基于精细时程积分法的结构碰撞问题研究
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摘要
结构碰撞问题是影响其抗震性能的一个重要因素。利用精细积分法无条件稳定、精度高和受时间步长限制小的特点,将其用于结构碰撞问题的求解,并进行了公式推导;基于精细积分算法对相邻结构体系进行了碰撞力反应谱研究,考虑了碰撞刚度、初始间隙、阻尼比等参数变化对碰撞力的影响。结果表明,精细积分法用于结构的碰撞分析,计算精度和效率较高,对求解结构碰撞问题是适用的;对碰撞力反应谱分析表明,碰撞力峰值随碰撞刚度值的增大而增大,若使相邻结构的振动特性一致或具有足够大的相邻间隙,可最大限度地减小结构碰撞响应;短周期结构不易发生碰撞。
Pounding is one of important factor affecting seismic performance of structure. In this paper,precise time- integration method which is unconditionally stable,high precision and less time step restruction was put in action to solve the pounding problem,then corresponding formula were derived. Pounding force response spectrum of adjacent structure systems was studied with precise time- integration method,and the influence of parameters,such as impact stiffness,the initial gap and damping ratio on the pounding force was considered. The results show that the precise integration method for structural analysis of the pounding is high accuracy and efficiency,and is suitable for the structural pounding problem. The pounding force response spectrum analysis shows that,peak pounding force increases with increase of pounding stiffness value. If the vibration characteristics of the adjacent structures are consistent or adjacent gap is large enough,the pounding response of the structures would reduced significantly; pounding is not easy to happen for structure with lower period.
Pounding is one of important factor affecting seismic performance of structure. In this paper,precise time- integration method which is unconditionally stable,high precision and less time step restruction was put in action to solve the pounding problem,then corresponding formula were derived. Pounding force response spectrum of adjacent structure systems was studied with precise time- integration method,and the influence of parameters,such as impact stiffness,the initial gap and damping ratio on the pounding force was considered. The results show that the precise integration method for structural analysis of the pounding is high accuracy and efficiency,and is suitable for the structural pounding problem. The pounding force response spectrum analysis shows that,peak pounding force increases with increase of pounding stiffness value. If the vibration characteristics of the adjacent structures are consistent or adjacent gap is large enough,the pounding response of the structures would reduced significantly; pounding is not easy to happen for structure with lower period.
引文
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[7]N M Newmark.A method of computation for structural dynamics[J].Journal of Engineering Mechanics,1959,85(3):249-260.
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[14]Zanardo G,Hao H,Modena C.Seismic response of multi-span simply supported bridges to a spatially varying earthquake ground motion[J].Earthquake Engineering and Structural Dynamics,2002,31:1325-1345.
[15]Zhu P,Abe M,Fujino Y.Modelling three‐dimensional non‐linear seismic performance of elevated bridges with emphasis on pounding of girders[J].Earthquake engineering&structural dynamics,2002,31(11):1891-1913.
[16]Jankowski R.Non‐linear viscoelastic modelling of earthquake‐induced structural pounding[J].Earthquake engineering&structural dynamics,2005,34(6):595-611.
[2]Maison B F,Kasai K.Dynamics of pounding when two buildings collide[J].Earthquake engineering&structural dynamics,1992,21(9):771
[3]Kasai K,Maison B F.Building pounding damage during the 1989 Loma Prieta earthquake[J].Engineering Structures,1997,19(3):195-207.
[4]Rosenblueth E,Meli R.The 1985 earthquake:causes and effects in Mexico City[M].1986.
[5]Papadrakakis M,Mouzakis H,Plevris N,Bitzarakis S.A Lagrange multiplier solution for pounding of buildings during earthquakes[J].Earthquake Engineering and Structural Dynamics.1991,20:981-998.
[6]Jankowski R.Earthquake-induced pounding between equal height buildings with substantially different dynamic properties[J].Engineering Structures,2008,30(10):2818-2829.
[7]N M Newmark.A method of computation for structural dynamics[J].Journal of Engineering Mechanics,1959,85(3):249-260.
[8]E L Wilson,et al.Nonlinear dynamic analysis of complex structures[J].Earthquake Engineering and Structural Dynamics,1973,1(3):241-252.
[9]钟万勰.结构动力方程的精细时程积分[J].大连理工大学学报,1994,34(4):131-136.ZHONG Wan-xie,On precise time-intergration method for structural dynamics[J].Journal of Dalian University of Technology,1994,34(4):131-136.(in Chinese)
[10]钟万勰.暂态历程的精细计算方法[J].计算结构力学及其应用,1995,12(1):1-6.ZHONG Wan-xie,Precise time-intergration method for the transient process[J].Computational structural mechanics and applications,1995,12(1):1-6.(in Chinese)
[11]钟万勰.计算结构力学与最优控制[M].大连:大连理工大学出版社,1993.ZHONG Wan-xie,Computational structural Mechanics and Optimal Control[M].Dalian:Dalian University of Technology Press.(in Chinese)
[12]胡聿贤.地震工程学[M].北京:地震出版社,2006.HU Yu-xian.Earthquake engineering[M].Beijing:Ear-thquake Press,2006.
[13]常春馨.现代控制理论基础[M].北京:机械工业出版社,1988.CHANG Chun-xin.Fundamentals of modern control theory[M].Beijing:Mechanical Industry Press,1988.(in Chinese)
[14]Zanardo G,Hao H,Modena C.Seismic response of multi-span simply supported bridges to a spatially varying earthquake ground motion[J].Earthquake Engineering and Structural Dynamics,2002,31:1325-1345.
[15]Zhu P,Abe M,Fujino Y.Modelling three‐dimensional non‐linear seismic performance of elevated bridges with emphasis on pounding of girders[J].Earthquake engineering&structural dynamics,2002,31(11):1891-1913.
[16]Jankowski R.Non‐linear viscoelastic modelling of earthquake‐induced structural pounding[J].Earthquake engineering&structural dynamics,2005,34(6):595-611.
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