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1、附录StudyontheProprietyofRayleigh’sDampinginNonlinearDynamicAnalysisofBridgesSummaryInthispaper,basedontheresultsofcomparisonofnonlineardynamicanalysisof5spanbridgesconstructedontheI、Ⅱ、Ⅲregionsbythetwomethod(e.g.strain-energyproportionaldampingmethod&Raylei
2、gh’sdampingmethod),parametricstudyweremadetothemaximumbendingcurvatureofthepiers.Astheresults,itisfoundthattheRayleigh’sdampingmethodbringsacomparativelysmallapproachtothebendingcurvatureinmanycasescomparingwiththestrain-energyproportionaldampingmethod,an
3、dthebendingcurvaturevariousinacomparativelylargerareas.Andalso,comparativelycomputationsweremadetoacomplexbridgestructures,e.g.14spanbridgeanda3spancurvedbridge.SuggestionwasmadeonthepracticaluseoftheRayleigh’sproportionaldampingmethod.Keyword:nonlinear,d
4、ynamicanalysis,thestrain-energyproportionaldampingRayleigh’sdamping,bridges,themaximumbendingcurvature1.IntroductionAfterthenewaseismiccodeofbridgedesignpublishedintwoyearsagoinJapan,theRayleigh’sdampingmethodareoftenusedinnon-lineardynamicanalysisofbridg
5、essincetheassumptionofdampingmatrixC=αK+βM,thetimeofcalculatingisshorterthanothermethod.Butthroughthecomputationtothemanyengineeringproblem,itshowsthattheresultsbyRayleigh’sdampingmethodarevariouswiththedefinitionoftheparameter.Andalso,itisfoundthatthedis
6、continuesofbendingmomentweretakenplaceinsomepracticalanalysis.Inthispaper,basedontheresultscomparisonofnonlineardynamicanalysisof5spanbridgesconstructedontheI、Ⅱ、Ⅲregionsbystrain-energyproportionaldampingmethod&Rayleigh’sdampingmethod,parametricstudywerema
7、detothemaximumbendingcurvatureofthepiers.Andalso,comparativelycomputationsweremadetoacomplexbridgestructures,e.g.14spanbridgeanda3spancurvedbridge.2.TheStudytotheCommonTypeofBridges2.1AnalysisModelThe3bridgestobeanalyzedwereselectedaccordingtothecondition
8、soffoundationsituatedinthedifferentregions.Bothofthemwere5spancontinuesbridgeswiththerubberbearing.ThebasicconditionsofthebridgeswereshowedinFig.1.ThestandardearthquakewavefrombridgecodeofJapanwereinputatthebaseofpi
