SDOF体系残余变形响应与地震强度指标相关性分析
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摘要
结构震后可修复性在现代抗震设计中扮演越来越重要的角色,残余变形作为可修复性的一个主要指标受到广泛的重视。弹塑性时程分析法是研究结构震后残余变形的主要方法,传统通过调整输入波PGA指标得到的计算结果离散性很大,因此需要选择一个合适的地震动强度指标控制输入波的选择。计算60条地震动作用下不同强度折减系数和屈服后刚度系数的双线性SDOF体系残余变形,研究以PGA,PGV,PGD为代表的18个地震动强度指标与残余变形之间的相关系数随SDOF体系周期变化规律。结果表明,不同强度指标与残余变形之间的相关系数受强度折减系数影响很大,基本不受屈服后刚度系数的影响,其中以PGV为代表的速度型强度指标与残余变形之间的整体相关性较好,并且考虑到PGV指标的工程特性,建议进行残余变形计算时,以PGV作为输入波主要控制指标。
The post-earthquake repairability of structure plays a very important role in modern seismic design.As a major index representing structures' post-earthquake repairability,the residual deformation is attracting the world-wide attentions.The time history analysis is a main approach of studying the residual deformation,the traditional seismic input selection method which uses PGA as a control index,however,may cause large dispersion.Hence,it is essential to choose a more appropriate ground motion intensity index to control the input of earthquake accelerations.This study analyzes the correlation coefficients between 18 motion intensity indices and residual deformation as well as their periodic variation rule with SDOF system by means of 60 earthquake accelerations.The results show that the correlation differs greatly and some indices like PGV lead to the best correlation.Consequently,PGV is recommended as a main index to control the earthquake acceleration selection in view of both its good correlation and engineering characteristics.
The post-earthquake repairability of structure plays a very important role in modern seismic design.As a major index representing structures' post-earthquake repairability,the residual deformation is attracting the world-wide attentions.The time history analysis is a main approach of studying the residual deformation,the traditional seismic input selection method which uses PGA as a control index,however,may cause large dispersion.Hence,it is essential to choose a more appropriate ground motion intensity index to control the input of earthquake accelerations.This study analyzes the correlation coefficients between 18 motion intensity indices and residual deformation as well as their periodic variation rule with SDOF system by means of 60 earthquake accelerations.The results show that the correlation differs greatly and some indices like PGV lead to the best correlation.Consequently,PGV is recommended as a main index to control the earthquake acceleration selection in view of both its good correlation and engineering characteristics.
引文
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[2]叶列平,马千里,缪志伟.结构抗震分析用地震动强度指标的研究[J].地震工程与工程振动,2009,29(4):9-22(Ye Lieping,Ma Qianli,Miao Zhiwei.Study onearthquake intensities for seismic analysis of structures[J].Earthquake Engineering and Engineering Vibration,2009,29(4):9-22(in Chinese))
[3]韩建平,周伟.基于汶川地震记录的地震动强度指标与SDOF体系响应的相关性[J].土木工程学报,2010,43(增1):10-15(Han Jianping,Zhou Wei.Correlationbetween ground motion intensity indices and SDOF systemresponses based on the data of Wenchuan earthquake[J].China Civil Engineering Journal,2010,43(S1):10-15(inChinese))
[4]Yakut A,Yilmaz H.Correlation of deformation demandswith ground motion intensity[J].Journal of StructuralEngineering,2008,134(12):1818-1828
[5]Kramer S L.Geotechnical earthquake engineering[M].Upper Saddle River,NJ:Prentice Hall,1996
[6]McGuire R K.Seismic ground motion parameter relations[J].Journal of the Geotechnical Engineering Division,1978,104(4):481-490
[7]Vanmarcke E H,Lai S P.Strong-motion duration and RMSamplitude of earthquake records[J].Bulletin of theSeismological Society of America,1980,70(4):1293-1307
[8]Arias A.A measure of earthquake intensity[C]//SeismicDesign for Nuclear Power Plants,1970:438-483
[9]Park Y,Ang A H,Wen Y K.Seismic damage analysis ofreinforced concrete buildings[J].Journal of StructuralEngineering,1985,111(4):740-757
[10]Thun J L,Roehm L H,Scott G A,et al.Earthquakeground motions for design and analysis of dams[C]//Earthquake Engineering and Soil Dynamics II—RecentAdvances in Ground-Motion Evaluation.USA:ASCE,1988:463-481
[11]Housner G W.Spectrum intensities of strong motionearthquakes[C]//Proceedings of the Symposium onEarthquake and Blast Effects on Structures.California:Earthquake Engineering Research Institute,1952:20-36
[12]Nuttli O W.The relation of sustained maximum groundacceleration and velocity to earthquake intensity andmagnitude[R].Mississippi:U.S.Army Corps EngineerWaterways Experiment Station,1979
[13]Benjamin J R.A criterion for determining exceedance ofthe operating basis earthquake[J].Palo Alto,California:Electrical Power Research Institute,1988
[14]Sarma S K,Yang K S.An evaluation of strong motionrecords and a new parameter A95[J].EarthquakeEngineering&Structural Dynamics,1987,15(1):119-132
[15]Kawashima K,Macrae G A,Hoshikuma J,et al.Residualdisplacement response spectrum[J].Journal of StructuralEngineering,1998,124(5):523-530
[16]Miranda E.Estimation of inelastic deformation demands ofSDOF systems[J].Journal of Structural Engineering,2001,127(9):1005-1012
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