钢筋混凝土框架体系R-μ关系的分析验证
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摘要
国内外研究者已对非弹性单一塑性铰单自由度体系的R-μ-T关系获得了趋势一致的研究结论,但对工程中大量应用的多自由度体系R-μ关系的研究工作尚处于起步阶段。本文在确认多自由度体系与单铰单自由度体系非弹性反应特征差别的基础上,通过非弹性动力反应分析考察了多自由度钢筋混凝土框架结构的R-μ关系及其有效性;通过单铰单自由度体系与多铰单自由度体系及多自由度体系非弹性动力反应的对比,指出后两种体系在相同水准地震作用下的延性需求比单铰单自由度体系偏大。
Although the conclusions about the R-μ-T relationships of single-plastic hinge SDOF inelastic systems are similar,the research for the R-μ relationships of MDOF inelastic systems,which are used commonly in practice,is still in the immature stage.The difference between response characteristics of MDOF inelastic systems and those of single-hinge SDOF system is distinguished.Based on the inelastic dynamic response analysis,the R-μ relationship of MDOF inelastic systems,which are designed strictly according to the current Chinese seismic codes,is studied and the validity of the relationship is checked.The comparison of inelastic dynamic response characteristics among single-plastic hinge SDOF systems,multi-plastic hinge SDOF systems and MDOF systems shows that,the ductility demand in the latter two systems is moderately larger than that of single-plastic hinge SDOF inelastic system under the same ground motion level.
Although the conclusions about the R-μ-T relationships of single-plastic hinge SDOF inelastic systems are similar,the research for the R-μ relationships of MDOF inelastic systems,which are used commonly in practice,is still in the immature stage.The difference between response characteristics of MDOF inelastic systems and those of single-hinge SDOF system is distinguished.Based on the inelastic dynamic response analysis,the R-μ relationship of MDOF inelastic systems,which are designed strictly according to the current Chinese seismic codes,is studied and the validity of the relationship is checked.The comparison of inelastic dynamic response characteristics among single-plastic hinge SDOF systems,multi-plastic hinge SDOF systems and MDOF systems shows that,the ductility demand in the latter two systems is moderately larger than that of single-plastic hinge SDOF inelastic system under the same ground motion level.
引文
[1]Borzi B,Elnashai A S.Refined force reduction factors for seismic design[J].Journal of Engineering Structures,2000,22(5):1244-1260.
[2]白绍良,李刚强,李英民,等.从R-μ-T关系研究成果看我国钢筋混凝土建筑结构的抗震控制措施[J].地震工程与工程振动,2006,26(5):144-151.
[3]Seneviratna G D P K,Krawinkler H.Modifications of seismic demands for MDOF systems[C]//Proc.11th WCEE,Acapulco,Mexico,1996:21-29.
[4]Santa-Ana P R,Miranda E.Strength reduction factors for multi-degree-of-freedom systems[C]//Proc.12th WCEE,Auckland,New Zealand,2000:14-46.
[5]Moghaddam H,Mohammadi R K.Ductility reduction factor of MDOF shear-building structures[J].Journal of Earthquake Engineering.2001,5(3):425-440.
[6]GB 50011-2001,建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[7]韦锋.钢筋混凝土框架和框架-剪力墙结构非弹性地震反应性态的识别[D].重庆:重庆大学博士学位论文,2005.
[8]李英民,吴雪萍,韦锋,等.按中、欧规范设计的钢筋混凝土框架结构抗震性态的对比分析[J].地震工程与工程振动,2007,27(6):82-88.
[2]白绍良,李刚强,李英民,等.从R-μ-T关系研究成果看我国钢筋混凝土建筑结构的抗震控制措施[J].地震工程与工程振动,2006,26(5):144-151.
[3]Seneviratna G D P K,Krawinkler H.Modifications of seismic demands for MDOF systems[C]//Proc.11th WCEE,Acapulco,Mexico,1996:21-29.
[4]Santa-Ana P R,Miranda E.Strength reduction factors for multi-degree-of-freedom systems[C]//Proc.12th WCEE,Auckland,New Zealand,2000:14-46.
[5]Moghaddam H,Mohammadi R K.Ductility reduction factor of MDOF shear-building structures[J].Journal of Earthquake Engineering.2001,5(3):425-440.
[6]GB 50011-2001,建筑抗震设计规范[S].北京:中国建筑工业出版社,2001.
[7]韦锋.钢筋混凝土框架和框架-剪力墙结构非弹性地震反应性态的识别[D].重庆:重庆大学博士学位论文,2005.
[8]李英民,吴雪萍,韦锋,等.按中、欧规范设计的钢筋混凝土框架结构抗震性态的对比分析[J].地震工程与工程振动,2007,27(6):82-88.
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