带有摩擦耗能元件的框架结构动力分析
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摘要
本文提出粘性屈服模型来模拟摩擦耗能元件的力—速度关系,该模型是连续变化的,克服了库仑摩擦模型不连续导致数值计算复杂的缺点,在进行摩擦耗能体系的动力分析中,采用缩减自由度技术,并作适当的变换,则带有摩擦耗能元件体系的动力分析归结为求解微分代数方程,本文采用增量型Rosenbrock二级三阶半隐式Runge-Kutta法求解该方程,以考虑框架和支撑的材料和几何非线性。对带有摩擦耗能元件的钢框架进行了弹塑性动力分析,研究了支撑刚度与结构层刚度的比值、摩擦力的大小以及地震波类型等参数对体系的影响。
It is very inconvenient when the discontinuous Coulomb friction model is used to simulate the friction force-velocity relationship in numerical analysis, so the continuous viscous yield model is proposed to solve the problem. After the reduction of the degree of freedom and the proper transformation, the dynamic analysis of a braced frame with friction dampers sum up to solve a differential-algebraic equations of index 1. An increment type Rosenbrock semi-implicit Runge-Kutta method of order 3 with stage number 2 is adopted to solve those equations in order to consider the material and geometry nonlinearity of the frame and braces. The elasto-plastic dynamic response of a five-storey braced frame with friction dampers is presented as an example for the practical application of the proposed numerical technique . The effects of some parameters, which are the stiffness ratio of bracing and corresponding structural story, initial slip force and seismic wave type, are also studied.
It is very inconvenient when the discontinuous Coulomb friction model is used to simulate the friction force-velocity relationship in numerical analysis, so the continuous viscous yield model is proposed to solve the problem. After the reduction of the degree of freedom and the proper transformation, the dynamic analysis of a braced frame with friction dampers sum up to solve a differential-algebraic equations of index 1. An increment type Rosenbrock semi-implicit Runge-Kutta method of order 3 with stage number 2 is adopted to solve those equations in order to consider the material and geometry nonlinearity of the frame and braces. The elasto-plastic dynamic response of a five-storey braced frame with friction dampers is presented as an example for the practical application of the proposed numerical technique . The effects of some parameters, which are the stiffness ratio of bracing and corresponding structural story, initial slip force and seismic wave type, are also studied.
引文
[1] Pall A S, Marsh C. Response of friction damped braced frames. J Struct Div ASCE, 1982, 108: 1313-1323
[2] Aiken J D, Kelly J M. Earthquake simulator testing and analytical studies of two energy-absorbing system for multistory structure. UCH/EERC-90/03,EERC, University of California, Berkeley, 1990
[3] Filiatrault A, Cherry S. Comprative performance of friction damped system and base-isolation system for earthquake retrofit and aseismic design. Earthquake Engrg Struct Dyn, 1988, 16: 389-416
[4] Mostaghel N, Khodaverdian M. Dynarnic of resilient friction base isolator (R-FBI). Earthquake Engrg Struct Dyn, 1987, 15:379-390
[5] Su L, Ahmadi G, Tadjbakhsh I. A comparative study of performances of various base isolation system. Part Ⅰ:shear beam. Earthquake Engrg Struct Dyn, 1989, 18: 11-32
[6] Constantinou M, Mokia A, Reinhorn, A. Teflon bearings in base isolation. Part Ⅱ: modeling.J Struct Engrg ASCE, 1990, 116:445-474
[7] Yang J N, Li Z, Danielians A, Liu S C. Asismic hybrid control of nonlinear and hysteretic structures(Ⅰ). J Engrg Mech ASCE, 1992, 118:1423-1440
[8] Dimova S, Meskouris K, Kratzig W B. Numerical technique for dynamic analysis of structures with friction devices. Earthquake Engrg Struct Dyn,1995, 24: 881-898
[9] 袁兆鼎,费景高,刘德贵.刚性常微分方程问题的数值解法,北京:科学出版社,1987
[10] Dorier C, Tichy J. Behavior of a Bingham-like viscous fluid in lubrication flows. J Non-Newtonian Fluid Mech, 1992, 45:291-310
[11] Scholl R E. Design criteria for yielding and friction energy dissipators. Proc ATC 17-1 on Seismic Isolation, Energy Dissipation and Active Control,1993, 2: 485-495．
[12] Clough R W, Penzien J. Dynamics of structures. 2~(nd)ed, New York: McGraw-Hill Co, 1993
[2] Aiken J D, Kelly J M. Earthquake simulator testing and analytical studies of two energy-absorbing system for multistory structure. UCH/EERC-90/03,EERC, University of California, Berkeley, 1990
[3] Filiatrault A, Cherry S. Comprative performance of friction damped system and base-isolation system for earthquake retrofit and aseismic design. Earthquake Engrg Struct Dyn, 1988, 16: 389-416
[4] Mostaghel N, Khodaverdian M. Dynarnic of resilient friction base isolator (R-FBI). Earthquake Engrg Struct Dyn, 1987, 15:379-390
[5] Su L, Ahmadi G, Tadjbakhsh I. A comparative study of performances of various base isolation system. Part Ⅰ:shear beam. Earthquake Engrg Struct Dyn, 1989, 18: 11-32
[6] Constantinou M, Mokia A, Reinhorn, A. Teflon bearings in base isolation. Part Ⅱ: modeling.J Struct Engrg ASCE, 1990, 116:445-474
[7] Yang J N, Li Z, Danielians A, Liu S C. Asismic hybrid control of nonlinear and hysteretic structures(Ⅰ). J Engrg Mech ASCE, 1992, 118:1423-1440
[8] Dimova S, Meskouris K, Kratzig W B. Numerical technique for dynamic analysis of structures with friction devices. Earthquake Engrg Struct Dyn,1995, 24: 881-898
[9] 袁兆鼎,费景高,刘德贵.刚性常微分方程问题的数值解法,北京:科学出版社,1987
[10] Dorier C, Tichy J. Behavior of a Bingham-like viscous fluid in lubrication flows. J Non-Newtonian Fluid Mech, 1992, 45:291-310
[11] Scholl R E. Design criteria for yielding and friction energy dissipators. Proc ATC 17-1 on Seismic Isolation, Energy Dissipation and Active Control,1993, 2: 485-495．
[12] Clough R W, Penzien J. Dynamics of structures. 2~(nd)ed, New York: McGraw-Hill Co, 1993
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