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1、CopyrightE2009InternationnalConferenceonTransptationEngineer2009(ICTE2009)1DYNAMICBEHAVIOFPTALPARTOFTRAFFICTUNNELINHIGHINTENSITYEARTHQUAKEAREASHENYusheng12GAOBo2WANGZhengzheng2WANGYingxue21PostdoctalStationofMechanicsSou

2、thwestJiaotongUniversityChengdu610031Chinaemail:sys1997@.2SchoolofCivilEngineeringSouthwestJiaotongUniversityChengdu610031ChinaAbstract:Alargescaleshakingtabletestisaccomplishedonthedynamicresponsefailuremodesofthetunnel

3、.Theresultisthatthelargestdynamicresponseoftunnelstructureappearsatthesidewalltheshearfracturingdamageappearsattheinvertwhichisbasicallythesamedamagestatewithtunnelengineeringin5.12WenChuanearthquake.Theinternalfcevalueo

4、ftunnelstructureminishthenumbersofcracksreduceaftertheshockabsptionlayerissetupinmodeltestoptimizethestressstateoftunnel.Thesurfacecracksoftunnelmodelappearfirstlyatbothsprelsdevelopdiagonallyatthetunnelentrance.Thecrack

5、sarise“X“shapedistributiononthesurfaceofthemodelsoil.Therearealotofcircumferentialcracksattunnelptalundertheconditionofdynamicloadsmostoflongitudinalcracksobliquecrackscanterminatewhenextendingtothecircumferentialcracks.

6、Sothatitisproposedthatthereshouldbedesignedmeshockabsptionseamsinthevicinityoftunnelptalindertobepropitioustodampingtheearthquakeenergy.Keywds:dynamicbehavishakingtabletesthighintensityearthquakearea1IntroductionItisregr

7、ettablethatthepeopleslivespropertyhavesufferedgreatlossesduring“5?12“WenchuanearthquakeinSichuanprovince.Atthesametimetheciviltransptengineeringaredamagedtosomeextentincludingthetunnelengineering.Tunneldamagesurveyshowst

8、hatthetunnelptalsectionisthemosteasilytodestroyisthemostweakparts(Li2006).EspeciallyatthehighintensityearthquakeareathestabilityanalysisofthetunnelentranceptalsideslopewillbefocusedoninthefieldoftheantiseismicCopyrightE2

9、009InternationnalConferenceonTransptationEngineer2009(ICTE2009)3modeltestadoptsthebidirectionalseismicshaketablewhichtablesizeis2.5mby2.5mtheplatfmcapableofcarryingamaximumpayloadof30tthevibrationmodeisfXYtwodirectionfou

10、rfreedomdegrees.Thefrequencyrangeis0.1~30HzthepeakaccelerationofXYdirectionis1.0grespectively.Itisdrivenhizontallyverticallybyfour20kNservoactuatsgivingfullcontrolofmotionoftheplatfmin4DOFsimultaneously.3Designofmodeltes

11、tsimilarparametersTakingintoaccountthemodelbdereffectthewidthoftheboxmodelshouldbemethan6timesthetunnelwidththusthesimilarparametersaredetermined(geometrysimilarCL=30Young’smodulusCE=45densityCρ=1.5)Shen(2008)describedth

12、erestofphysicalsimilarparameters.3.1DesignofsimilarmaterialfsurroundingrocksecondaryliningAccdingtothesimilarrelationthephysicomechanicalparametersofsurroundingrockinsituthesimilarmaterialedisconsistedofflyashriversoilaf

13、terthethogonaltestsarerepeateddozensoftimes.Atlastthesesimilarmaterialwillbemixedaccdingtoacertainsimilarratio.Thesecondaryliningmaterialedisconsistedofplasterquartzsbaritewaterbyacertainpercentageofpreparationwhichmecha

14、nicalparametersareshowninTable.1.Table.1MechanicalparametersofconcretesimilarmaterialparametersDesignvalueTheyvalueTestvalueSimilituderelationγ(kNm3)2516.717.0reasonableE(MPa)29.50.660.72reasonableσc(MPa)12.50.30.426appr

15、oximately4Testmeasurementscheme4.1StrainmeasurementoftunnelstructureStraingaugesarefirstlyarrangedfthetunnelsitewheretheinternalfcedefmationoftunnelismaximal.Thesenswireshouldbefirmlyfixedatthesurfaceofthemodelstructuref

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