结构地震碰撞分析的线性粘弹性碰撞模型
|
摘要
针对结构地震碰撞模拟问题,该文中结合Kelvin模型和Hertz-damp模型构造了新的碰撞阻尼函数,提出了线性粘弹性碰撞模型,并基于现有的碰撞试验数据检验了其正确性和碰撞模拟精度。研究结果表明:线性粘弹性碰撞模型可以消除Kelvin模型中出现的撞击力跳跃和拉力的缺陷;相比其他常用的结构地震碰撞分析模型而言,线性粘弹性碰撞模型和Hertz-damp模型都具有较高的碰撞模拟精确度,且线性粘弹性碰撞模型的表达形式比Hertz-damp模型的更为简单易用。分析对比中还发现,如在碰撞模型中忽略碰撞过程中的耗能,数值模拟结果将会高估碰撞对结构的破坏效应。
In order to study the earthquake-induced pounding on structural responses,based on a new damping function,a linear viscoelastic pounding model is proposed,which absorbs the advantages of Kelvin and Hertz-damp models.Then the effectiveness of the proposed model is verified by comparing the results of numerical analysis with results of two impact experiments.The results of the study indicate that the initial jump of the pounding force and negative pounding force before separation in a Kelvin model can be thoroughly eliminated in the proposed model.Both the linear viscoelastic and Hertz-damp models can give relatively precise results in simulating the pounding force time histories compared to other commonly used pounding models.Moreover,an advantage of the proposed model is that it has a simpler expression compared to the Hertz-damp model.This implies that the proposed model can be much easier to be used in the pounding simulation.It is also found that it will lead to overestimation of damage effects if the energy loss is neglected during pounding simulation.
In order to study the earthquake-induced pounding on structural responses,based on a new damping function,a linear viscoelastic pounding model is proposed,which absorbs the advantages of Kelvin and Hertz-damp models.Then the effectiveness of the proposed model is verified by comparing the results of numerical analysis with results of two impact experiments.The results of the study indicate that the initial jump of the pounding force and negative pounding force before separation in a Kelvin model can be thoroughly eliminated in the proposed model.Both the linear viscoelastic and Hertz-damp models can give relatively precise results in simulating the pounding force time histories compared to other commonly used pounding models.Moreover,an advantage of the proposed model is that it has a simpler expression compared to the Hertz-damp model.This implies that the proposed model can be much easier to be used in the pounding simulation.It is also found that it will lead to overestimation of damage effects if the energy loss is neglected during pounding simulation.
引文
[1]Rosenblueth E,Meli R.The 1985 earthquake:Causesand effects in Mexico city[J].Concrete International,1986,8:23―34.
[2]Otsuka H,Unjoh S,Terayama T,Hoshikuma J,Kosa K.Damage to highway bridges by the 1995 HyogokenNanbu earthquake and the retrofit of highway bridges inJapan[R].Osaka:Third U.S.-Japan Workshop onSeismic Retrofit of Bridges,1996.
[3]范立础,李建中.汶川桥梁震害分析与抗震设计对策[J].公路,2009(5):122―128.Fan Lichu,Li Jianzhong.Earthquake-induced damageanalysis of bridges in Wenchuan earthquake and seismicdesign counter measures[J].Highway,2009(5):122―128.(in Chinese)
[4]Goldsmith W.Impact:The theory and physical behaviourof colliding solids[M].London:Edward Arnold,1960:182―184.
[5]Papadrakakis M,Mouzakis H,Plevris N,Bitzarakis S.Alagrange multiplier solution method for pounding ofbuildings during earthquakes[J].Earthquake Engineeringand Structural Dynamics,1991,20(11):981―998.
[6]Athanassiadou C J,Penelis G G,Kappos A J.Seismicresponse of adjacent buildings with similar or differentdynamic characteristics[J].Earthquake Spectra,1994,10(2):293―317.
[7]Malhotra P K.Dynamics of seismic pounding atexpansion joints of concrete bridges[J].Journal ofEngineering Mechanics,1998,124(7):794―802.
[8]Maison B F,Kasai K.Analysis for a type of structuralpounding[J].Journal of Structural Engineering,1990,116(4):957―977.
[9]Pantelides C P,Ma X.Linear and nonlinear pounding ofstructural systems[J].Computers and Structures,1998,66(1):79―92.
[10]Chau K T,Wei X X.Pounding of structures modeled asnon-linear impacts of two oscillators[J].EarthquakeEngineering and Structural Dynamics,2001,30(5):633―651.
[11]Anagnostopoulos S A.Pounding of buildings in seriesduring earthquakes[J].Earthquake Engineering andStructural Dynamics,1988,16(3):443―456.
[12]Anagnostopoulos S A.Equivalent viscous damping formodeling inelastic impacts in earthquake poundingproblems[J].Earthquake Engineering and StructuralDynamics,2004,33(8):897―902.
[13]Jankowski R,Wilde K,Fuzino Y.Pounding ofsuperstructure segments in isolated elevated bridgeduring earthquakes[J].Earthquake Engineering andStructural Dynamics,1998,27(5):487―502.
[14]Hunt K H,Crossley F R E.Coefficient of restitutioninterpreted as damping in vibroimpact[J].Journal ofApplied Mechanics,1975,42(2):440―445.
[15]Lankarani H M,Nikravesh P E.A contact force modelwith hysteresis damping for impact analysis of multibodysystems[J].Journal of Mechanical Design,1990,112(3):369―376.
[16]Susendar Muthukumar,Reginald Desroches.A Hertzcontact model with non-linear damping for poundingsimulation[J].Earthquake Engineering and StructuralDynamics,2006,35(7):811―828.
[17]李忠献,岳福青,周莉.地震时桥梁碰撞分析的等效Kelvin撞击模型[J].工程力学,2008,25(4):128―133.Li Zhongxian,Yue Fuqing,Zhou Li.Equivalent Kelvinimpact model for pounding analysis of bridges duringearthquake[J].Engineering Mechanics,2008,25(4):128―133.(in Chinese)
[18]王东升,王国新,冯启民.桥梁结构地震反应邻梁碰撞分析等效刚体模型[J].工程力学,2004,21(4):81―85.Wang Dongsheng,Wang Guoxin,Feng Qimin.Equivalent rigid-body compact model of poundingbetween adjacent bridge girders during earthquakes[J].Engineering Mechanics,2004,21(4):81―85.(inChinese)
[19]聂利英,李建中,范立础.地震作用下结构碰撞的模型参数及其影响分析[J].工程力学,2005,22(5):142―146.Nie Liying,Li Jianzhong,Fan Lichu.Selection ofpounding analysis parameters and its effects on structureunder earthquake[J].Engineering Mechanics,2005,22(5):142―146.(in Chinese)
[20]Marhefka D W,Orin D E.A compliant contact modelwith nonlinear damping for simulation of robotic systems[J].Transactions on Systems,Man,and Cybernetics-PartA:Systems and Humans,1999,29:566―572.
[21]Goland M,Wickersham P D,Dengler M A.Propagationof elastic impact in beams in bending[J].Journal ofApplied Mechanics,1955,22:1―7.
[22]Van Mier J G M,Pruijssers A F,Reinhardt H W,Monnier T.Load-time response of colliding concretebodies[J].Journal of Structural Engineering,1991,117(2):354―374.
[23]林成森.数值分析[M].北京:科学出版社,2006:311―312.Lin Chengsen.Numerical analysis[M].Beijing:SciencePress,2006:311―312.(in Chinese)
[2]Otsuka H,Unjoh S,Terayama T,Hoshikuma J,Kosa K.Damage to highway bridges by the 1995 HyogokenNanbu earthquake and the retrofit of highway bridges inJapan[R].Osaka:Third U.S.-Japan Workshop onSeismic Retrofit of Bridges,1996.
[3]范立础,李建中.汶川桥梁震害分析与抗震设计对策[J].公路,2009(5):122―128.Fan Lichu,Li Jianzhong.Earthquake-induced damageanalysis of bridges in Wenchuan earthquake and seismicdesign counter measures[J].Highway,2009(5):122―128.(in Chinese)
[4]Goldsmith W.Impact:The theory and physical behaviourof colliding solids[M].London:Edward Arnold,1960:182―184.
[5]Papadrakakis M,Mouzakis H,Plevris N,Bitzarakis S.Alagrange multiplier solution method for pounding ofbuildings during earthquakes[J].Earthquake Engineeringand Structural Dynamics,1991,20(11):981―998.
[6]Athanassiadou C J,Penelis G G,Kappos A J.Seismicresponse of adjacent buildings with similar or differentdynamic characteristics[J].Earthquake Spectra,1994,10(2):293―317.
[7]Malhotra P K.Dynamics of seismic pounding atexpansion joints of concrete bridges[J].Journal ofEngineering Mechanics,1998,124(7):794―802.
[8]Maison B F,Kasai K.Analysis for a type of structuralpounding[J].Journal of Structural Engineering,1990,116(4):957―977.
[9]Pantelides C P,Ma X.Linear and nonlinear pounding ofstructural systems[J].Computers and Structures,1998,66(1):79―92.
[10]Chau K T,Wei X X.Pounding of structures modeled asnon-linear impacts of two oscillators[J].EarthquakeEngineering and Structural Dynamics,2001,30(5):633―651.
[11]Anagnostopoulos S A.Pounding of buildings in seriesduring earthquakes[J].Earthquake Engineering andStructural Dynamics,1988,16(3):443―456.
[12]Anagnostopoulos S A.Equivalent viscous damping formodeling inelastic impacts in earthquake poundingproblems[J].Earthquake Engineering and StructuralDynamics,2004,33(8):897―902.
[13]Jankowski R,Wilde K,Fuzino Y.Pounding ofsuperstructure segments in isolated elevated bridgeduring earthquakes[J].Earthquake Engineering andStructural Dynamics,1998,27(5):487―502.
[14]Hunt K H,Crossley F R E.Coefficient of restitutioninterpreted as damping in vibroimpact[J].Journal ofApplied Mechanics,1975,42(2):440―445.
[15]Lankarani H M,Nikravesh P E.A contact force modelwith hysteresis damping for impact analysis of multibodysystems[J].Journal of Mechanical Design,1990,112(3):369―376.
[16]Susendar Muthukumar,Reginald Desroches.A Hertzcontact model with non-linear damping for poundingsimulation[J].Earthquake Engineering and StructuralDynamics,2006,35(7):811―828.
[17]李忠献,岳福青,周莉.地震时桥梁碰撞分析的等效Kelvin撞击模型[J].工程力学,2008,25(4):128―133.Li Zhongxian,Yue Fuqing,Zhou Li.Equivalent Kelvinimpact model for pounding analysis of bridges duringearthquake[J].Engineering Mechanics,2008,25(4):128―133.(in Chinese)
[18]王东升,王国新,冯启民.桥梁结构地震反应邻梁碰撞分析等效刚体模型[J].工程力学,2004,21(4):81―85.Wang Dongsheng,Wang Guoxin,Feng Qimin.Equivalent rigid-body compact model of poundingbetween adjacent bridge girders during earthquakes[J].Engineering Mechanics,2004,21(4):81―85.(inChinese)
[19]聂利英,李建中,范立础.地震作用下结构碰撞的模型参数及其影响分析[J].工程力学,2005,22(5):142―146.Nie Liying,Li Jianzhong,Fan Lichu.Selection ofpounding analysis parameters and its effects on structureunder earthquake[J].Engineering Mechanics,2005,22(5):142―146.(in Chinese)
[20]Marhefka D W,Orin D E.A compliant contact modelwith nonlinear damping for simulation of robotic systems[J].Transactions on Systems,Man,and Cybernetics-PartA:Systems and Humans,1999,29:566―572.
[21]Goland M,Wickersham P D,Dengler M A.Propagationof elastic impact in beams in bending[J].Journal ofApplied Mechanics,1955,22:1―7.
[22]Van Mier J G M,Pruijssers A F,Reinhardt H W,Monnier T.Load-time response of colliding concretebodies[J].Journal of Structural Engineering,1991,117(2):354―374.
[23]林成森.数值分析[M].北京:科学出版社,2006:311―312.Lin Chengsen.Numerical analysis[M].Beijing:SciencePress,2006:311―312.(in Chinese)
版权所有：© 2023 中国地质图书馆 中国地质调查局地学文献中心