Optimal design and seismic performance of Multi‐Tuned Mass Damper Inerter (MTMDI) applied to adjacent high‐rise buildings

Domenico, Dario De; Qiao, Haoshuai; Wang, Qinhua; Zhu, Zhiwen; Marano, Giuseppe Carlo

doi:10.1002/tal.1781

Cited by 84 publications

(28 citation statements)

References 64 publications

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“…To this end, in recent years, the inertia property of the inerter, defined by Smith 15 as a linear massless mechanical element resisting relative acceleration through the inertance constant, has been leveraged to relax requirements for large secondary mass in suppressing the motion of dynamically excited civil engineering structures via passive dynamic vibration absorbers 16–21 . Among these absorbers, the TMDI, introduced by Marian and Giaralis, 22 was shown to outperform the conventional TMD for the seismic protection of fixed‐based buildings 18,23–28 and base‐isolated buildings, 29,30 as well as for mitigating wind‐borne vibrations in buildings 31–33 and wind turbine towers 34 . In this respect, it was found that the incorporation of an inerter to the TMD can lead to significant attached mass reduction since the inertance scales up practically independently of inerter device physical mass in actual device embodiments 15,35,36 .…”

Section: Introductionmentioning

confidence: 99%

Enhanced motion control performance of the tuned mass damper inerter through primary structure shaping

Wang

Giaralis

2021

Struct Control Health Monit

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Summary The tuned mass damper inerter (TMDI) is a linear passive dynamic vibration absorber widely considered in the literature to mitigate the motion of dynamically excited primary structures. Previous studies focused on optimal TMDI tuning approaches and connectivity arrangements to improve motion control efficiency for some given primary structure. This paper investigates the influence of the elastic and mass properties of the primary structure to the TMDI motion control performance. This is pursued through an innovative parametric study involving a wide range of tapered beam‐like cantilevered primary structures with different continuously varying flexural rigidity and mass distributions equipped with TMDIs optimally tuned for resonant harmonic and for white noise excitations. Optimal TMDI tuning and performance assessment are expedited through a novel simplified two‐degree‐of‐freedom dynamic model, which accounts for the properties of the primary structure. It is found that reduced free‐end displacement and TMDI stroke are achieved for primary structures in which the ratio of flexural rigidity over mass decreases faster with height resulting in vibration modal shapes with higher convexity. The latter is quantified though the average modal curvature shown to be well correlated with TMDI motion control improvement. It is concluded that judicial shaping of the primary structure extends the applicability of the TMDI to structures where connecting the inerter away from the free end is practically challenging while contains the magnitude of the inerter and damping forces exerted to the primary structure. Therefore, this study paves the way towards combining optimal TMDI tuning with primary structure design for improved performance to dynamic loads.

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Section: Introductionmentioning

confidence: 99%

Enhanced motion control performance of the tuned mass damper inerter through primary structure shaping

Wang

Giaralis

2021

Struct Control Health Monit

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“…Numerical results clearly demonstrate that the MTMDI outperforms the multiple tuned mass dampers (MTMD) in control effectiveness and strokes of mass blocks. Domenico and Qiao 34 proposed a multituned mass damper inerter to link two adjacent high-rise buildings. The analysis results show that the optimally designed MTMDI outperforms both conventional MTMD and single tuned mass dampers-inerters (TMDI) in acceleration control.…”

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confidence: 99%

Optimal design of inerter‐based nonpacked particle damper considering particle rolling

Huang

Jin

2021

Earthq Engng Struct Dyn

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This paper presents an optimal design method for a nonpacked particle damper (NPPD) based on a simplified mechanical model and corresponding damping mechanism analysis. First, an equivalent inertial single-particle mechanics model (EISM) and the corresponding equivalent principle were proposed to consider the influence of particle rolling on the vibration reduction. The experimental verification of the EISM under seismic ground motion was subsequently carried out. Based on a reasonable verification of the proposed model, an analytical solution of the EISM single-degree-of-freedom structure system for the symmetric two-impacts-per-cycle motion was obtained. The influence analyses of collision distance on the damping effect and the damping mechanism under resonance and nonresonance harmonic excitation were performed. The theoretical calculation formula for the optimal collision distance for energy consumption was obtained based on the damping mechanism analysis. Finally, numerical simulations under harmonic excitation and seismic ground motion were carried out to verify the rationality and generalization of the proposed optimal collision distance. Accordingly, an optimal design method for the NPPD was proposed.Based on the proposed optimization method, the vibration reduction effect of NPPD under far-field records, near-fault pulse-like records, and near-fault nonpulse records are discussed. The analysis results show that the vibration reduction effect of the NPPD is affected by the response frequency of the uncontrolled structure. The proposed optimization method can be used as the basis for the optimization of NPPD under earthquakes. K E Y W O R D Sequivalent inertial single-particle mechanics model, equivalent principle, inerter, nonpacked particle damper, optimal collision distance, periodic motion analysis INTRODUCTIONSince Yao 1 introduced the concept of vibration control to civil engineering in 1972, structural vibration control has been recognized widely as an efficient approach to mitigate the dynamic response of civil engineering under arbitrary external excitations such as wind and earthquakes. 2 Various damping devices and systems have been widely studied in theory, and for innovation and design methodology in practical engineering applications, including vibration isolation, energy consumption, passive control, active control, and hybrid control. 3,4 As passive damping devices, multiparticle 1908

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“…Shock and Vibration e total wind-induced responses of structures can be decomposed into mean value and fluctuating components. Previous literature [8,43,44,49,50] showed that the passive control devices can only suppress the fluctuating vibration, thus while investigating dynamic response characteristics, only the fluctuating response is analyzed. For the clarity of the figures, Figure 6 shows only the 50-second segment of fluctuating displacement time history of the adjacent highrise buildings and the shaded part indicates that the direction of displacement of the two buildings is opposite; i.e., if the sign of one response is negative, the other sign is positive.…”

Section: Comparison Of Displacementmentioning

confidence: 99%

“…e same structure previously considered by De Domenico et al [43] is analyzed as a case, comprising two adjacent high-rise buildings whose main properties are summarized as follows. Building 1 has 59 storeys with 268 meters height and Building 2 consists of 55 storeys with a height of 210.2 meters.…”

Section: A Brief Introduction Of the Two Adjacent High-risementioning

confidence: 99%

Comparison of Dynamic Responses of Parallel‐Placed Adjacent High‐Rise Buildings under Wind and Earthquake Excitations

Wang

Tiwari

et al. 2021

Shock and Vibration

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Two parallel-placed adjacent high-rise buildings are often linked to each other through passive control devices for vibration mitigation purposes. The mitigation efficiency of these control devices mainly depends on the characteristics of relative dynamic responses, namely, opposite-sign and same-sign responses of the two buildings. The present research first identifies an opposite-sign response factor to estimate the time ratio of opposite-sign responses. Subsequently, a structure comprising two adjacent high-rise buildings (with different natural frequency ratios) subjected to both wind and earthquake excitations is analyzed. Wind-induced responses are evaluated based on wind loads obtained from wind tunnel tests, while earthquake responses are determined through a suite of 44 natural ground-motion records. The results indicate that opposite-sign factors of the displacement, velocity, and acceleration responses under wind loads, especially at across-wind direction, are larger than those under earthquake excitations, and opposite-sign response factors under wind loads are insensitive to variation of the natural frequency ratio of the two adjacent buildings compared with those under earthquake excitations. The conclusions of this research may be helpful for wind-resistant and antiseismic design of parallel-placed adjacent high-rise buildings.

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Optimal design and seismic performance of Multi‐Tuned Mass Damper Inerter (MTMDI) applied to adjacent high‐rise buildings

Cited by 84 publications

References 64 publications

Enhanced motion control performance of the tuned mass damper inerter through primary structure shaping

Enhanced motion control performance of the tuned mass damper inerter through primary structure shaping

Optimal design of inerter‐based nonpacked particle damper considering particle rolling

Comparison of Dynamic Responses of Parallel‐Placed Adjacent High‐Rise Buildings under Wind and Earthquake Excitations

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