Curved surface sliders with friction damping, linear viscous damping, bow tie friction damping, and semiactively controlled properties

Weber, Felix; Distl, Johann; Meier, Leopold; Braun, Christian

doi:10.1002/stc.2257

Cited by 27 publications

(7 citation statements)

References 38 publications

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“…One of such phenomena is hysteresis due to non-linear friction mechanisms [25][26][27][28]. Additional information on MR actuators dynamics to can be found at [29,30]. To model the hysteresis dynamics, a Bouc-Wen model was used leading to the overall MR damper lumped parameter model represented in Figure 3.…”

Section: Magneto-rheological Damper Modelmentioning

confidence: 99%

Semi-Active Vibration Control of a Non-Collocated Civil Structure Using Evolutionary-Based BELBIC

2019

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A buildings resilience to seismic activity can be increased by providing ways for the structure to dynamically counteract the effect of the Earth’s crust movements. This ability is fundamental in certain regions of the globe, where earthquakes are more frequent, and can be achieved using different strategies. State-of-the-art anti-seismic buildings have, embedded on their structure, mostly passive actuators such as base isolation, Tuned Mass Dampers (TMD) and viscous dampers that can be used to reduce the effect of seismic or even wind induced vibrations. The main disadvantage of this type of building vibration reduction strategies concerns their inability to adapt their properties in accordance to both the excitation signal or structural behaviour. This adaption capability can be promoted by adding to the building active type actuators operating under a closed-loop. However, these systems are substantially larger than passive type solutions and require a considerable amount of energy that may not be available during a severe earthquake due to power grid failure. An intermediate solution between these two extremes is the introduction of semi-active actuators such as magneto–rheological dampers. The inclusion of magneto–rheological actuators is among one of the most promising semi-active techniques. However, the overall performance of this strategy depends on several aspects such as the actuators number and location within the structure and the vibration sensors network. It can be the case where the installation leads to a non-collocated system which presents additional challenges to control. This paper proposes to tackle the problem of controlling the vibration of a non-collocated three-storey building by means of a brain–emotional controller tuned using an evolutionary algorithm. This controller will be used to adjust the stiffness coefficient of a magneto–rheological actuator such that the building’s frame oscillation under earthquake excitation, is mitigated. The obtained results suggest that, using this control strategy, it is possible to reduce the building vibration to secure levels.

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Section: Magneto-rheological Damper Modelmentioning

confidence: 99%

Semi-Active Vibration Control of a Non-Collocated Civil Structure Using Evolutionary-Based BELBIC

2019

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“…In this research, the ground motions were selected and scaled using an intensity-based assessment procedure, considered according to ASCE/SEI 07-10. In this regard, seven earthquakes' real acceleration records were selected from the Pacific Earthquake Engineering Research Center (PEER) NGA strong motion database [31] (see Figure 8) and then scaled using a design response spectrum [32,33]. e peak ground acceleration (PGA) and other seismic parameters of the considered design response spectrum are shown in Table 2.…”

Section: Ground Motion Selectionmentioning

confidence: 99%

Seismic Control of Tall Buildings Using Distributed Multiple Tuned Mass Dampers

Rahmani

Könke

2019

Advances in Civil Engineering

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The vibration control of tall buildings during earthquake excitations is a challenging task because of their complex seismic behavior. This paper investigates the optimum placement and properties of the tuned mass dampers (TMDs) in tall buildings, which are employed to control the vibrations during earthquakes. An algorithm was developed to spend a limited mass either in a single TMD or in multiple TMDs and distribute it optimally over the height of the building. The nondominated sorting genetic algorithm II (NSGA-II) method was improved by adding multivariant genetic operators and utilized to simultaneously study the optimum design parameters of the TMDs and the optimum placement. The results showed that, under earthquake excitations with noticeable amplitude in higher modes, distributing TMDs over the height of the building is more effective in mitigating the vibrations compared to the use of a single TMD system. From the optimization, it was observed that the locations of the TMDs were related to the stories corresponding to the maximum modal displacements in the lower modes and the stories corresponding to the maximum modal displacements in the modes which were highly activated by the earthquake excitations. It was also noted that the frequency content of the earthquake has significant influence on the optimum location of the TMDs.

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“…Alternative from the cases under far‐field earthquakes, the seismic isolation implementation may become questioned in the case of near‐field pulse‐like earthquakes, with the focus of optimal damping of the isolation system for the balanced and favorable performances between superstructure responses and base drifts. The role of damping in the seismic isolation was illustratively studied and discussed and the adverse effects were reviewed and summarized by Politopoulos …”

Section: Introductionmentioning

confidence: 99%

Performance improvement of base isolation systems by incorporating eddy current damping and magnetic spring under earthquakes

Shan

Shi

Gong

et al. 2020

Struct Control Health Monit

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Summary An innovative subsystem with the incorporation of eddy current (EC) damping and magnetic negative stiffness spring (MNSS) is proposed to develop feasible strategies for performance improvement of existing base isolation techniques. The concept of integrating the eddy current damping mechanism and the nonlinear negative stiffness spring is firstly introduced for better energy transition behavior under earthquake excitations. The analytical expressions of the force characteristics of the EC and the MNSS components are presented accordingly, and a parametric study is conducted to evaluate the inherent properties of the integrated magnetic subsystem. To demonstrate the advantages of the EC–MNSS subsystem, an illustrative example of a two‐DOF model simulating both the superstructure and the isolation layer is numerically investigated by adopting two representative isolators and the proposed subsystem. The EC–MNSS subsystem is illustrated to significantly and simultaneously improve the isolation performances in terms of base drift and structural acceleration. The energy exchange and dissipation behavior are further revealed by employing time history analysis and energy‐displacement‐velocity plots. Furthermore, the proposed EC–MNSS subsystem is implemented in a benchmark isolation problem adopting an eight‐story frame structure subjected to bidirectional earthquake excitations. The simulation results indicate the superior and the comparable performances of the integrated isolation system as compared to those of the passive and the control‐augmented isolations, respectively.

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Curved surface sliders with friction damping, linear viscous damping, bow tie friction damping, and semiactively controlled properties

Cited by 27 publications

References 38 publications

Semi-Active Vibration Control of a Non-Collocated Civil Structure Using Evolutionary-Based BELBIC

Semi-Active Vibration Control of a Non-Collocated Civil Structure Using Evolutionary-Based BELBIC

Seismic Control of Tall Buildings Using Distributed Multiple Tuned Mass Dampers

Performance improvement of base isolation systems by incorporating eddy current damping and magnetic spring under earthquakes

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