrictionschemeshouldtakestructurestressdurabilityeconomiceffi-ciencyandothersintoaccount．Keywordsmulti－towerself－anchoredsuspensionbridgefiniteelementmainsaddleLuozhoubridgeFuzhou、．．、[e-mail]3．．2090SanFrancisco－Oakland2．．．1496m80m+168m+168m+80m1．43m．、、48．9m．、、2．4－－－．168m28m1/679．25m6．153m1/12．88．7m231010m．、、．1mFig．1ConfigurationofLuozhoubridgeunitm22Fig．2FiniteelementmodelofLuozhoubridgeANSYS2．、．．．．．3．．、．·924·39Combin403．．4①、②③④～⑦．14189⑧⑨．3Fig．3Finitedisplacementrestrictionmainsaddle4Fig．4Finiteelementmodelofmainsaddle3①±200mm±50mm．②．③、±200mm．．I8．4－5．3①②③．5．5mFig．5Loadingoperationconditionunitm·034·33．11．1．41%9%41%．4%7%4%．1Tab．1Verticaldeflectionofgirderatmiddlesectionmωωω－0．028－0．011－0．0280．0020．0010．003－0．071－0．051－0．0680．2560．1020．255－0．022－0．007－0．0230．2760．1180．272－0．404－0．238－0．3880．0510．0280．044－0．408－0．242－0．3920．0790．0520．068－0．076－0．069－0．0710．0800．0520．0682．2．34%8%33%．3%6%3%．2Tab．2MomentofgirderatkeysectionkN·mωωω11029461311080－950－323－983357112746833946341711204034397－3107－956－328019922－178620597－31950－11567－3215528748993026－33060－12151－32769－19524－17924－174121131148155－18905－17876－17339657844373063744－4018－1027－3161662634428164296－43060－22706－44587－21302－22830－20501－43567－23293－45178－39054－26299－32377486564487645539－39229－26490－325673．23．3．67%90%0．6mm6．5mm16．6mm0．2mm64%90%10．3mm．66%95%64%．3Tab．3Horizontaldeflectionoftowertopmmddd29．990．830．50．0－6．5－0．333．794．834．5－3．9－38．7－38．90．016．616．5－4．0－38．6－38．80．0－0．60．80．0－0．2－0．30．0－10．3－8．9·134·394．4．．4Tab．4MomentoftoweratbottomsectionkN·mMMM104331338693817961846163435249051173523406656176518157045825120560405742483481389139657040494242295397138483482071204529939553834225330621295322124493422513514921167229149233．36．6．67%90%15．1kN147．5kN386．9kN5．1kN64%90%241．3kN．67%147．5kN64%．6Fig．6Cable’sunbalancedhorizontalforceattowertop50．15≥25．、21．32．．5Tab．5Thesafetyfactorofcableagainstsliding3．461．383．49206．7518．78224．563．131．323．1491．974．083．7713．154．844．8385．274．083．7713．4214．6414．5418．3317．4017．5911．666．406．49·234·33．4．．．．．．．41．、．2．、．3．．4．、．．．．．、．1．J．200165－69．2．J．200421553－56．3．ANSYSM．2007．4．JTGD60－2004S．2004．5．S．2002．·334·