考虑强余震影响的变形和能量地震损伤模型
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摘要
根据主震和余震关系,合成强余震地震波,基于能量等效原理由主震波和两条强余震波拟合等效地震波.以某连续梁桥为研究对象,采用位移法和能量法,给出主震地震波和等效地震波作用下,桥墩的最大位移和滞回耗能,评估桥梁损伤情况,揭示强余震对结构损伤的影响规律.引入变形和能量损伤提高系数,对Park-Ang模型进行修正,提出了强余震影响下的变形和能量双参数地震损伤模型,通过算例分析验证了该模型的可靠性.
According to the equivalent energy principle and based on the relationship of main shock and aftershock,the equivalent seismic waves were formed by combining various main shock seismic waves and two corresponding strong aftershock seismic waves.Taking a continuous girder as an example,the maximum displacement and hysteretic energy were obtained with the displacement method and energy method under the action of the main seismic wave and equivalent seismic wave.The impacts of strong aftershock on the damage of structure were revealed.The displacement and energy improvement coefficients were introduced to modify the Par-Ang model.Double parameters seismic damage model considering the deformation and energy due to strong aftershock were proposed.The reliability of the new model was verified by means of calculating the another continuous bridge.
According to the equivalent energy principle and based on the relationship of main shock and aftershock,the equivalent seismic waves were formed by combining various main shock seismic waves and two corresponding strong aftershock seismic waves.Taking a continuous girder as an example,the maximum displacement and hysteretic energy were obtained with the displacement method and energy method under the action of the main seismic wave and equivalent seismic wave.The impacts of strong aftershock on the damage of structure were revealed.The displacement and energy improvement coefficients were introduced to modify the Par-Ang model.Double parameters seismic damage model considering the deformation and energy due to strong aftershock were proposed.The reliability of the new model was verified by means of calculating the another continuous bridge.
引文
[1]中国地震台网中心.日本强烈地震强余震统计[EB/OL].2011-05-05[2011-05-11].http://www.csi.ac.cn.
[2]吕晓健,高孟潭,郝平,等.中国大陆7级大地震强余震震级和空间分布特征[J].地震,2011,30(2):61-70.
[3]吴开统,李文喜.强余震的灾害评估[J].中国地震,1995,11(4):368-373.
[4]Mishra O P,Kayal J R,Chakrabortty G K.印度尼尔巴群岛的震后调查以及地震构造的含义[J].美国地震学报,2007,97:71-85.(英文版)
[5]吴波,欧进萍.钢筋混凝土结构在主余震作用下的反应与损伤分析[J].建筑结构学报,1993,14(5):45-53.
[6]赵金宝.主余震作用下钢筋混凝土框架结构的破坏评估[D].北京:中国地震局地球物理研究所,2005.
[7]吴波,欧进萍.主震与余震的震级统计关系及其地震动模型参数[J].地震工程与工程震动,1993,13(3):28-34.
[8]马俊弛,窦远敏,苏经宇,等.考虑接连两次地震影响的建筑物震害分析方法[J].地震工程与工程振动,2004,24(1):59-62.
[9]Park Y J,Ang A H-S,Wen Y K.混凝土的地震损伤模型[J].结构工程,ASCE,1985,111(4):722-739.(英文版)
[10]肖明葵.基于性能的抗震结构位移及能量反应分析方法研究[D].重庆:重庆大学,2004.
[11]牛荻涛.基于弹塑性随机动力分析的抗震结构概率设计理论与方法[D].哈尔滨:哈尔滨建筑工程学院,1991.
[12]Fajfar P,Gaspersic P.N2地震能量方法分析钢筋混凝土建筑[J].地震工程与结构动力学,1996,25:31-46.(英文版)
[13]Trifunac M D,Brady A G.关于强震地面运动的持续时间研究[J].美国地震学报,1975,65:23-26.(英文版)
[1]Earthquake Station Web of China.Statistic of strong after-shock in Japan[EB/OL].2011-05-05[2011-05-11].http://www.csi.ac.cn.(in Chinese)
[2]LUXiao-jian,GAO Meng-tan,HAO Ping,et al.Magni-tude and spatial distribution of strong aftershocks of M7earthquakes in mainland China[J].Earthquake,2011,30(2):61-70.(in Chinese)
[3]WU Kai-tong,LI Wen-xi.The disaster assessment ofstrong aftershocks[J].Chinese Earthquake,1995,11(4):368-373.(in Chinese)
[4]Mishra O P,Kayal J R,G K Chakrabortty.Aftershockinvestigation in the Andaman-Nicobar Islands of India andits seismotectionic implications[J].Bulletin of the Seis-mological Society of America,2007,97:71-85.
[5]WUBo,OUJin-ping.the analysis of the response and thedamage of the reinforced concrete under the action of theprimary and aftershocks[J].The Journal of BuildingStructure,1993,14(5):45-53.(in Chinese)
[6]ZHAO Jin-bao.The Damage Evaluation to the ReinforcedConcrete s Frame Structure under the Action of the Main-shock-aftershock[D].Beijing:China Seismological Bu-reau Geophysical Institute,2005.(in Chinese)
[7]WU Bo,OU Jin-ping.The statistics relation of main-shock-aftershock and its seismic information liquiditymodel parameters[J].Earthquake Engineering and En-gineering Vibration,1993,13(3):28-34.(in Chinese)
[8]MA Jun-chi,DOU Yuan-min,SU Jing-yu,MA Dong-hui.The analytical approach to the two successive earth-quakes that influenced the building damage[J].Earth-quake Engineering and Engineering Vibration,2004,24(1):59-62.(in Chinese)
[9]Park Y J,Ang A H-S,Wen Y K.Seismic damage modelfor concrete[J].Journal of Structural Engineering,ASCE,1985,111(4):722-739.
[10]XIAO Ming-kui.Analysis Method of Displacement andEnergy Responses for Evaluating the performance of Seis-mic Structures[D].Chongqing:Chongqing University,2004.(in Chinese)
[11]NIU Di-tao.The Design Theory and Method of the Anti-seismic Structure Probability on the Basis of the Elastoplas-ticity the Random Dynamic Analysis[D].Harbin:Har-bin Architectural and Civil Engineering Institute,1991.(in Chinese)
[12]Fajfar P,Gaspersic P.The N2 method for the seismicenergy analysis of RC buildings[J].Earthquake Engi-neering and Structural Dynamics,1996,25:31-46.
[13]Trifunac M D,Brady A G.A study of the duration ofstrong earthquake ground motion[J].Bulletin of theSeismological Society of America,1975,65:23-26.
[2]吕晓健,高孟潭,郝平,等.中国大陆7级大地震强余震震级和空间分布特征[J].地震,2011,30(2):61-70.
[3]吴开统,李文喜.强余震的灾害评估[J].中国地震,1995,11(4):368-373.
[4]Mishra O P,Kayal J R,Chakrabortty G K.印度尼尔巴群岛的震后调查以及地震构造的含义[J].美国地震学报,2007,97:71-85.(英文版)
[5]吴波,欧进萍.钢筋混凝土结构在主余震作用下的反应与损伤分析[J].建筑结构学报,1993,14(5):45-53.
[6]赵金宝.主余震作用下钢筋混凝土框架结构的破坏评估[D].北京:中国地震局地球物理研究所,2005.
[7]吴波,欧进萍.主震与余震的震级统计关系及其地震动模型参数[J].地震工程与工程震动,1993,13(3):28-34.
[8]马俊弛,窦远敏,苏经宇,等.考虑接连两次地震影响的建筑物震害分析方法[J].地震工程与工程振动,2004,24(1):59-62.
[9]Park Y J,Ang A H-S,Wen Y K.混凝土的地震损伤模型[J].结构工程,ASCE,1985,111(4):722-739.(英文版)
[10]肖明葵.基于性能的抗震结构位移及能量反应分析方法研究[D].重庆:重庆大学,2004.
[11]牛荻涛.基于弹塑性随机动力分析的抗震结构概率设计理论与方法[D].哈尔滨:哈尔滨建筑工程学院,1991.
[12]Fajfar P,Gaspersic P.N2地震能量方法分析钢筋混凝土建筑[J].地震工程与结构动力学,1996,25:31-46.(英文版)
[13]Trifunac M D,Brady A G.关于强震地面运动的持续时间研究[J].美国地震学报,1975,65:23-26.(英文版)
[1]Earthquake Station Web of China.Statistic of strong after-shock in Japan[EB/OL].2011-05-05[2011-05-11].http://www.csi.ac.cn.(in Chinese)
[2]LUXiao-jian,GAO Meng-tan,HAO Ping,et al.Magni-tude and spatial distribution of strong aftershocks of M7earthquakes in mainland China[J].Earthquake,2011,30(2):61-70.(in Chinese)
[3]WU Kai-tong,LI Wen-xi.The disaster assessment ofstrong aftershocks[J].Chinese Earthquake,1995,11(4):368-373.(in Chinese)
[4]Mishra O P,Kayal J R,G K Chakrabortty.Aftershockinvestigation in the Andaman-Nicobar Islands of India andits seismotectionic implications[J].Bulletin of the Seis-mological Society of America,2007,97:71-85.
[5]WUBo,OUJin-ping.the analysis of the response and thedamage of the reinforced concrete under the action of theprimary and aftershocks[J].The Journal of BuildingStructure,1993,14(5):45-53.(in Chinese)
[6]ZHAO Jin-bao.The Damage Evaluation to the ReinforcedConcrete s Frame Structure under the Action of the Main-shock-aftershock[D].Beijing:China Seismological Bu-reau Geophysical Institute,2005.(in Chinese)
[7]WU Bo,OU Jin-ping.The statistics relation of main-shock-aftershock and its seismic information liquiditymodel parameters[J].Earthquake Engineering and En-gineering Vibration,1993,13(3):28-34.(in Chinese)
[8]MA Jun-chi,DOU Yuan-min,SU Jing-yu,MA Dong-hui.The analytical approach to the two successive earth-quakes that influenced the building damage[J].Earth-quake Engineering and Engineering Vibration,2004,24(1):59-62.(in Chinese)
[9]Park Y J,Ang A H-S,Wen Y K.Seismic damage modelfor concrete[J].Journal of Structural Engineering,ASCE,1985,111(4):722-739.
[10]XIAO Ming-kui.Analysis Method of Displacement andEnergy Responses for Evaluating the performance of Seis-mic Structures[D].Chongqing:Chongqing University,2004.(in Chinese)
[11]NIU Di-tao.The Design Theory and Method of the Anti-seismic Structure Probability on the Basis of the Elastoplas-ticity the Random Dynamic Analysis[D].Harbin:Har-bin Architectural and Civil Engineering Institute,1991.(in Chinese)
[12]Fajfar P,Gaspersic P.The N2 method for the seismicenergy analysis of RC buildings[J].Earthquake Engi-neering and Structural Dynamics,1996,25:31-46.
[13]Trifunac M D,Brady A G.A study of the duration ofstrong earthquake ground motion[J].Bulletin of theSeismological Society of America,1975,65:23-26.
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