Performance of tuned tandem mass dampers for structures under the ground acceleration

Abstract

Summary It is widely acknowledged that the tuned mass damper (TMD) is one of the most effective and simplest passive control devices, but its limited control performance is still a troubling problem. In order to surmount the shortage of TMD, the tuned tandem mass dampers (referred herein to as TTMD) have been proposed for mitigating the undesirable oscillation of structures under the ground acceleration. Based on the formulation of the mode‐generalized system in the specific vibration mode being controlled, the analytical expression is then derived for the dynamic magnification factor of the structure furnished with a TTMD. The optimum criterion can thereby be defined as minimization of the minimum values of the maximum dynamic magnification factor with a set of optimization variables embedded so as to give full play to the control device potential. The optimization implementation of TTMD is carried out by the MATLAB‐based coding and debugging. For the purpose of a mutual authentication to the optimization results, three metaheuristic algorithms, namely, genetic algorithm, particle swarm optimization, and simulated annealing, are concurrently taken into consideration. Results demonstrate that the proposed TTMD endows with the superior stroke performance with respect to TMD.

Enhanced hybrid active tuned mass dampers for structures

“…KEYWORDS damping, genetic optimization, ground acceleration, enhanced hybrid active tuned mass dampers, vibration control Nomenclature: ATMD, active tuned mass damper; c L , linking viscous damping coefficient; c s , viscous damping coefficient of the controlled structure; c T , viscous damping coefficients of ATMD1; c T , gain of feeding back the velocity of ATMD1; c t , viscous damping coefficients of ATMD2; c t , gain of feeding back the velocity of ATMD2; EHATMD, enhanced hybrid active tuned mass dampers; f T , tuning frequency ratio of ATMD1; f t , tuning frequency ratio of ATMD2; HATMD, hybrid active tuned mass dampers; H s (−iω), frequency-dependent complex amplitude of the controlled structure; H T (−iω), frequency-dependent complex amplitude of ATMD1; H t (−iω), frequency-dependent complex amplitude of ATMD2; k s , stiffness coefficient of the controlled structure; k T , stiffness coefficient of ATMD1; k T , gain of feeding back the displacement of ATMD1; k t , stiffness coefficient of ATMD2; k t , gain of feeding back the displacement of ATMD2; m s , mode-generalized mass of the controlled structure; m T , mass of larger mass block, namely the mass of ATMD1; m T , gain of ATMD1 for feeding back the acceleration of the controlled structure; m t , mass of smaller mass block, namely the mass of ATMD2; m t , gain of ATMD2 for feeding back the acceleration of the controlled structure; u T (t), active control force generated by ATMD1 actuator; u t (t), active control force generated by ATMD2 actuator; € X g −iω ð Þ, frequency-dependent complex amplitude of the earthquake ground motion acceleration; € x g t ð Þ, earthquake ground motion acceleration; y s , relative displacements of the controlled structure with reference to the ground; y T , relative displacements of ATMD1 with respect to the controlled structure; y t , relative displacements of ATMD2 relative to ATMD1; ξ L , linking damping ratio of EHATMD; ξ s , modal damping ratio of the controlled structure; ξ T , damping ratio of ATMD1; ξ t , damping ratio of ATMD2; μ T , mass ratio of ATMD1 to the controlled structure; μ t , mass ratio of ATMD2 to the controlled structure; α T , negative normalized acceleration feedback gain factors (NNAFGF); α t , positive NAFGF (PNAFGF); η, mass ratio of ATMD1 to ATMD2; ω, external excitation frequency; ω s , structural natural frequency corresponding to the vibration mode being controlled; ω T , natural frequency of ATMD1; ω t , natural frequency of ATMD2; λ, ratio of the external excitation frequency to the structural frequency corresponding to the vibration mode being controlled 1 | INTRODUCTION Tuned mass dampers (TMD) have been recognized as one of the most widely used and accepted wind response control devices for engineering structures and have received considerable attention in recent years, for example, in previous studies. [1][2][3][4][5][6][7][8] Likewise, the effectiveness of a tuned mass damper (TMD) may be further enhanced through introducing an active force to act between the controlled structure and the TMD system, then comprising the active tuned mass damper (ATMD). [9] The research in optimizing the feedback gains and damper characteristics of an ATMD system in order to minimize the structural displacements and/or accelerations has nowadays been carried out by many researchers.…”

An optimum metamodel for safety control of operational subway tunnel during underpass shield tunneling

“…Compared with the GA, bionics‐inspired algorithm particle swarm algorithm (PSO) could store the good solutions and has a quick regression speed . The PSO could deal with nonlinear optimization problems . So, in the study, the optimization performance of the PSO was compared with the GA.…”

“…[38] The PSO could deal with nonlinear optimization problems. [39][40][41] So, in the study, the optimization performance of the PSO was compared with the GA. The algorithm that has a better optimization performance would be a part of the proposed metamodel.…”

Tuned tandem mass dampers-inerters with broadband high effectiveness for structures under white noise base excitations

“…Series of two TMD units forms the double tuned mass dampers (DTMD) . The parallel connection of two TMD units, whose mass blocks are connected with each other adopting a linking dashpot, to structure constitutes the tuned tandem mass dampers (TTMD) . The present study will further extend the TTMD to a new control device with high robustness and high effectiveness by integrating with two inerters.…”