高速铁路车桥耦合系统自振特性分析

3420148EAＲTHQUAKEENGINEEＲINGANDENGINEEＲINGDYNAMICSVol．[e-mail]1000－13012014S0－0616－07DOI10．13197/j．eeev．2014．S0．616．gongrf．096150080－Mi-das－Civil、。。U24AThenaturalvibrationcharacteristicanalysisofhigh-speedrailwaybridgeandtraincouplingsystemGONGＲenfeiGUOEndongLIUZhiCUIEnwenKeyLaboratoryofEarthquakeEngineeringandEngineeringVibrationInstituteofEngineeringMechanicsCEAHarbin150080ChinaAbstractInordertostudynaturalvibrationcharacteristicsofhigh-speedrailwaysimply-supportedboxgirderbridg-esandvehiclecouplingsystemsthehigh-speedrailwaysimplysupportedbridgeandtraincouplingmodelhasbeenestablishedbyMidas-Civilbasedonthefiniteelementmethod．Thenaturalvibrationfrequencyandvibrationmodehasbeencalculatedconsideringsinglebridgemodelandvehicle-bridgecouplingmodelwithdifferentpierheightthebasicfrequencyrangeofthecouplingsystemhasbeenalsogiven．Studieshaveshownthatchangesoftrainloadandpierheightcausegreateffecttothecouplingsystemanddifferentinfluencingfactorsshouldbeconsideredintheseismicanalysisofthecouplingsystem．Keywordscouplingoftrainandbridgenaturalvibrationcharacteristicsthefiniteelementmethodsimplysup-portedbeambridgeshigh-speedrailway2．5。。19－1。－2。。。。80%1。、3。、、、Midas-Civil。、。132m12．0m32．5m31．5m3．2m1×7－15．2－1860。。。1．0m20m815m。、C50C30。Midas-Civil142TGPZ3《》GB5011150．05446。8。71。1Table1Commonrailpassengerhigh-speedlocomotivemodelparametertable34000kg5MN/m3000kg0．55MN/m1400kg6KN·s/m10MN/m0．15MN/m0．15MN/m80KN·s/m0．4MN/m60KN·s/m9m1．2m12。。271634。。1Fig．1Detaildiagramofvehicleunit2Fig．2Train-bridgecouplingmodel。Midas-Civil150X90．94%Y90．23%Z96．42%。90%8。215。2Table2NaturalvibrationfrequencyofsinglebridgemodelHzs10．7461411．340229121．4397700．694555131．5887910．629410241．8083770．552982352．0776640．481310462．3789200．420359572．6821730．372832682．9258240．341784793．6224970．2760531104．3366140．2305952114．4052020．2270041124．4071310．2269052134．4828420．2230733144．5629530．2191564154．6354550．2157295150．74Hz～4．63Hz581672。12。3。3。Midas-Civil150X94．55%Y94．09%Z97．90%。90%。315。150．70Hz～4．99Hz671。3Table3Naturalvibrationfrequencyofthetrain-bridgecouplingmodelHzs10．7015471．425439121．2008320．832756131．2494840．800330241．5072020．663481351．7110690．584430462．1386760．467579572．2550390．443451682．5499630．392163793．7680420．2653901104．3796280．2283301114．3812880．2282432124．6298940．2159883134．6451140．2152804144．7316940．2113415154．998910．20004464Table4ThemainmodalfrequencycomparisonofsinglebridgemodelandthecouplingmodelHzω1ω2Δ=ω1－ω2ω210．7461410．7015476%21．4397701．20083219%114．4052024．3812881%2。1～6。。、。。91634。III。3Fig．3Themainvibrationmodecomparisonchart4Fig4Vehicleindifferentlocations5Table5NaturalfrequencycontrastofthecouplingmodelHzIω1IIω2Δ=ω1－ω2ω2HzIω1IIω2Δ=ω1－ω2ω210．7015470．741435－5%82．5499633．015947－15%21．2008321．246940－3%93．7680423．6441253%31．2494841．499814－16%104．3796284．3763540%41．5072021．824891－17%114．3812884．502598－3%51．7110692．082612－18%124．6298944．5553572%62．1386762．386019－10%134．6451144．6536110%72．2550392．697536－16%144．7316944．6858641%55%－20%5%5。12～811～159、10。3。。0265Fig5Mainmodesdiagram4。8m、10m、12m、14m、16m、18m20m1006。666Table6Self-frequencyofdifferenthighpiercouplingmodelmm2HzHzHz86×21．2067792．1992634．533825106×21．0223861．9618474．514232126×2．30．9046971．7235964．425930146×2．50．8013231．4776624．419020166×2．80．7244801．3637994．397835186×3．520．6711741．2215974．582681206×3．60．6156271．1620034．5137356Fig．6Fundamentalfrequencychangeofdifferenthighpiermodel6618m20m。。5Midas-Civil、1。。126342。1．－－M．2011．ZHAIWanmingXIAHe．Train-track-bridgedynamicinteractiontheoryandengineeringapplicationM．BeijingSciencePress2011．inChi-nese2．J．199931－5．LIGuobin．TheworldofhighspeedrailwaysurveyandtheconstructionoftheBeijing-ShanghaihighspeedrailwayJ．ＲailwaySignalingCom-munication199931－5．inChinese3．J．2006273136－138．HANYanetal．Theactionofthedynamicresponseunderearthquakeofahigh-speedrailwaybridgeandroadsafetystudyJ．Chinarailwaysci-ence2006273136－138．inChinese4．J．20113012216－222．CHENLingkunetal．SearchofhighspeedrailwaysimplysupportedgirderbridgeseismicresponsecharacteristicsJ．JournalofVibrationandShock20113012216－222．inChinese5GB50111S．2006．GB50111TheＲailwayEngineeringAnti-EarthquakeDesignSpecificationS．2006．6．M．2001．FANLichu．ElevatedbridgeseismicdesignM．BeijingPeople＇sTrafficPress2001．inChinese7．－M．1997．ZHAIWanming．Vehicle-trackcouplingdynamicsM．3rded．BeijingSciencePress1997．inChiese8．J．201127484－90．WANGXiaoweiYEAijun．Largespancable-stayedbridgeseismicresponsespectrumanalysisinthecalculationofvibrationmodestudyJ．JournalofStructuralEngineers201127484－90．inChinese226