层间隔震技术评述
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摘要
层间隔震结构是隔震技术的新发展,它将隔震层设置在建筑物某层柱子和楼板之间进行结构的地震反应控制。层间隔震结构在减震机理、振动特性以及设计方法等诸多方面有别于基础隔震结构和屋盖隔震结构。本文对层间隔震结构的适用范围、优点以及其在实际工程中的应用情况进行了综述,最后,指出了层间隔震结构需要进一步研究的问题。现有的研究成果和工程应用情况表明,层间隔震结构具有明确的减震效果,施工方便,是一种具有发展前途的减震体系。
The story isolation is a newly proposed isolation system, in which, the flexible laminated rubber bearings are inserted between a floor and the columns that support it. It is different from base isolation system and roof isolation system in many aspects, such as, its vibration reduction mechanism, dynamic characteristics and design method, etc. The purpose of this paper is to summarize the state-of-the- art of the story isolation system about its applicable range, advantages, applications in practical engineering, and some problems to be investigated. It is found that the story isolation system is effective,and easy to be constructed, which has potential to become an attractive way to reduce structural seismic response.
The story isolation is a newly proposed isolation system, in which, the flexible laminated rubber bearings are inserted between a floor and the columns that support it. It is different from base isolation system and roof isolation system in many aspects, such as, its vibration reduction mechanism, dynamic characteristics and design method, etc. The purpose of this paper is to summarize the state-of-the- art of the story isolation system about its applicable range, advantages, applications in practical engineering, and some problems to be investigated. It is found that the story isolation system is effective,and easy to be constructed, which has potential to become an attractive way to reduce structural seismic response.
引文
[1]日本免震构造协会,编著.叶列平,译.图解隔震结构入门[M].北京:科学出版社,1998.
[2]GB50011-2001,建筑抗震设计规范[S].
[3]RobinsonWH.Lead rubberhysteresticbearingssuitableforprotectingstructuresduringearthquakes[J].EarthquakeEng.Struct.Dyn.,1982,(10):593～604.
[4]FujitaT,FujitaS,TazakiS,etal.Research,developmentandimplementationofrubberbearingsforseismicisolation[J].JSMEInt.J.,Ser.Ⅲ,1989,33(3):394～403.
[5]FujitaT,Suzuki,SFujitaS.Hystereticrestoringforcecharacteristicsofhighdampingrubberbearingsforseismicisolation[A].ASMEPVP,1989,181:23～28.
[6]AikenID,KellyJM,ClarkWP,etal.Experimentalstudiesofthemechanicalcharacteristicsofthreetypesofseismicisolationbearings[A].Proc,.3rdWorldConf.OnEarthquakeEngineering[C].Madrid,Spain.1992.
[7]HwangJS,KuSW.Analyticalmodelingofhighdampingrubberbearing[J].J.Struct.Eng.,1997,123(8):1029～1036.
[8]MoriA,MossPJ,CookeM,etal.Thebehaviorofbearingsusedforseismicisolationundershearandaxialload[J].Earthquake.Spectra.,1999,15(2):199～224.
[9]HwangJS,WuJD,PanT-C,etal.Amathematicalhystereticmodelforelastomericisolationbearings[J].EarthquakeEng.Structure.Dyn.,2002(31):771～789.
[10] JapanSocietyofSeismicIsolation(JSSI).Introductiontobaseisolationsystem[R].Ohmu sha,Tokyo(inJapanese),1995.
[11] JapanRoadAssociation(JRA)DesignSpecificationforHighwayBridges[S].
[12]AmericanAssociationofStateHighwayandTransportationOfficials(AASHTO).Guidespecificationsforseismicisolationdesign[S].
[13]ParkYJ,WenYK,AugAH s.Randomvibrationofhystereticsystemsunderbi directionalgroundmotions[J].EarthquakeEng.Struct.Dyn.,1986(14):543～557.
[14]MokhaA,ConstantinouC,ReinhornA.Teflonbearingsinbaseisolation[J].Ⅰ:Testing.J.Struct.Eng.,1990,116(2):438～454.
[15]MokhaA,ConstantinouMC,ReinhornAM.Furtherresultsonfrictionalpropertiesofteflonbearings[J].J.Struct.Eng.,1991,117(2):662～626.
[16]MokhaA,ConstantinouMC,ReinhornAM.Verificationoffrictionmodelofteflonbearingsundertriaxialload[J].J.Struct.Eng.,1993,119(1):240～261.
[17] YasakaA,MaedaS,FujimotoN.Biaxialhysteresismodelforbaseisolationdevices[R].KajimaCorporation,Tokyo.1988.
[18] HuangWH,FenvesGL,WhittakerAS,etal.Characterizationofseismicisolationbearingsforbridgesfrombi directionalexperimenting[A].Proc.,12thWorldConf.OnEarthquakeEngineering[C].Auckland,NewZealand,2047.
[19] MasatoAbe,JunjiYoshida,YozoFujino.Multiaxialbehaviorsoflaminatedrubberbearingsandtheirmodeling[J].Ⅰ:Experimentalstudy.2004,130(8):1119～1132.
[20]MasatoAbe,JunjiYoshida,YozoFujino.Multiaxialbehaviorsoflaminatedrubberbearingsandtheirmodeling[J].Ⅱ:Modeling.2004,130(8):1133～1144.
[21]唐家祥.建筑隔震与消能减震设计[J].建筑科学.2002,18(1):21～44.
[22]瞿伟廉.高层建筑和高耸结构的风振控制设计[M].武汉:武汉测绘科技大学出版社,1991.
[23]VillaverdeR.Reductiononseismicresponsewithheavilydampedvibrationabsorbers[J].EarthquakeEng.Struct.Dyn.,1985,13(1):33～42.
[24]VillaverdeR,KoyamaLA.DampedResonantAppendagestoincreaseinherentdampinginBuildings[J].EarthquakeEng.Struct.Dyn.,1993,22(6):491～507.
[25]VillaverdeR.Seismiccontrolofstructurewithresonantappendages[A].Proc.,1stWorldConf.OnStructuralControl,InternationalAssociationforStructuralControl[C].LosAngeles,Callif.(1994)WP4:113～122.
[26]VillaverdeR,MarinSC.Passiveseismiccontrolofcable stayedbridgeswithdampedresonantappendages[J].EarthquakeEng.Struct.Dyn.,1995,24(2):233～246.
[27]沈俊华,高强华.屋面隔热板减震措施在加层结构中的应用研究[J].结构工程师,1997(2):30～33.
[28]徐忠跟,周福霖.汕头博物馆结构动力分析[J].世界地震工程,1996(2):33～36.
[29]赵昕,李杰.层间隔震结构隔震垫的有限元模拟[J].建筑结构,2001,31(11):66～68.
[30]赵昕,叶德传,章萍,等.层间隔震房屋振动台试验与分析[J].东南大学学报,2002,32(增刊):365～368.
[31]李梨,李键,唐家祥,等.用隔震技术提高已有建筑的抗震能力[J].华中科技大学学报,2002,19(1):68～72.
[32]施卫星,王群.地震区既有建筑物增层中的结构控制方法[J].结构工程师,1996,19(4):37～42.
[33]马云舟,吴建桥.层间隔震技术在底层框架建筑中的应用[J].上海建设科技,1998
[34]RobertoVillaverde.AseismicRoofIsolationSystem:FeasibilityStudywith13-StoryBuilding[J].JournalofStructuralEngineering,February2002.188～196.
[35]谢军龙,周福霖.多层房屋结构的TMD加层减震试验研究与应用[J].世界地震工程,1998,14(4):57～60.
[36] 赵昕,欧海龙,林舒等.层间隔震结构计算模型的简化分析[J].地震工程与工程振动,2002,22(1):121～125.
[37] 施卫星,王群.旧房抗震新体系[J].结构工程师,1994,(2):35～39.
[38] 罗小华,程超.TMD原理应用在框架房屋结构加层减震时最优参数值的探讨[J].四川建筑科学研究,2002,26(2):20～22.
[2]GB50011-2001,建筑抗震设计规范[S].
[3]RobinsonWH.Lead rubberhysteresticbearingssuitableforprotectingstructuresduringearthquakes[J].EarthquakeEng.Struct.Dyn.,1982,(10):593～604.
[4]FujitaT,FujitaS,TazakiS,etal.Research,developmentandimplementationofrubberbearingsforseismicisolation[J].JSMEInt.J.,Ser.Ⅲ,1989,33(3):394～403.
[5]FujitaT,Suzuki,SFujitaS.Hystereticrestoringforcecharacteristicsofhighdampingrubberbearingsforseismicisolation[A].ASMEPVP,1989,181:23～28.
[6]AikenID,KellyJM,ClarkWP,etal.Experimentalstudiesofthemechanicalcharacteristicsofthreetypesofseismicisolationbearings[A].Proc,.3rdWorldConf.OnEarthquakeEngineering[C].Madrid,Spain.1992.
[7]HwangJS,KuSW.Analyticalmodelingofhighdampingrubberbearing[J].J.Struct.Eng.,1997,123(8):1029～1036.
[8]MoriA,MossPJ,CookeM,etal.Thebehaviorofbearingsusedforseismicisolationundershearandaxialload[J].Earthquake.Spectra.,1999,15(2):199～224.
[9]HwangJS,WuJD,PanT-C,etal.Amathematicalhystereticmodelforelastomericisolationbearings[J].EarthquakeEng.Structure.Dyn.,2002(31):771～789.
[10] JapanSocietyofSeismicIsolation(JSSI).Introductiontobaseisolationsystem[R].Ohmu sha,Tokyo(inJapanese),1995.
[11] JapanRoadAssociation(JRA)DesignSpecificationforHighwayBridges[S].
[12]AmericanAssociationofStateHighwayandTransportationOfficials(AASHTO).Guidespecificationsforseismicisolationdesign[S].
[13]ParkYJ,WenYK,AugAH s.Randomvibrationofhystereticsystemsunderbi directionalgroundmotions[J].EarthquakeEng.Struct.Dyn.,1986(14):543～557.
[14]MokhaA,ConstantinouC,ReinhornA.Teflonbearingsinbaseisolation[J].Ⅰ:Testing.J.Struct.Eng.,1990,116(2):438～454.
[15]MokhaA,ConstantinouMC,ReinhornAM.Furtherresultsonfrictionalpropertiesofteflonbearings[J].J.Struct.Eng.,1991,117(2):662～626.
[16]MokhaA,ConstantinouMC,ReinhornAM.Verificationoffrictionmodelofteflonbearingsundertriaxialload[J].J.Struct.Eng.,1993,119(1):240～261.
[17] YasakaA,MaedaS,FujimotoN.Biaxialhysteresismodelforbaseisolationdevices[R].KajimaCorporation,Tokyo.1988.
[18] HuangWH,FenvesGL,WhittakerAS,etal.Characterizationofseismicisolationbearingsforbridgesfrombi directionalexperimenting[A].Proc.,12thWorldConf.OnEarthquakeEngineering[C].Auckland,NewZealand,2047.
[19] MasatoAbe,JunjiYoshida,YozoFujino.Multiaxialbehaviorsoflaminatedrubberbearingsandtheirmodeling[J].Ⅰ:Experimentalstudy.2004,130(8):1119～1132.
[20]MasatoAbe,JunjiYoshida,YozoFujino.Multiaxialbehaviorsoflaminatedrubberbearingsandtheirmodeling[J].Ⅱ:Modeling.2004,130(8):1133～1144.
[21]唐家祥.建筑隔震与消能减震设计[J].建筑科学.2002,18(1):21～44.
[22]瞿伟廉.高层建筑和高耸结构的风振控制设计[M].武汉:武汉测绘科技大学出版社,1991.
[23]VillaverdeR.Reductiononseismicresponsewithheavilydampedvibrationabsorbers[J].EarthquakeEng.Struct.Dyn.,1985,13(1):33～42.
[24]VillaverdeR,KoyamaLA.DampedResonantAppendagestoincreaseinherentdampinginBuildings[J].EarthquakeEng.Struct.Dyn.,1993,22(6):491～507.
[25]VillaverdeR.Seismiccontrolofstructurewithresonantappendages[A].Proc.,1stWorldConf.OnStructuralControl,InternationalAssociationforStructuralControl[C].LosAngeles,Callif.(1994)WP4:113～122.
[26]VillaverdeR,MarinSC.Passiveseismiccontrolofcable stayedbridgeswithdampedresonantappendages[J].EarthquakeEng.Struct.Dyn.,1995,24(2):233～246.
[27]沈俊华,高强华.屋面隔热板减震措施在加层结构中的应用研究[J].结构工程师,1997(2):30～33.
[28]徐忠跟,周福霖.汕头博物馆结构动力分析[J].世界地震工程,1996(2):33～36.
[29]赵昕,李杰.层间隔震结构隔震垫的有限元模拟[J].建筑结构,2001,31(11):66～68.
[30]赵昕,叶德传,章萍,等.层间隔震房屋振动台试验与分析[J].东南大学学报,2002,32(增刊):365～368.
[31]李梨,李键,唐家祥,等.用隔震技术提高已有建筑的抗震能力[J].华中科技大学学报,2002,19(1):68～72.
[32]施卫星,王群.地震区既有建筑物增层中的结构控制方法[J].结构工程师,1996,19(4):37～42.
[33]马云舟,吴建桥.层间隔震技术在底层框架建筑中的应用[J].上海建设科技,1998
[34]RobertoVillaverde.AseismicRoofIsolationSystem:FeasibilityStudywith13-StoryBuilding[J].JournalofStructuralEngineering,February2002.188～196.
[35]谢军龙,周福霖.多层房屋结构的TMD加层减震试验研究与应用[J].世界地震工程,1998,14(4):57～60.
[36] 赵昕,欧海龙,林舒等.层间隔震结构计算模型的简化分析[J].地震工程与工程振动,2002,22(1):121～125.
[37] 施卫星,王群.旧房抗震新体系[J].结构工程师,1994,(2):35～39.
[38] 罗小华,程超.TMD原理应用在框架房屋结构加层减震时最优参数值的探讨[J].四川建筑科学研究,2002,26(2):20～22.
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