Semi-active Tuned Mass Damper control strategy for wind-excited structures

Ricciardelli, Francesco; Occhiuzzi, Antonio; Clemente, Paolo

doi:10.1016/s0167-6105(00)00024-6

Cited by 42 publications

(25 citation statements)

References 4 publications

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“…Another limitation of a TMD is the size of the tuned absorber mass. In an attempt to increase the performance of the TMD without incurring the problems noted above, active and semi-active TMD (ATMD and SATMD) systems have been proposed [4][5][6][7]. To overcome the limitation of the TMD mass, various seismic isolation concepts using TMD related principles have been extended to convert a structural system into a TMD system by specially designing the structural system [8][9][10][11][12][13][14][15][16].…”

Section: Introductionmentioning

confidence: 99%

Semi‐active tuned mass damper building systems: Application

Chey

Chase

Mander

et al. 2009

Earthq Engng Struct Dyn

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SUMMARYSeismic performance attributes of multi-story passive and semi-active tuned mass damper (PTMD and SATMD) building systems are investigated for 12-story moment resisting frames modeled as '10+2' stories and '8+4' stories. Segmented upper portion of the stories are isolated as a tuned mass, and a passive viscous damper or semi-active resetable device is adopted as energy dissipation strategy. The semi-active approach uses feedback control to alter or manipulate the reaction forces, effectively re-tuning the system depending on the structural response. Optimum TMD control parameters and appropriate matching SATMD configurations are adopted from a companion study on a simplified two-degree-of-freedom (2-DOF) system. Statistical performance metrics are presented for 30 probabilistically scaled earthquake records from the SAC project. Time history analyses are used to compute response reduction factors across a wide range of seismic hazard intensities. Results show that large SATMD systems can effectively manage seismic response for multi-degree-of freedom (MDOF) systems across a broad range of ground motions in comparison to passive solutions. Specific results include the identification of differences in the mechanisms by which SATMD and PTMD systems remove energy, based on the differences in the devices used. Additionally, variability is seen to be tighter for the SATMD systems across the suites of ground motions used, indicating a more robust control system. While the overall efficacy of the concept is shown the major issues, such as isolation layer displacement, are discussed in details not available in simplified spectral analyses, providing further insight into the dynamics of these issues for these systems.

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Section: Introductionmentioning

confidence: 99%

Semi‐active tuned mass damper building systems: Application

Chey

Chase

Mander

et al. 2009

Earthq Engng Struct Dyn

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“…In addition to passive TMD, active TMD (Chang and Soong, 1980;Soong, 1990) and semi-active TMD (Hrovat et al, 1982;Abe, 1996;Abe and Igusa, 1996;Ricciardellia et al, 2000;Yalla et al, 2001;Nagarajaiah and Varadarajan, 2005) have been proposed. Although active and semi active TMDs possess higher performance in vibration suppression, they must have control algorithms, sensors, external power and higher maintenance cost.…”

Section: Introductionmentioning

confidence: 99%

Optimal design theories of tuned mass dampers with nonlinear viscous damping

Chung

Wu²,

Huang³

et al. 2009

Earthq. Eng. Eng. Vib.

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Optimal design theory for linear tuned mass dampers (TMD) has been thoroughly investigated, but is still under development for nonlinear TMDs. In this paper, optimization procedures in the time domain are proposed for design of a TMD with nonlinear viscous damping. A dynamic analysis of a structure implemented with a nonlinear TMD is conducted fi rst. Optimum design parameters for the nonlinear TMD are searched using an optimization method to minimize the performance index. The feasibility of the proposed optimization method is illustrated numerically by using the Taipei 101 structure implemented with TMD. The sensitivity analysis shows that the performance index is less sensitive to the damping coeffi cient than to the frequency ratio. Time history analysis is conducted using the Taipei 101 structure implemented with different TMDs under wind excitation. For both linear and nonlinear TMDs, the comfort requirements for building occupants are satisfi ed as long as the TMD is properly designed. It was found that as the damping exponent increases, the relative displacement of the TMD decreases but the damping force increases.

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“…Indeed, Chang (1999) and Ricciardelli et al (2000) presented a generalized method to optimally design TMD and semi-active TMD to reduce wind vibration in structures modeled as SDoF systems, but they defined the wind load as WN. In that sense this paper presents a better representation of the wind load applied to a simple structure modeled as a SDoF system.…”

Section: Discussionmentioning

confidence: 99%

“…In literature these kinds of loads have been modeled as stochastic processes. In particular, the earthquake load has often been modeled as stationary WN (Chang, 1999) or filtered stationary WN (Marano et al, 2007), while the wind load has been modeled as a superposition of the mean wind speed and a fluctuating part described by a zero-mean stationary Gaussian random field characterized by a specific spectrum, such as the Kaimal-Simiu spectrum (Ricciardelli et al, 2000). In Colwell and Basu (2009) a combination of the Kaimal spectrum for the wind load and the JONSWAP (JOint North Sea WAve Project) spectrum for the ocean waves excitation has been used for the optimum design of a passive damper applied to an offshore structure.…”

Section: Introductionmentioning

confidence: 99%

Optimization criteria of TMD to reduce vibrations generated by the wind in a slender structure

Morga

Marano

2013

Journal of Vibration and Control

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This paper deals with the reduction of vibrations caused by wind load in slender structures. The structure is modeled as a Single-Degree-of-Freedom system and the wind load is estimated through the pre-filter technique: the aerodynamic force is a function of White Noise filtered by a simple oscillator. Two optimization criteria to calculate the best values of the frequency and the damping ratio of the Tuned Mass Damper (TMD) are compared here. The aim of the first criterion is the reduction of the displacement of the top end of the structure, while the aim of the second criterion is the reduction of the inertial acceleration of the top end of the structure. The comparison of the two criteria is carried out through sensitivity analyses for different environmental conditions and system configurations. The comparison shows that the acceleration criterion is more attractive only for some conditions. Moreover, it is plain that the different efficiencies of the TMD optimized through each of two criteria are related to the mass ratio. Finally, the optimization criteria are applied to estimate the TMD design parameters to reduce the vibrations due to wind load in a lighting tower.

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Semi-active Tuned Mass Damper control strategy for wind-excited structures

Cited by 42 publications

References 4 publications

Semi‐active tuned mass damper building systems: Application

Semi‐active tuned mass damper building systems: Application

Optimal design theories of tuned mass dampers with nonlinear viscous damping

Optimization criteria of TMD to reduce vibrations generated by the wind in a slender structure

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