近断层区域减隔震铁路桥梁地震动强度指标选取研究
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摘要
为选取适用于近断层区域减隔震铁路桥梁的地震动强度指标,完善近断层区域减隔震桥梁基于性能抗震设计方法,从NGA-West2数据库中选取了236条近断层脉冲地震记录作为输入地震激励,采用单自由度Bouc-Wen非线性模型模拟减隔震桥梁力学特性,应用MATLAB编制计算程序,对强度折减系数R=1~8,初始周期在0.5~3 s范围内的Bouc-Wen单自由度模型进行了非线性时程分析。然后选用位移响应峰值结果作为地震工程需求参数,基于相关性、可行性、有效性三项评判准则评价了25个地震动强度指标的合理性。研究结果表明:近断层区域,短周期(0.5~1 s)减隔震桥梁选用有效峰值速度EPV进行抗震分析和评估较为合理;中等周期(1~2 s)减隔震桥梁宜选用Fajfar指标IF;有效峰值位移EPD可作为长周期(2~3 s)减隔震桥梁抗震分析和评估推荐指标;在全部周期(0.5~3 s)范围内,峰值速度PGV均适用。
The purpose of this essay isto select the appropriate ground motion intensity measures( IMs) and improve performance-based seismic design method for isolated bridges in near-fault regions. 236 pulse-like seismic records were chose from NGA-West2 database as input seismic excitations. The nonlinear Bouc-Wen single degree freedom model was applied to simulate the mechanical characteristic of isolated bridge. Under situations of R = 1 ~ 8,BoucWen SDOF models( initial periods in the range of 0. 5 ~ 3 s) were conducted nonlinear time-history analysis by MATLAB program. The peak displacement response was selected as earthquake engineering demand parameter. Rationality of 25 IMs were assessed based on three criterions: relativity,feasibility and validity. The results showed that: in near fault regions,it is more appropriate to select EPV as IM to conduct seismic analysis and assessment for short periods( 0. 5 ~ 1 s) isolated bridges; Fajfar index IFcould be selected for medium periods( 1 ~ 2 s) isolated bridges; EPD is recommended as IM for long periods( 2 ~ 3 s) isolated bridges; PGV are applicable in whole period( 0. 5 ~ 3 s) range.
The purpose of this essay isto select the appropriate ground motion intensity measures( IMs) and improve performance-based seismic design method for isolated bridges in near-fault regions. 236 pulse-like seismic records were chose from NGA-West2 database as input seismic excitations. The nonlinear Bouc-Wen single degree freedom model was applied to simulate the mechanical characteristic of isolated bridge. Under situations of R = 1 ~ 8,BoucWen SDOF models( initial periods in the range of 0. 5 ~ 3 s) were conducted nonlinear time-history analysis by MATLAB program. The peak displacement response was selected as earthquake engineering demand parameter. Rationality of 25 IMs were assessed based on three criterions: relativity,feasibility and validity. The results showed that: in near fault regions,it is more appropriate to select EPV as IM to conduct seismic analysis and assessment for short periods( 0. 5 ~ 1 s) isolated bridges; Fajfar index IFcould be selected for medium periods( 1 ~ 2 s) isolated bridges; EPD is recommended as IM for long periods( 2 ~ 3 s) isolated bridges; PGV are applicable in whole period( 0. 5 ~ 3 s) range.
引文
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[21]Loh C H,Wan S,Liao Wen-i.Effects of hysteretic model on seismic demands:consideration of near-fault ground motions[J].The Structural Design of Tall Buildings,2002,11(3):155-169.
[22]Anderson J C,Bertero V V.Uncertainties in establishing design earthquakes[J].Journal of Structural Engineering[J].Journal of Structural Engineering,1987,113(8):1709-1724.
[23]Ismail M,Ikhouane F,Rodellar J.The hysteresis Bouc-Wen model,a survey[J].Archives of Computational Methods in Engineering,2009,16(2):161-188.
[24]Cornell C A,Krawinkler H.Progress and challenges in seismic performance assessment[J].Peer Center News,2000,3(2):1-3.
[25]Nielson B G.Analytical fragility curves for highway bridges in moderate seismic zones[D].Atlanta:Georgia Institute of Technology,2005.
[2]李雪红,李晔暄,吴迪,等.地震动强度指标与结构地震响应的相关性研究[J].振动与冲击,2014,33(23):184-189.LI Xuehong,LI Yexuan,WU Di,et al.Correlation between ground motion intensity and structural seismic response[J].Journal of Vibration and Shock,2014,33(23):184-189.(in Chinese)
[3]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 on earthquake intensities for seismic analysis of structures[J].Earthquake Engineering and Engineering Dynamics,2009,29(4):9-22.(in Chinese)
[4]王建民,朱晞.地面运动强度度量参数与双线性单自由度系统变形需求的相关性研究[J].地震学报,2006,28(1):76-84.WANG Jianmin,ZHU Xi.Correlation study between ground motion intensity measure parameters and deformation demands for bilinear SDOF systems[J].ACTA Seismologica Sinica,2006,28(1):76-84.(in Chinese)
[5]Padgett J E,Nielson B G,Desroches R.Selection of optimal intensity measures in probabilistic seismic demand models of highway bridge portfolios[J].Earthquake Engineering&Structural Dynamics,2008,37(5):711-725.
[6]韩建平,周伟,李慧.基于汶川地震数据的地震动强度指标与中长周期SDOF体系最大响应相关性[J].工程力学,2011,28(10):185-196.HAN Jianping,ZHOU Wei,LI Hui.Correlation between ground motion intensity indices and SDOF system responses with medium-to-long period based on the Wenchuan earthquake data and SDOF system responses with medium-to-long period based on the Wenchuan earthquake data[J].Engineering Mechanics,2011,28(10):185-196.(in Chinese)
[7]陈亮,李建中.大跨径桥梁结构概率地震需求分析中地面运动强度参数的优化选择[J].振动与冲击,2011,30(10):91-97.CHEN Liang,LI Jianzhong.Optimal selection of ground motion intensity measures for probabilistic seismic demand analysis of long-span bridge structures[J].Journal of Vibration and Shock,2011,30(10):91-97.(in Chinese)
[8]陈力波,郑凯锋,栗怀广,等.概率性地震需求分析中地震动强度指标的比较与选择[J].地震工程与工程振动,2012,32(6):23-31.CHEN Libo,ZHENG Kaifeng,LI Huaiguang,et al.Comparison and selection of ground motion intensity measures in probabilistic seismic demand analysis[J].Earthquake Engineering and Engineering Dynamics,2012,32(6):23-31.(in Chinese)
[9]代慧娟,白国良,王博,等.近断层滑冲型地震动频谱特性及强度指标研究[J].西安建筑科技大学学报:自然科学版,2013,45(3):383-390.DAI Huijuan,BAI Guoliang,WANG Bo,et al.Study on spectral characteristics and intensity indices of near-fault fling-step-type ground motions[J].Journal of Xi'an University of Architecture&Technology,2013,45(3):383-390.(in Chinese)
[10]董尧荣,成羽,白国良.近断层地震动反应谱特性与强度指标分析[J].工业建筑,2015,45(7):102-107,8.DONG Yaorong,CHENG Yu,BAI Guoliang.Analysis of spectral characteristics and intensity indices for near-fault ground motions[J].Industrial Construction,2015,45(7):102-107,8.(in Chinese)
[11]Baker J W.Quantitative classification of near-fault ground motions using Wavelet Analysis[J].Bulletin of the Seismological Society of America,2007,97(5):1486-1501.
[12]Shahi S K,Baker J W.An empirically calibrated framework for including the effects of near-fault directivity in probabilistic seismic hazard analysis[J].Bulletin of the Seismological Society of America,2011,101(2):742-755.
[13]Riddell R,Garcia J E.Hysteretic energy spectrum and damage control[J].Earthquake Engineering&Structural Dynamics,2001,30(12):1791-1816.
[14]Fajfar P,Vidic T,Fischinger M.Seismic demand in medium-and long-period structures[J].Earthquake Engineering&Structural Dynamics,1989,18(8):1133-1144.
[15]Arias A.A measure of earthquake intensity,in seismic design for nuclear power plants[M].Cambridge,Massachusetts:Massachusetts Institute of Technology Press,1970:438-469.
[16]叶献国.地震强度指标定义的客观评价[J].合肥工业大学学报(自然科学版),1998,21(06):11-15.YE Xianguo.The objective evaluation of earthquake intensity measure definitions[J].Journal of Hefei University of Technology,1998,21(06):11-15.(in Chinese)
[17]Nau J M,Hhall W J.Scaling methods for earthquake response spectra[J].Journal of Structural Engineering,1984,110(7):1533-1548.
[18]Housner G W.Measures of severity of earthquake ground shaking[C]//Proceedings of the US National Conference on Earth,1975:25-33.
[19]Park Y J,Aag A S,Wan Y-k.Seismic damage analysis of reinforced concrete buildings[J].Journal of Structural Engineering,1985,111(4):740-757.
[20]Applied Technology Council.Structural engineers association of California.tentative provisions for the development of seismic regulations for buildings:a cooperative effort with the design professions,building code interests,and the research community[M].Washington,D.C.:Department of Commerce,National Bureau of Standards,1978.
[21]Loh C H,Wan S,Liao Wen-i.Effects of hysteretic model on seismic demands:consideration of near-fault ground motions[J].The Structural Design of Tall Buildings,2002,11(3):155-169.
[22]Anderson J C,Bertero V V.Uncertainties in establishing design earthquakes[J].Journal of Structural Engineering[J].Journal of Structural Engineering,1987,113(8):1709-1724.
[23]Ismail M,Ikhouane F,Rodellar J.The hysteresis Bouc-Wen model,a survey[J].Archives of Computational Methods in Engineering,2009,16(2):161-188.
[24]Cornell C A,Krawinkler H.Progress and challenges in seismic performance assessment[J].Peer Center News,2000,3(2):1-3.
[25]Nielson B G.Analytical fragility curves for highway bridges in moderate seismic zones[D].Atlanta:Georgia Institute of Technology,2005.