地震作用下结构的AMTMD主动控制策略
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摘要
提出了一种新的控制策略——主动多重调谐质量阻尼器(AMTMD),AMTMD控制系统频率呈线性分布。AMTMD保持相同的刚度和阻尼但质量变化。AMTMD的主动控制力采用Roorda(1975)提出的生成模式。基于结构的广义振型模型,导出了设置AMTMD时结构的动力放大系数(DMF)。于是AMTMD优化准则选择为结构最大动力放大系数的最小值的最小化。分别使用位移、速度和加速度传感器,通过最优搜寻,研究了反映AMTMD有效性和鲁棒性的参数。这些参数包括:频率间隔、平均阻尼比、调谐频率比、Min.Min.Max.DMF、标准化反馈增益系数和环增益系数。为比较,同时考虑了多重调谐质量阻尼器和主动调谐质量阻尼器。而且,数值结果表明:AMTMD比MTMD具有更高的有效性和鲁棒性且比ATMD也有更高的有效性。
A new control strategy, referred to as the active multiple tuned mass dampers
(AMTMD), is proposed in the present paper. AMTMD is manufactured through keeping the identical
stiffness and damping coefficient but unequal mass to ensure the uniform distribution of natural
frequencies. The active forces of AMTMD are generated in the mode proposed by Roorda (1975).
Based on the generalized-mode model for a structure, the dynamic magnification factor (DMF) of the
structure with AMTMD is derived. The criterion for the optimality is then chosen to be the minimization
of the minimum values of the maximum dynamic magnification factors (Min. Min. Max. DMF).
Employing the displacement, velocity, and acceleration sensors, respectively, the optimum parameters
reflecting the effectiveness and robustness of AMTMD are investigated through extensive numerical
analyses. These parmeters include the frequency spacing, average damping ratio, tuning frequency
ratio, values of Min. Min. Max. DMF, normalized feedback gain coefficient, and loop gain coefficient.
For the sake of comparison, the results for both the multiple tuned mass dampers (MTMD, i. e. the
special case for (τ=0)) and active tuned mass damper (ATMD) are also considered. Likewise,
extensive numerical results show that AMTMD has the higher effectiveness and robustness than MTMD
and also has the higher effectiveness than ATMD.
A new control strategy, referred to as the active multiple tuned mass dampers
(AMTMD), is proposed in the present paper. AMTMD is manufactured through keeping the identical
stiffness and damping coefficient but unequal mass to ensure the uniform distribution of natural
frequencies. The active forces of AMTMD are generated in the mode proposed by Roorda (1975).
Based on the generalized-mode model for a structure, the dynamic magnification factor (DMF) of the
structure with AMTMD is derived. The criterion for the optimality is then chosen to be the minimization
of the minimum values of the maximum dynamic magnification factors (Min. Min. Max. DMF).
Employing the displacement, velocity, and acceleration sensors, respectively, the optimum parameters
reflecting the effectiveness and robustness of AMTMD are investigated through extensive numerical
analyses. These parmeters include the frequency spacing, average damping ratio, tuning frequency
ratio, values of Min. Min. Max. DMF, normalized feedback gain coefficient, and loop gain coefficient.
For the sake of comparison, the results for both the multiple tuned mass dampers (MTMD, i. e. the
special case for (τ=0)) and active tuned mass damper (ATMD) are also considered. Likewise,
extensive numerical results show that AMTMD has the higher effectiveness and robustness than MTMD
and also has the higher effectiveness than ATMD.
引文
1 Xu K, Igusa T. Dynamic characteristics of multiple substructures with closely spaced frequencies. Earthquake Engineering and Structural Dynamics, 1992, 21: 1059～1070
2 Yamaguchi H, Harnpornchai N. Fundamental characteristics of multiple tuned mass dampers for suppressing harmonically forced oscillations. Earthquake Engineering and Structural Dynamics, 1993, 22:51～62
3 Jangid R S. Dynamic characteristics of structures with multiple tuned mass dampers. Structural Engineering and Mechanics 1995, 3:497～509
4 Li Chunxiang. Performance of multiple tuned mass dampers for attenuating undesirable oscillations of structures under the ground acceleration. Earthquake Engineering and Structural Dynamics, 2000, 29:1405～1421
5 Li Chunxiang. Optimum multiple tuned mass dampers for structures under the ground acceleration based on DDMF and ADMF. Earthquake Engineering and Structural Dynamics,2002; 31:897～919
6 Chang C H, Song T T. Structural control using active tuned mass dampers. J Engrg Mech Div, ASCE, 1980, 106 (6) : 1091～1098
7 Ankireddi S, Yang T Y. Simple ATMD control methodology for tall buildings subject to wind loads. J Struct Engrg, ASCE, 1996, 122(1) :83～91
8 Roorda J. Tendon control in tall structures. J Struct Div, ASCE, 1975, 101(3) :505～521
2 Yamaguchi H, Harnpornchai N. Fundamental characteristics of multiple tuned mass dampers for suppressing harmonically forced oscillations. Earthquake Engineering and Structural Dynamics, 1993, 22:51～62
3 Jangid R S. Dynamic characteristics of structures with multiple tuned mass dampers. Structural Engineering and Mechanics 1995, 3:497～509
4 Li Chunxiang. Performance of multiple tuned mass dampers for attenuating undesirable oscillations of structures under the ground acceleration. Earthquake Engineering and Structural Dynamics, 2000, 29:1405～1421
5 Li Chunxiang. Optimum multiple tuned mass dampers for structures under the ground acceleration based on DDMF and ADMF. Earthquake Engineering and Structural Dynamics,2002; 31:897～919
6 Chang C H, Song T T. Structural control using active tuned mass dampers. J Engrg Mech Div, ASCE, 1980, 106 (6) : 1091～1098
7 Ankireddi S, Yang T Y. Simple ATMD control methodology for tall buildings subject to wind loads. J Struct Engrg, ASCE, 1996, 122(1) :83～91
8 Roorda J. Tendon control in tall structures. J Struct Div, ASCE, 1975, 101(3) :505～521
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