基于天际线查询的最不利地震动选取方法研究
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摘要
基于天际线查询的最不利地震动选取方法,用于重要结构的弹塑性时程分析。首先,介绍了天际线的概念和天际线查询算法;其次,提出基于天际线查询的最不利地震动选取方法,并提出了能综合反映地震动对特定结构破坏力的五维向量式地震动强度指标来定义地震动的支配关系。然后,以3个剪切层模型为例说明选波步骤,算例模型在天际线子集输入下的地震响应验证了该方法和向量式地震动强度指标筛选最不利地震动的有效性。最后,通过对地震动反应谱形状的分析,以及天际线查询的最不利地震动选取方法与其他最不利地震动选取方法的比较,进一步验证了天际线查询的最不利地震动选取方法能够有效筛选出对特定结构具有高破坏力的小样本地震动集合。
This paper develops a novel most unfavorable earthquake ground motion selection procedure for the nonlinear time history analysis of important structures.The skyline query originated from the computer science is first introduced,including its concept and related algorithms.Then,the ground motion selection procedure based on skyline query is developed.Meanwhile,a new five-dimensional vector-valued intensity measure is defined as a critical ingredient of the proposed selection procedure to comprehensively measure the damage potential of ground motions.Thirdly,the process of the selection procedure is illustrated by examples of three shear models;and its efficiency is also validated through the examples.Finally,the spectral shape of the ground motions filtered by the selection procedure is discussed.Through the examples of three shear models and the discussion about the spectral shape,the ground motion selection procedure based on skyline query proposed in this paper it is proved to be capable of selecting limited set of ground motions with high damage potentials for the nonlinear time history analysis purpose.
This paper develops a novel most unfavorable earthquake ground motion selection procedure for the nonlinear time history analysis of important structures.The skyline query originated from the computer science is first introduced,including its concept and related algorithms.Then,the ground motion selection procedure based on skyline query is developed.Meanwhile,a new five-dimensional vector-valued intensity measure is defined as a critical ingredient of the proposed selection procedure to comprehensively measure the damage potential of ground motions.Thirdly,the process of the selection procedure is illustrated by examples of three shear models;and its efficiency is also validated through the examples.Finally,the spectral shape of the ground motions filtered by the selection procedure is discussed.Through the examples of three shear models and the discussion about the spectral shape,the ground motion selection procedure based on skyline query proposed in this paper it is proved to be capable of selecting limited set of ground motions with high damage potentials for the nonlinear time history analysis purpose.
引文
[1]NZS 1170.5 Structural design actions[S].Wellington,New Zealand:Standards New Zealand,2004.
[2]ASCE/SEI 7-05 Minimum design loads for buildingsand other structures[S].Reston,Virginia,USA:American Society of Civil Engineers,2006.
[3]Zhai C H,Xie L L.A new approach of selecting realinput ground motions for seismic design:the mostunfavourable real seismic design ground motions[J].Earthquake Engineering and Structural Dynamics,2007,36(8):1009-1027.
[4]翟长海,谢礼立.估计和比较地震动潜在破坏势的综合评述[J].地震工程与工程振动,2002,22(5):1-7.(ZHAI Changhai,XIE Lili.A comprehensivemethod for estimating and comparing the damagepotential of strong ground motion[J].EarthquakeEngineering and Engineering Vibration,2002,22(5):1-7.(in Chinese))
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[7]Balke W T,Güntzer U.Multi-objective queryprocessing for database systems[C]//Proceedings ofthe Internet Conference on Very Large Data Bases(VLDB 2004).San Jose,California,USA:VLDBEndowment,2004:936-947.
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[14]Kurama Y C,Farrow K T.Ground motion scalingmethods for different site conditions and structurecharacteristics[J].Earthquake Engineering andStructural Dynamics,2003,32(15):2425-2450.
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[16]Alavi B,Krawinkler H.Behavior of moment-resistingframe structures subjected to near-fault ground motions[J].Earthquake Engineering and Structural Dynamics,2004,33(6):687-706.
[17]Bazzurro P.Probabilistic seismic demand analysis[D].California,USA:Stanford University,1998:265-296.
[18]Mehanny S S F,Deierlein G G.Modelling andassessment of seismic performance of composite frameswith reinforced concrete columns and steel beams[D].California,USA:Stanford University,1999:267-274.
[19]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 US-Japan Workshop onPerformance-Based Seismic Design Methodology forReinforced Concrete Building Structures.Berkeley,CA:PEER,2000:10.
[20]Baker J W,Cornell C A.A vector-valued groundmotion intensity measure consisting of spectralacceleration and epsilon[J].Earthquake Engineeringand Structural Dynamics,2005,34(10):1193-1217.
[21]Baker J W,Cornell C A.Spectral shape,epsilon andrecord selection[J].Earthquake Engineering andStructural Dynamics,2006,35(9):1077-1095.
[22]Clough R W,Johnston S B.Effect of stiffnessdegradation on earthquake ductility requirements[C]//Proceedings of Japan Earthquake EngineeringSymposium.Tokyo,Japan:Architectural Institute ofJapan,1996.
[23]Mahin S A,Bertero V V.Nonlinear seismic response ofa coupled wall system[J].ASCE Journal of theStructural Division,1976,102(9):1759-1780.
[24]Ibarra L F,Medina R A,Krawinkler H.Hystereticmodels that incorporate strength and stiffnessdeterioration[J].Earthquake Engineering andStructural Dynamics,2005,34(12):1489-1511.
[25]Bernal D.Amplification factors for inelastic dynamicp-Δeffects in earthquake analysis[J].EarthquakeEngineering and Structural Dynamics,1987,15(5):635-651.
[26]Asimakopoulos A V,Karabalis D L,Beskos D E.Inclusion of P-Δeffect in displacement-based seismicdesign of steel moment resisting frames[J].EarthquakeEngineering and Structural Dynamics,2007,36(14):2171-2188.
[27]Pacific Earthquake Engineering Research Center(PEER).NGA-Next generation attenuation project[DB/OL].[2012-02-04]http://peer.berkeley.edu/nga/.
[28]Watson-Lamprey J,Abrahamson N.Selection of groundmotion time series and limits on scaling[J].SoilDynamics and Earthquake Engineering,2006,26(5):477-482.
[29]Araki Y,Hjelmstad K D.Criteria for assessing dynamiccollapse of elastoplastic structural systems[J].Earthquake Engineering and Structural Dynamics,2000,29(8):1177-1198.
[2]ASCE/SEI 7-05 Minimum design loads for buildingsand other structures[S].Reston,Virginia,USA:American Society of Civil Engineers,2006.
[3]Zhai C H,Xie L L.A new approach of selecting realinput ground motions for seismic design:the mostunfavourable real seismic design ground motions[J].Earthquake Engineering and Structural Dynamics,2007,36(8):1009-1027.
[4]翟长海,谢礼立.估计和比较地震动潜在破坏势的综合评述[J].地震工程与工程振动,2002,22(5):1-7.(ZHAI Changhai,XIE Lili.A comprehensivemethod for estimating and comparing the damagepotential of strong ground motion[J].EarthquakeEngineering and Engineering Vibration,2002,22(5):1-7.(in Chinese))
[5]谢礼立,翟长海.最不利设计地震动研究[J].地震学报,2003,25(3):250-261.(XIE Lili,ZHAIChanghai.Study on the severest real ground motion forseismic design and analysis[J].Acta SeismologicaSinica,2003,25(3):250-261.(in Chinese))
[6]Barzsnyi S,Kossmann D,Stocker K.The skylineoperator[C]//Proceedings of International Conferenceon Data Engineering(ICDE).Heidelberg,Germany:Institute of Electrical and Electronics Engineers(IEEE),2001:421-430.
[7]Balke W T,Güntzer U.Multi-objective queryprocessing for database systems[C]//Proceedings ofthe Internet Conference on Very Large Data Bases(VLDB 2004).San Jose,California,USA:VLDBEndowment,2004:936-947.
[8]Kung H T,Luccio F,Preparata F P.On finding themaxima of a set of vectors[J].Journal of the ACM,1975,22(4):469-476.
[9]Preparata F P,Shamos M I.Computational geometry:an introduction[M].New York,USA:Springer-Verlag,1985.
[10]Chomicki J,Godfrey P,Gryz J,Liang D M.Skylinewith presorting[R].Technical Report CS-2002-04.Toronto,Canada:Department of Computer Science,York University,2002.
[11]Tan K L,Eng P K,Ooi B C.Efficient progressiveskyline computation[C]//Proceedings.of the InternetConference on Very Large Data Bases(VLDB 2001).San Jose,California,USA:VLDB Endowment,2001:301-310.
[12]Nau J M,Hall W J.Scaling methods for earthquakeresponse spectra[J].Journal of Structural Engineering,ASCE,1984,110(7):1533-1548.
[13]Shome N,Cornell C A.Normalization and scalingaccelerograms for nonlinear structural analysis[C]//Sixth US National Conference on EarthquakeEngineering.Oakland,CA:EERI,1998.
[14]Kurama Y C,Farrow K T.Ground motion scalingmethods for different site conditions and structurecharacteristics[J].Earthquake Engineering andStructural Dynamics,2003,32(15):2425-2450.
[15]Shome N,Cornell C A,Bazzurro P,et al.Earthquakes,records,and nonlinear responses[J].Earthquake Spectra,1998,14(3):469-500.
[16]Alavi B,Krawinkler H.Behavior of moment-resistingframe structures subjected to near-fault ground motions[J].Earthquake Engineering and Structural Dynamics,2004,33(6):687-706.
[17]Bazzurro P.Probabilistic seismic demand analysis[D].California,USA:Stanford University,1998:265-296.
[18]Mehanny S S F,Deierlein G G.Modelling andassessment of seismic performance of composite frameswith reinforced concrete columns and steel beams[D].California,USA:Stanford University,1999:267-274.
[19]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 US-Japan Workshop onPerformance-Based Seismic Design Methodology forReinforced Concrete Building Structures.Berkeley,CA:PEER,2000:10.
[20]Baker J W,Cornell C A.A vector-valued groundmotion intensity measure consisting of spectralacceleration and epsilon[J].Earthquake Engineeringand Structural Dynamics,2005,34(10):1193-1217.
[21]Baker J W,Cornell C A.Spectral shape,epsilon andrecord selection[J].Earthquake Engineering andStructural Dynamics,2006,35(9):1077-1095.
[22]Clough R W,Johnston S B.Effect of stiffnessdegradation on earthquake ductility requirements[C]//Proceedings of Japan Earthquake EngineeringSymposium.Tokyo,Japan:Architectural Institute ofJapan,1996.
[23]Mahin S A,Bertero V V.Nonlinear seismic response ofa coupled wall system[J].ASCE Journal of theStructural Division,1976,102(9):1759-1780.
[24]Ibarra L F,Medina R A,Krawinkler H.Hystereticmodels that incorporate strength and stiffnessdeterioration[J].Earthquake Engineering andStructural Dynamics,2005,34(12):1489-1511.
[25]Bernal D.Amplification factors for inelastic dynamicp-Δeffects in earthquake analysis[J].EarthquakeEngineering and Structural Dynamics,1987,15(5):635-651.
[26]Asimakopoulos A V,Karabalis D L,Beskos D E.Inclusion of P-Δeffect in displacement-based seismicdesign of steel moment resisting frames[J].EarthquakeEngineering and Structural Dynamics,2007,36(14):2171-2188.
[27]Pacific Earthquake Engineering Research Center(PEER).NGA-Next generation attenuation project[DB/OL].[2012-02-04]http://peer.berkeley.edu/nga/.
[28]Watson-Lamprey J,Abrahamson N.Selection of groundmotion time series and limits on scaling[J].SoilDynamics and Earthquake Engineering,2006,26(5):477-482.
[29]Araki Y,Hjelmstad K D.Criteria for assessing dynamiccollapse of elastoplastic structural systems[J].Earthquake Engineering and Structural Dynamics,2000,29(8):1177-1198.
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