考虑强地面运动持时的概率分布对桥梁结构概率地震需求的影响
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摘要
根据桥梁所在场地条件,选择合理的谱加速度衰减关系生成场地中值加速度反应谱,选择合理的持时衰减关系,抽取持时样本,生成2个匹配场地中值加速度反应谱的人工波库,对1座钢筋混凝土桥墩进行非线性动力时程分析,将持时对于EDP概率预计和PSDM的影响与幅值和频谱的影响进行解耦。得到以下结论:(1)考虑持时的分布与否对于EDP概率预计的影响不大,但可以有效地减小离散度,而且对能量需求参数的影响大于对位移需求参数。(2)当选择结构第1模态周期谱加速度和合理的能量需求参数分别作为地面运动强度参数和EDP建立概率地震需求模型时,可以通过选择地震波来考虑持时的影响。
The median acceleration response spectrum and samples of duration were obtained from the reasonable spectral acceleration attenuation relationship and duration attenuation relationship respectively according to site conditions.Two bins of artificial accelerograms compatible with the median acceleration response spectra were generated.The influences of duration,frequency spectrum and amplitude on EDP probability estimates and PSDM were uncoupled.The conclusions are drawn that(1)EDP probability estimates are influenced seldom but dispersions are reduced effectively whether considering duration distribution or not,the influence on energy EDP is more than on displacement EDP;(2)when the first mode period spectral acceleration and reasonable energy EDP are regarded as intensity measure(IM) and EDP respectively to develop probabilistic seismic demand models(PSDMs),the influence of the probability distribution of duration can be considered by the selection of earthquake strong-motions.
The median acceleration response spectrum and samples of duration were obtained from the reasonable spectral acceleration attenuation relationship and duration attenuation relationship respectively according to site conditions.Two bins of artificial accelerograms compatible with the median acceleration response spectra were generated.The influences of duration,frequency spectrum and amplitude on EDP probability estimates and PSDM were uncoupled.The conclusions are drawn that(1)EDP probability estimates are influenced seldom but dispersions are reduced effectively whether considering duration distribution or not,the influence on energy EDP is more than on displacement EDP;(2)when the first mode period spectral acceleration and reasonable energy EDP are regarded as intensity measure(IM) and EDP respectively to develop probabilistic seismic demand models(PSDMs),the influence of the probability distribution of duration can be considered by the selection of earthquake strong-motions.
引文
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[3]LEE T H,KHALID M.MOSALAM.Probabilistic Seismic Eval-uation of Reinforced Concrete Structural Components and Sys-tems[R].California:Pacific Earthquake Engineering Re-search Center,University of California,Berkeley,CA,2006.
[4]TRIFUNAC M D,BRADY A G.A Study on the Duration ofStrong Earthquake Ground Motion[J].Bulletin of the Seis-mological Society of America,1975,65(3):581-626.
[5]DOBRY R,IDRISS I M,NG E.Duration Characteristics of Hori-zontal Components of Strong-motion Earthquake Records[J].Bu-lletin of the Seismological Society of America,1978,68(5):1487-1520.
[6]SARMA,S K,CASEY B J.Duration of Strong Motion inEarthquake[C]//Proceedings of the 9th World Conference onEarthquake Engineering.Tokyo Japan:Proceedings of the 9thWorld Conference on Earthquake Engineering,1990:174-179.
[7]BOLT B A.Duration of Strong Ground Motion[C]//Proceed-ings of the 5th World Conference on EarthquakeEngineering.Rome:Proceedings of the 5th World Conferenceon Earthquake Engineering,1973:1304-1313.
[8]HARMSEN S,FRANKEL A.Geographical Deaggregation of Seis-mic Hazard in the United States[J].Bulletin of the SeismologicalSociety of America,2001,91(1):13-26.
[9]ABRAHANMSON N A,SILVA W J.Empirical Response Spec-tral Attenuation Relations for Shallow Crustal Earthquake[J].Seismological Research Letters,1997,68(1):94-127.
[10]SHOME N,CORNELL C A.,BAZZURRO P,et al.Ea-rthquakes Records and Nonlinear Responses[J].EarthquakeSpectral,1998,14(3):469-500.
[11]JONGWON L,RUSSELL A.G.Empirical Strong Motion Dura-tion Relationships for the Central/Eastern US[C]//EasternSection SSA 2007 Annual Meeting.Pennsylvania:2007.
[12]BENJAMIN J R,CORNELL C A.Probability,Statistics andDecision for Civil Engineers[M].New York:McGraw-Hill,Inc,.1963.
[13]胡聿贤.地震工程学[M].2版.北京:地震出版社,2006:150-173.HU Yuxian.Earthquake Engineering[M].2nd ed.E Beijing:Earthquake Publishing House,2006:150-173.
[14]CHAI T H,ROMSTAD K M,BIRD S M.Energy-based LinearDamage Model for High-intensity Seismic Loading[J].Stru-ctural Engineering,1995,121(5):857-864.
[15]EI BAHY A,KUNNATH S K,STONE W C,et al.Cum-ulative Seismic Damage of Circular Bridge Columns:Bench-mark and Low-cycle Fatigue Tests[J].ACI Structural Jour-nal,1999,96(4):633-641.
[16]KRAWINKLER H,ZOHREI M.Cumulative Damage in SteelStructures Subjected to Earthquake Ground Motions[J].Co-mputStruct,1983,16(1-4):531-541.
[17]MANDER J B,PANTHAKI F D,KASALANATI A.Low-cycleFatigue Behavior of Reinforcing Steel[J].J.Mater.CivilEng.,ASCE,1994,6(4):453-468.
[18]JULIAN J B,GUIDO M,JONATHAN H,et al.Influence ofStrong-motion Duration on the Seismic Response of MasonryStructures[J].Bulletin of Earthquake Engineering,2004:21-26.
[19]BAKER J W.Vector-Valued Ground Motion Intensity Measuresfor Probabilistic Seismic Demand Analysis[D].California:Dept.of Civil and Environmental Engineering,Stanford Univer-sity,2005.
[20]JULIAN J B,GUIDO M,JONATHAN H,et al.The Influenceof Strong-motion Uuration on the Seismic Response of MasonryStructures[J].Bulletin of Earthquake Engineering,2004:21-26.
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