您好,欢迎访问三七文档
当前位置:首页 > 临时分类 > 高速铁路车桥耦合系统自振特性分析
3420148EARTHQUAKEENGINEERINGANDENGINEERINGDYNAMICSVol.34Suppl.Aug.20142014-04-202014-05-262011D011988-.E-mail370636227@qq.com1000-13012014S0-0616-07DOI10.13197/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
本文标题:高速铁路车桥耦合系统自振特性分析
链接地址:https://www.777doc.com/doc-5162835 .html