高层建筑结构增量动力分析的地震动强度参数研究
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摘要
在总结增量动力分析中地震动强度参数的基本性质、研究现状和存在问题的基础上,针对不可忽略高阶振型影响的高层结构增量动力分析,在结构基本周期对应弹性加速度谱值Sa(T1,ξ)和Cordova提出的双参数地震动强度参数S*基础上,提出幂函数乘积形式的地震动强度参数S12和S123,它们是以结构主要周期点对应的弹性加速度反应谱值为底数、以各周期点的振型参与质量系数比为指数的各振型结果的乘积。以某复杂高层结构为例,对比采用本文提出的地震动强度参数与已有地震动强度参数进行增量动力分析的有效性。研究结果表明,对于高层结构,采用地震动强度参数Sa(T1,ξ)比采用PGA进行增量动力分析更具有效性;采用PGV作为地震动强度参数进行增量动力分析的有效性优于考虑单一谱值的参数Sa(T1,ξ)和考虑前两阶谱值的参数S*和S12,但较考虑前三阶谱值参数的S123差;本文提出地震动强度参数,考虑阶数越多更显其有效性;从工程应用角度出发,建议高层结构采用S123作为地震动强度参数进行增量动力分析。
In this paper,typical characteristics,state of the art and existing problems of intensity measure(IM) parameters are firstly summarized.To consider the contribution of higher modes for the incremental dynamic analysis(IDA) of high-rise structures,an IM parameter in terms of the multiply of power-law functions was proposed,in which response spectra at major periods are the bottom number and corresponding modal mass participation proportions are the exponent.Then IDA of a high-rise SRC frame-RC tube structure was employed to investigate the efficiency of the proposed IM S12 and S123,in which the first two and three modes are considered,respectively.Comparison with PGA,PGV,Sa(T1,ξ),S* proposed by Cordova was made as well.The results show that Sa(T1,ξ) is more efficient than PGA even for high-rise structures.PGV is proven to be efficient relative to the single spectral value Sa(T1,ξ) and measures S* and S12 presented by two spectral values,but deficient relative to the S123 presented by three spectral values.It is found that the more modes are considered,the more efficient the IM is.From the view of engineering application,S123 is recommended for the IDA of high-rise structures.
In this paper,typical characteristics,state of the art and existing problems of intensity measure(IM) parameters are firstly summarized.To consider the contribution of higher modes for the incremental dynamic analysis(IDA) of high-rise structures,an IM parameter in terms of the multiply of power-law functions was proposed,in which response spectra at major periods are the bottom number and corresponding modal mass participation proportions are the exponent.Then IDA of a high-rise SRC frame-RC tube structure was employed to investigate the efficiency of the proposed IM S12 and S123,in which the first two and three modes are considered,respectively.Comparison with PGA,PGV,Sa(T1,ξ),S* proposed by Cordova was made as well.The results show that Sa(T1,ξ) is more efficient than PGA even for high-rise structures.PGV is proven to be efficient relative to the single spectral value Sa(T1,ξ) and measures S* and S12 presented by two spectral values,but deficient relative to the S123 presented by three spectral values.It is found that the more modes are considered,the more efficient the IM is.From the view of engineering application,S123 is recommended for the IDA of high-rise structures.
引文
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[19]Shome N.Probabilistic seismic demand analysis ofnonlinear structures[D].Stanford:StanfordUniversity,1999:16-50.
[20]蒋欢军,和留生,吕西林,等.上海中心大厦抗震性能分析和振动台试验研究[J].建筑结构学报,2011,32(11):55-63.(JIANG Huanjun,HELiusheng,LU Xilin,et al.Analysis of seismicperformance and shaking table test of the ShanghaiTower[J].Journal of Building Structures,2011,32(11):55-63.(in Chinese))
[2]Vamvatsikos D.Seismic performance,capacity andreliability of structures as seen through incrementaldynamic analysis[D].Stanford:Stanford University,2002:5-50.
[3]Asgarian B,Jalaeefar A.Incremental dynamic analysisof steel braced frames designed based on the first,second and third editions of the Iranian seismic code(standard no.2800)[J].The Structural Design of Talland Special Buildings,2011,20(2):190-207.
[4]Christovasilis I P,Filiatrault A,Constantinou M C,et al.Incremental dynamic analysis of woodframebuildings[J].Earthquake Engineering&StructuralDynamics,2009,38(4):477-496.
[5]Mander J B,Dhakal R P,Mashiko N,et al.Incremental dynamic analysis applied to seismicfinancial risk assessment of bridges[J].EngineeringStructures,2007,29(10):2662-2672.
[6]周颖,吕西林,卜一.增量动力分析法在高层混合结构性能评估中的应用[J].同济大学学报:自然科学版,2010,38(2):183-187,193.(Zhou Ying,LuXilin,Bo Yi.Application of incremental dynamicanalysis to seismic evaluation of hybrid structure[J].Journal of Tongji University:Natural Science,2010,38(2):183-187,193.(in Chinese))
[7]马千里,叶列平,陆新征,等.采用逐步增量弹塑性时程方法对RC框架结构推覆分析侧力模式的研究[J].建筑结构学报,2008,29(2):132-140.(MAQianli,YE Lieping,LU Xinzheng,et al.Study onlateral load patterns of pushover analysis usingincremental dynamic analysis for RC frame structures[J].Journal of Building Structures,2008,29(2):132-140.(in Chinese))
[8]韩建平,吕西林,李慧.基于性能的地震工程研究的新进展及对结构非线性分析的要求[J].地震工程与工程振动,2007,27(4):15-23.(HANJianping,LU Xilin,LI Hui.State of the art ofperformance-based earthquake engineering and need forstructural nonlinear analysis[J].Journal of EarthuqakeEngineering and Engineering Vibration,2007,27(4):15-23.(in Chinese))
[9]Deierlein G G,Krawinkler H,Cornell C A.Aframework for performance-based earthquakeengineering[C]//Proceedings of the 2003 PacificConference on Engineering Earthquake.Paper No.140.Christchurch,New Zealand:New Zealand Societyfor Earthquake Engineering,2003.
[10]Baker J W,Cornell C A.Choice of a vector of groundmotion intensity measures for seismic demand hazardanalysis[C]//Proceedings of the 13th WorldConference on Earthquake Engineering.Vancouver,BC,Canada:Canadian Association for EarthquakeEngineering,2004:3384.
[11]杨成,徐腾飞,李英民,等.应用弹塑性反应谱对IDA方法的改进研究[J].地震工程与工程振动,2008,28(4):64-69.(YANG Cheng,XU Tengfei,LIYingmin,et al.Research on modified IDA method byinelastic response spectrum[J].Journal of EarthuqakeEngineering and Engineering Vibration,2008,28(4):64-69.(in Chinese))
[12]Cordova P P,Deierlein G G,Mehanny S S F,et al.Development of a two-parameter seismic intensitymeasure and probabilistic assessment procedure[C]//Proceedings of the 2nd U.S.-Japan Workshop onPerformance-Based Earthquake Engineering forReinforced Concrete Building Structures.Sapporo,Hokkaido,Japan:Pacific Earthquake EngineeringResearch Center,2000:187-206.
[13]杨成,潘毅,赵世春,等.烈度指标函数对IDA曲线离散性的影响[J].工程力学,2010,27(增刊1):68-72.(YANG Cheng,PAN Yi,ZHAO Shichun,et al.Effect of seismic intensity measure function to theIDA curves dispersion[J].Engineering Mechanics,2010,27(Suppl.1):68-72.(in Chinese))
[14]Luco N,Cornell C A.Structure-specific scalar intensitymeasures for near-source and ordinary earthquakeground motions[J].Earthquake Spectra,2007,23(2):357-392.
[15]陆新征,叶列平,缪志伟.建筑抗震弹塑性分析:原理、模型与在ABAQUS,MSC.MARC和SAP2000上的实践[M].北京:中国建筑工业出版社,2009:83-104.
[16]吕西林,卢文胜,周颖,等.嘉里静安综合发展项目(南区)南塔楼模拟地震振动台试验研究报告[R].上海:同济大学土木工程防灾国家重点实验室振动台试验室,2008.
[17]Pacific Earthquake Engineering Research Center.PEERstrong motion database[DB/OL].California:University of California,Berkley,2005[2010-12-01].http://peer.berkeley.edu/peer_ground_motion_database.
[18]DGJ08-9—2003上海市工程建设规范建筑抗震设计规程[S].上海:上海市建设和管理委员会,2003.
[19]Shome N.Probabilistic seismic demand analysis ofnonlinear structures[D].Stanford:StanfordUniversity,1999:16-50.
[20]蒋欢军,和留生,吕西林,等.上海中心大厦抗震性能分析和振动台试验研究[J].建筑结构学报,2011,32(11):55-63.(JIANG Huanjun,HELiusheng,LU Xilin,et al.Analysis of seismicperformance and shaking table test of the ShanghaiTower[J].Journal of Building Structures,2011,32(11):55-63.(in Chinese))
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