基于我国规范RC框架结构的延性折减系数
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摘要
提出了一种基于能力谱原理的多自由度体系延性折减系数计算方法,然后依据我国抗震规范按照不同高度、不同设防烈度设计了三组九个RC框架结构,并采用Pushover方法计算了它们的延性折减系数、超强系数和强度折减系数.发现高烈度区的结构,在相同高度下具有较低的储备强度,而在相同设防烈度下,结构越高强度储备越低.根据研究结果,指出了我国现行抗震规范下RC框架结构地震作用取值中的不足,并提出了对规范的修改建议.
A method for calculating the ductility reduction factor of a multi-degree-of-freedom system was proposed based on the capacity spectrum theory.The ductility reduction factors,overstrength factors,and strength reduction factors of 9 RC frames according to current Chinese seismic code with different heights and design seismic zones were calculated using the Pushover method.It is found that the structures with a higher design seismic level have a lower reserve strength when they have the same height,while the reserve strength will decrease with increasing height at the same design seismic level.The current Chinese seismic code was evaluated and some advices were proposed for its future modification.
A method for calculating the ductility reduction factor of a multi-degree-of-freedom system was proposed based on the capacity spectrum theory.The ductility reduction factors,overstrength factors,and strength reduction factors of 9 RC frames according to current Chinese seismic code with different heights and design seismic zones were calculated using the Pushover method.It is found that the structures with a higher design seismic level have a lower reserve strength when they have the same height,while the reserve strength will decrease with increasing height at the same design seismic level.The current Chinese seismic code was evaluated and some advices were proposed for its future modification.
引文
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[2]Bai S L,Li G Q,Li Y M,et al.Seismic measures for RC struc-tures in view of R-μ-T relations.Earthquake Eng Eng Vib,2006:26(5):144(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结构的抗震措施.地震工程与工程振动,2006,26(5):144)
[3]Fischinger M,Fajfar P,Vidic T.Factors contributing to the re-sponse reduction//The 5th US National Conference on EarthquakeEngineering.Chicago,1997:253
[4]Jain S K,Navin R.Seismic overstrength in reinforced concreteframes.J Struct Eng,1995,121(3):580
[5]Balendra T,Tan K H,Kong S K.Vulnerability of reinforced con-crete frames in low seismic region,when designed according toBS8110.Earthquake Eng Struct Dynamics,1999,28(11):1361
[6]Zhai C H,Xie L L.Study on overstrength of RC frame structures.J Build Struct,2007,28(1):101(翟长海,谢礼立.钢筋混凝土框架结构超强研究.建筑结构学报,2007,28(1):101)
[7]Li G Q.R-μPrinciple in Seismic Design and Overstrength Charac-ter Analysis of Typical Reinforced Concrete Frame Structures[Dis-sertation].Chongqing:Chongqing University,2006(李刚强.抗震设计的R--μ基本准则及钢筋混凝土典型框架结构超强特征分析[学位论文].重庆:重庆大学,2006)
[8]Miranda E,Bertero V V.Evaluation of strength reduction factorsfor earthquake-resistant design.Earthquake Spectra,1994,10(2):357
[9]Kappos A J.Evaluation of behaviour factors on the basis of ductili-ty and overstrength studies.Eng Struct,1999,21(9):823
[10]Yang H,Wu J J,Wang Z J.Analyses of nonlinear models for theseismic response of RC frames.Earthquake Eng Eng Vibration,2008,28(2):20(杨红,吴晶晶,王志军.模型化方法对钢筋混凝土框架地震反应的影响分析.地震工程与工程振动,2008,28(2):20)
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