基于Pushover的近海隔震桥梁性态指标量化分析
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摘要
针对目前我国近海隔震桥梁抗震性态指标量化的研究现状,引入基于性态的抗震设计思想,利用Pushover分析方法建立量化指标限值。给出近海隔震桥梁的性态水准合理划分,选取位移延性比和支座剪应变作为量化指标,利用公式法和Pushover法计算量化指标限值。选取3条天然地震波对近海隔震桥梁进行增量动力时程分析,得到结构在不同PGA作用下的位移响应。根据不同强度地震动作用下墩顶位移和支座变形情况,与本文计算的性态指标限值进行比较分析。研究结果表明:对于低墩桥梁,公式法计算量化指标限值相较于Pushover法偏小,采用Pushover法能合理地确定性态指标,可为近海隔震低墩桥梁性态设计和易损性分析提供可行的量化分析方法。
The limit value of quantitative index were given according to the performance-based seismic design idea using the method of Pushover considering the current anti-seismic performance index qualifying research of offshore isolated bridge. A classification of performance levels on the offshore isolated bridge was provided, displacement ductility ratio and shear strain of the isolated bearing were selected as the quantitative indexes, and the quantitative index limits were calculated with the formula method and Pushover method respectively. Three ground motion records under different PGA levels were chosen to calculate the displacement response of offshore isolated bridge using the method of incremental dynamic analysis. Compared with the mentioned performance index limits, the pier displacement and bearing deformation were calculated under different strengths of ground motion. The results indicate that for the low pier bridge, the Pushover method calculates reasonable performance indexes and can provide a feasible and reasonable calculation method for performance design and vulnerability analysis of offshore isolated bridge compared with the formula method by which the calculated results are smaller than the Pushover method.
The limit value of quantitative index were given according to the performance-based seismic design idea using the method of Pushover considering the current anti-seismic performance index qualifying research of offshore isolated bridge. A classification of performance levels on the offshore isolated bridge was provided, displacement ductility ratio and shear strain of the isolated bearing were selected as the quantitative indexes, and the quantitative index limits were calculated with the formula method and Pushover method respectively. Three ground motion records under different PGA levels were chosen to calculate the displacement response of offshore isolated bridge using the method of incremental dynamic analysis. Compared with the mentioned performance index limits, the pier displacement and bearing deformation were calculated under different strengths of ground motion. The results indicate that for the low pier bridge, the Pushover method calculates reasonable performance indexes and can provide a feasible and reasonable calculation method for performance design and vulnerability analysis of offshore isolated bridge compared with the formula method by which the calculated results are smaller than the Pushover method.
引文
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[17]梁智垚.桥梁高墩位移延性能力计算方法研究[J].工程抗震与加固改造,2005,27(5):57-62(Liang Zhiyao.Study on calculational methods of displacement ductility capacity of tall pier[J].Earthquake Resistant Engineering and Retrofitting,2005,27(5):57-62(in Chinese))
[2]孙颖,卓卫东,房贞政.规则桥梁抗震性能水准的定义及其量化描述[J].地震工程与工程振动,2011,31(5):104-112(Sun Ying,Zhuo Weidong,Fang Zhenzheng.Definition and quantified description of seismic performance levels for regular bridges[J].Journal of Earthquake Engineering and Engineering Vibration,2011,31(5):104-112(in Chinese))
[3]刘艳辉,赵世春,强士中.城市高架桥抗震性能水准的量化[J].西南交通大学学报,2010,45(1):54-58,64(Liu Yanhui,Zhao Shichun,Qiang Shizhong.Quantification of seismic performance levels for urban viaduct[J].Journal of Southwest Jiaotong University,2010,45(1):54-58,64(in Chinese))
[4]邹勤,马玉宏,崔杰.近海隔震桥梁基于性态的抗震设防标准[J].自然灾害学报,2014,23(1):57-63(Zou Qin,Ma Yuhong,Cui Jie.Performance-based seismic fortification criteria for offshore isolated bridge[J].Journal of Natural Disasters,2014,23(1):57-63(in Chinese))
[5]California Office of Emergency Service.Performance based seismic engineering of buildings[S].Version 2000.California:Version 2000 Committee,Structural Engineering Association of California,1995
[6]ATC40 Seismic evaluation and retrofit of concrete building[S].Red Wood City,California:Applied Technology Council,1996
[7]FEMA273.NEHRP Commentary on the Guidelines for the Rehabilitation of Buildings[R].Washington,DC:Federal Emergency Management Agency,1996
[8]CECS 01060:2004建筑工程抗震性态设计通则(试用)[S].北京:中国计划出版社,2004(CECS 01060:2004 General rule for performance-based seismic design of building[S].Beijing:China Planning Press,2004(in Chinese))
[9]HAZUS99.Earthquake loss estimation methodology[R].California:National Institute of Building for the Federal Emergency Management Agency,1999
[10]杜永峰,王光环.基础隔震钢筋混凝土框架结构的性能水准划分与量化分析[J].工程抗震与加固改造,2013,35(6):87-92,97(Du Yongfeng,Wang Guanghuan.Performance levels classification and performance index quantitative analysis of base-isolated RC frame[J].Earthquake Resistant Engineering and Retrofitting,2013,35(6):87-92,97(in Chinese))
[11]范立础,卓卫东.桥梁延性抗震设计[M].北京:人民交通出版社,2001(Fan Lichu,Zhuo Weidong.Ductility seismic design of bridge[M].Beijing:People’s Communications Publishing House,2001(in Chinese))
[12]Wang H,刘晶波.地震作用下钢筋混凝土桥梁结构易损性分析[J].土木工程学报,2004,37(6):47-51(Wang H,Liu Jingbo.Seismic fragility analysis of reinforced concrete bridges[J].China Civil Engineering Journal,2004,37(6):47-51(in Chinese))
[13]Zhang Jian,Huo Yili.Evaluating effectiveness and optimum design of isolation devices for highway bridges using the fragility function method[J].Engineering Structures,2009,31:1648-1660
[14]Choi E,Des Roches R,Nielson B.Seismic fragility of typical bridges in moderate seismic zones[J].Engineering Structures,2004,26:187-199
[15]李立峰,吴文朋,黄佳梅,等.板式橡胶支座地震易损性分析[J].湖南大学学报,2011,38(11):1-6(Li Lifeng,Wu Wenpeng,Huang Jiamei,et al.Research on the seismic vulnerability analysis of laminated rubber bearing[J].Journal of Hunan University,2011,38(11):1-6(in Chinese))
[16]JIG/T B02-01-2008公路桥梁抗震设计细则[S].北京:人民交通出版社,2008(JTG T B02-01-2008 Guidelines for seismic design of highway bridge[S].Beijing:China Communications Press,2008(in Chinese))
[17]梁智垚.桥梁高墩位移延性能力计算方法研究[J].工程抗震与加固改造,2005,27(5):57-62(Liang Zhiyao.Study on calculational methods of displacement ductility capacity of tall pier[J].Earthquake Resistant Engineering and Retrofitting,2005,27(5):57-62(in Chinese))
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