车辆荷载作用下隔震沟隔震效率影响因素分析

285Vol.28No.520075R[e-mail]10007598(2007)05088306310027FEMNewmarkFWDFWDTU352.12AAnalysisofefficiencyofvibrationisolatinggroovesubjectedtovehicleloadDENGYa-hong,XIATang-dai,CHENJing-yu(InstituteofGeotechnicalEngineering,ZhejiangUniversity,Hangzhou310027,China)Abstract:Accordingtothebasicequationofdynamics,usingFEMandNEWMARKimplicitintegrationalgorithm,anelastoplasticnumericalanalysisismadetoanalyzetheefficiencyofvibrationisolatinggroovetothevibrationcausedbyvehicleload.Inordertoreducetheeffectofwavereflectingonborder,finiteelementandsemi-infiniteelementarerespectivelyusedtodiscretetheinternalandborderparts.Thepositionofthevibrationisolatinggrooveanditsdepthandwidtharethethreemainlyconsideredfactors.Finally,onthebasisofthenumericalcalculationresults,theireffectlawsareanalyzed.keywords:vibrationisolatinggroove;vibrationisolatingefficiency;FEM;vehicleload;FWDload1[1]FWD2[2,3]2.1()()()()MtCtKtt++=aaaQ1()ta()ta()taMCK()tQ102.21M2007eeTdvVρ=∫MNN2N2.3MKRayleighαβ=+CMK3αβ()()()2jiijijijijξωξωαωωωωωω−=+−4()()()2iijjijijξωξωβωωωω−=+−5ωξ45αβαβ1016αβ2.41HouboltWilson-θNewmarkNewmark[](1)ttttttaaaatδδ+∆+∆=+−+∆6[]2(1/2)tttttttaaataatαα+∆+∆=+∆+−+∆7Newmarkδ=1/2α=1/433.1120m60m1461Fig.1Sketchmapofcomputingmodel3.2[3]DDS701211Table1Materialparametersofloessground/MPa/kN·m-3c/kPaϕ/()60150.10.353025Drucker-PragerFWD0RZ884512330yFIJασ=+−=81I2Jαyσcϕ2sin93sinϕαϕ=+29cos93sinycϕσϕ=+93.3FWDFWD32msFWD2010203040/ms0400800/kPa2FWDFig.2Stress-timerelationofFWDload41016451022Table2Naturalvibrationfrequency12345678910/Hz0.931.051.101.131.491.801.871.922.302.384.130m1m3m510152025m3451525m56481216202428/m4.04.24.44.64.8/mm3Fig.3Maximumverticaldisplacement-positionofvibrationisolatinggrooverelationcurve481216202428/m4681012/mm·s-24Fig.4Maximumhorizontalacceleration-positionofvibrationisolatinggrooverelationcurve0100200300400500/ms642024/mm5m15m25m5Fig.5Verticaldisplacement-timerelaioncurve88520070100200300400500/ms201001020/mm·s-25m15m25m6Fig.6Horizontalacceleration-timerelationcurve3[4][5]4341m3m15m5664.220m1m136m7830m6m30m3.235mm1m5.630mm57.5%1m0.0125m/s26m0.0046m/s236.8%91002468/m3456/mm7Fig.7Maximumverticaldisplacement-depthofvibrationisolatinggrooverelationcurve02468/m481216/mm·s-28Fig.8Maximumhorizontalacceleration-depthofvibrationisolatinggrooverelationcurve0100200300400500/ms8404/mm1m3m6m9Fig.9Verticaldisplacement-timerelaioncurves0100200300400500/ms126061218/mm·s-21m3m5m10Fig.10Horizontalacceleration-timerelationcurves88659101m6m4.320m3m124m30m1112131411121m4m4.439mm4.186mm5.7%0.0099m/s20.0092m/s27.1%1314012345/m4.04.24.44.6/mm11Fig.11Maximumverticaldisplacement-widthofvibrationisolatinggrooverelationcurve012345/m9.29.49.69.810/mm·s-212Fig.12Maximumhorizontalacceleration-widthofvibrationisolatinggrooverelationcurve0100200300400500/ms63036/mm1m2m4m13Fig.13Verticaldisplacement-timerelationcurve0100200300400500/ms1050510/mm·s-21m2m4m14Fig.14Horizontalacceleration-timerelationcurve511m3m234[1],.[M].:,1981.8948872007[1].[J].,2005,24(10):16971702.JIXiao-ming.Studyonmechanicalandhydraulicbehavioroftunnelsurroundingrockmassesinexcavation-disturbedzone[J].ChineseJournalofRockMechanicsandEngineering,2005,24(10):16971702.[2],,,.[J].,2005,24(17):30833087.ZHOUHui,ZHANGChuan-qing,FENG,Xia-ting,etal.Analysisofrockmassstabilityintunnelandundergroundengineeringbasedonyieldapproachindex[J].ChineseJournalofRockMechanicsandEngineering,2005,24(17):30833087.[3]HajiabdolmajidVR,KaiserP.Mobilizationofstrengthinbrittlefailureofrock[Doctor’sthesis].Canada:Queen’sUniversity,2001.[4],.(1)-[J].,2005,24(13):22372241.GAOWei,FENGXia-ting.Backanalysisofcriticalfailuresurfaceofslopebasedonbionicsalgorithm(1)-locationofcriticalfailuresurface[J].ChineseJournalofRockMechanicsandEngineering,2005,24(13):22372241.[5]MartinoJB,ChandlerNA.Excavation-induceddamagestudiesattheundergroundresearchlaboratory[J].InternationalJournalofRockMechanics&MiningSciences,2004,41:14131426.[6]ReadRS.20yearsofexcavationresponsestudiesatAECL’sundergroundresearchlaboratory[J].InternationalJournalofRockMechanics&MiningSciences,2004,41:12511275.[7].[J].,2000,1:2729.[8],.[M].:,2002.[9],.[J].,2005,24(17):30293034.SUGuo-shao,FENGXia-ting.Parameteridentificationofconstitutivemodelforhardrockunderhighin-situstressconditionusingparticleswarmoptimizationalgorithm[J].ChineseJournalofRockMechanicsandEngineering,2005,24(17):30293034.[10]EberhardtE,SteadD,StimpsonB.Quantifyingprogressivepre-peakbrittlefracturedamageinrockduringuniaxialcompression[J].InternationalJournalofRockMechanicsandMiningSciences,1999,36:361380.[11]LabuzJF,BiolziL.Characteristicstrengthofquasi-brittlematerials[J].InternationalJournalofSolidsStructures,1998,35(31-32):41914203.[12]ChangSH,LeeCI.Estimationofcrackinganddamagemechanismsinrockundertriaxialcompressionbymomenttensoranalysisofacousticemission[J].InternationalJournalofRockMechanics&MiningSciences,2004,41:10691086.[13]CaiM,KaiserPK.Assessmentofexcavationdamagedzoneusingamicromechanicsmodel[J].Tunn