基于性能的桥梁结构概率地震需求分析
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摘要
该研究以概率地震需求分析为基础,建立了某特大桥梁结构无阻尼器和有阻尼器动力非线性模型,用增量动力分析,得到支座最大相对位移的地震响应,并定义了两个性能水准。给出了结构的易损性曲线,并对两个结构的易损性曲线进行了比较,结合地震危险性曲线,得到结构在50年内的地震需求危险性曲线。研究结果表明:不加阻尼器时50年内发生碰撞的超越概率接近极限超越概率,加阻尼器后能很好的满足性能水准要求;在小震中阻尼器对结构的抗震性能提高不是很明显,而在大震中能够对结构的抗震性能提高很多。
Based on probabilistic seismic demand analysis,this paper established the dynamic non-linear models of the bridge structure with and without dashpots.The maximum relative displacement of the activity bearings was obtained by incremental dynamic analysis and two performance levels were defined.The fragility curves of the two structures were presented and compared.Combining the fragility curve with seismic hazard curve,the 50 years demand hazard curves of the structure were obtained.The results show that,during fifty years,the exceeding probability of collision of the bridge without dashpots was close to the limit probability;nevertheless,it was decreased significantly with dashpots installed,such that the requirement of performance levels can be satisfied.During weak earthquakes,the effect of dashpots to improve structural seismic performance was not as evident as during strong earthquakes.
Based on probabilistic seismic demand analysis,this paper established the dynamic non-linear models of the bridge structure with and without dashpots.The maximum relative displacement of the activity bearings was obtained by incremental dynamic analysis and two performance levels were defined.The fragility curves of the two structures were presented and compared.Combining the fragility curve with seismic hazard curve,the 50 years demand hazard curves of the structure were obtained.The results show that,during fifty years,the exceeding probability of collision of the bridge without dashpots was close to the limit probability;nevertheless,it was decreased significantly with dashpots installed,such that the requirement of performance levels can be satisfied.During weak earthquakes,the effect of dashpots to improve structural seismic performance was not as evident as during strong earthquakes.
引文
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[13]申彦利,杨庆山,田玉基.基于概率的多点激励地震场强度参数研究[J].工程力学,2010,27(1):202―208.Shen Yanli,Yang Qingshan,Tian Yuji.Research onearthquake intensity measures of multiple supportexcitation based on probability[J].EngineeringMechanics,2010,27(1):202―208.(in Chinese)
[14]Choi E,DesRoches R,Nielson B.Seismic fragility oftypical bridges in moderate seismic zones[J].Engineering Structures,2004,26:187―199.
[15]Baker J W.Probabilistic structural response assessmentusing vector-valued intensity measures[J].EarthquakeEngineering and Structural Dynamic,2007,36:1861―1883.
[16]Sewll R T,Toro G R,McGuire R K.Impact of groundmotion characterization on conservatism and variabilityin seismic risk estimates[R].Rockville,MD,USA:US.Nuclear Regulatory Commission,Report NUREG/CR-6467,1996/7.
[17]Brendon A B,Dhakal P D.Error estimation ofclosed-form solution for annual rate of structural collapse[J].Earthquake Engineering and Structural Dynamic,2008,37:1721―1737.
[2]谢礼立,马玉宏.基于抗震性态的设防标准研究[J].地震学报,2002,24(2):200―209.Xie Lili,Ma Yuhong.Studies on performance-basedseismic design criterion[J].Acta Seismological Sinica,2002,24(2):200―209.(in Chinese)
[3]Song S.Structural reliability and seismic performance ofreinforced concrete building in the performance-baseddesign[D].Los Angeles:University of California,2001.
[4]Bazzurro P.Probabistic seismic demand analysis[D].California:Stanford University,1998.
[5]Shome N,Cornell C A,Bazzurro P.Earthquakes,records,and nonlinear responses[J].Earthquake Spectra,1998,14(3):467―500.
[6]Cornell C A.Engineering seismic risk analysis[J].Bulleting of the Seismological Society of America,1968,58(5):1583―1606.
[7]Yun Y S,Hamburger R O,Cornell C A,et al.Seismicperformance evaluation for steel moment frames[J].Structural Engineering,2002,128(4):534―545.
[8]Vamvatsikos D,Cornell C A.Incremental dynamicanalysis[J].Earthquake Engineering and StructuralDynamics,2002,31(3):491―514.
[9]Tothong P,Cornell C A.Probabilistic seismic demandanalysis using advanced ground motion intensitymeasure,attenuation relationships,and near-fault effects[R].University of California,Berkeley,USA:PacificEarthquake Engineering Research Center(PEER)Report,2006/11.
[10]北京金土木软件技术有限公司,中国建筑标准设计研究院.SAP2000中文版使用指南[M].北京:人民交通出版社,2006.Civil King Software Technology Co.,Ltd,China Instituteof Building Standard Design&Research.User Guide forChinese Version of SAP2000[M].Beijing:ChinaCommunications Press,2006.(in Chinese)
[11]Pacific Earthquake Engineering Research Certer.PEERstrong motion database[DB/OL].2005.http://peer.berkeley.edu/smcat/index.html
[12]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 betweenground motion intensity measure parameters anddeformations for bilinear SDOF systems[J].ActaSeismological Sinica,2006,28(1):76―84.(in Chinese)
[13]申彦利,杨庆山,田玉基.基于概率的多点激励地震场强度参数研究[J].工程力学,2010,27(1):202―208.Shen Yanli,Yang Qingshan,Tian Yuji.Research onearthquake intensity measures of multiple supportexcitation based on probability[J].EngineeringMechanics,2010,27(1):202―208.(in Chinese)
[14]Choi E,DesRoches R,Nielson B.Seismic fragility oftypical bridges in moderate seismic zones[J].Engineering Structures,2004,26:187―199.
[15]Baker J W.Probabilistic structural response assessmentusing vector-valued intensity measures[J].EarthquakeEngineering and Structural Dynamic,2007,36:1861―1883.
[16]Sewll R T,Toro G R,McGuire R K.Impact of groundmotion characterization on conservatism and variabilityin seismic risk estimates[R].Rockville,MD,USA:US.Nuclear Regulatory Commission,Report NUREG/CR-6467,1996/7.
[17]Brendon A B,Dhakal P D.Error estimation ofclosed-form solution for annual rate of structural collapse[J].Earthquake Engineering and Structural Dynamic,2008,37:1721―1737.
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