Optimal design of tuned mass damper inerter with a Maxwell element for mitigating the vortex-induced vibration in bridges

Dai, Jun; Xu, Zhao‐Dong; Gai, Pan-Pan; Hu, Zhong-Wei

doi:10.1016/j.ymssp.2020.107180

Cited by 85 publications

(20 citation statements)

References 43 publications

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“…Furthermore, Xu et al 35 compared different layouts of inerter‐based dynamic vibration absorbers for bridge VIV control. Dai et al 36 utilized a maxwell element to replace the liner dashpot in TMDI and examined its performance in bridge VIV control. Recently, Chen et al 37 further compared the performance of different layouts of IDVAs for bridge VIV control.…”

Section: Introductionmentioning

confidence: 99%

Closed‐form design formulas of TMDI for suppressing vortex‐induced vibration of bridge structures

Dai

et al. 2022

Structural Contr & Hlth

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Tuned mass damper inerter (TMDI) is a promising device for structural vibration control. Existing design formulas for TMDI are derived based on an undamped single-degree-of-freedom primary structure. When applied to vortex-induced vibration (VIV) control of bridges, it may lead to a suboptimal design of TMDI, since VIV is characterized by nonlinear aeroelastic effect and sensitive to the structural damping. This study proposes closed-form design formulas of TMDI that are suitable for VIV control of bridges. Governing equations of the bridge-TMDI system are first established in modal coordinate. Based on these equations, the equivalent damping of TMDI to the bridge is derived. Then, the design formulas for TMDI frequency and damping ratio with predetermined TMDI mass, inertance, and inerter arrangement are developed to achieve the required equivalent damping of TMDI. The reliability of the proposed formulas is validated by utilizing the wind tunnel experimental data of a bridge. It is found that the effect of TMDI to the bridge can be treated as an increase of the structural damping. It is also found that the TMDI parameters will betray the optimum values if the VIV force model fails to correctly predict the required equivalent damping of TMDI. To eliminate this disadvantage, some design suggestions are presented. The comparison with existing TMDI design formulas and discussions on the application scope of the proposed formulas are also conducted. The proposed formulas can achieve a better control efficiency for the same predetermined TMDI parameters and have high accuracy within the scope of practical engineering applications.

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Section: Introductionmentioning

confidence: 99%

Closed‐form design formulas of TMDI for suppressing vortex‐induced vibration of bridge structures

Dai

et al. 2022

Structural Contr & Hlth

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“…ese authors compared, via numerical simulation, the response of the footbridge without and with installing TMD, concluding that response was reduced after the installation of the TMD; Xu et al [38] and Dai et al [39] proposed the use of TMD to control the vortex-induced vibration in bridges among others.…”

Section: Introductionmentioning

confidence: 99%

Optimization of Multiple Tuned Mass Dampers for Road Bridges Taking into Account Bridge‐Vehicle Interaction, Random Pavement Roughness, and Uncertainties

Miguel

Santos

2021

Shock and Vibration

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Road bridge designs are based on technical standards, which, to date, consider dynamic loading as equivalent static loads. Additionally, the few engineers who perform a dynamic analysis typically do not consider the effects of bridge-vehicle interaction and also simplify the road’s irregularity profile. Moreover, often, even when a simplified dynamic analysis is carried out and shows that there will be a high dynamic amplification factor (DAF), designers prefer to solve this problem by adopting high safety factors and thereby oversizing the bridge, rather than using energy dissipation devices that would allow reducing the amplitude of vibration. In this context, the present work proposes a complete methodology to minimize the dynamic response of road bridges by optimizing multiple tuned mass dampers (MTMD), taking into account the bridge-vehicle interaction, the random profile of pavement irregularities, and the uncertainties present in the coupled system and in the excitation. For illustrative purposes, the coupled vibration problem of a regular truck traveling on a random road profile over a typical Brazilian bridge is analyzed. Three different scenarios for the MTMD are considered. The proposed optimization problem is solved by employing the Whale Optimization Algorithm (WOA). The results showed the excellent ability of the proposed methodology, reducing the bridge’s DAF to acceptable values for all analyzed cases, considering or not the uncertainties present in the system. Furthermore, the results obtained by the proposed methodology are compared with results obtained using classical tuned mass damper (TMD) design methods, showing the best performance of the proposed optimization method. Thus, the proposed method can be employed to optimize MTMD, improving bridge design.

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“…This need has led to the development of real-time-controlled TMDs that evoke the same vibration reduction as passive TMDs, but with reduced pendulum mass [5][6][7][8][9]. In recent years, another approach has gained attention: the TMD with inerter (TMDI) [10][11][12][13][14][15][16][17][18][19][20][21][22]. The TMDI is a conventional TMD that is enriched by an inerter whose force is defined to be in proportion to the difference of the accelerations of both inerter terminals, i.e., it works as an ideal (frictionless) gyroscope [23].…”

Section: Introductionmentioning

confidence: 99%

“…The performance of the TMDI with µ = 1% and β = 1% with inerter grounded to earth (red thick line) is exactly equal to the performance of the classical TMD with µ = 2% because of the fact that the inertance b augments the pendulum mass by 100% (m 2 + b, see equation 20) but does not appear at other locations in the mass matrix (see equation 20).…”

mentioning

confidence: 97%

Performance of TMDI for Tall Building Damping

et al. 2020

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This study investigates the vibration reduction of tall wind-excited buildings using a tuned mass damper (TMD) with an inerter (TMDI). The performance of the TMDI is computed as a function of the floor to which the inerter is grounded as this parameter strongly influences the vibration reduction of the building and for the case when the inerter is grounded to the earth whereby the absolute acceleration of the corresponding inerter terminal is zero. Simulations are made for broadband and harmonic excitations of the first three bending modes, and the conventional TMD is used as a benchmark. It is found that the inerter performs best when grounded to the earth because, then, the inerter force is in proportion to the absolute acceleration of only the pendulum mass, but not to the relative acceleration of the two inerter terminals, which is demonstrated by the mass matrix. However, if the inerter is grounded to a floor below the pendulum mass, the TMDI only outperforms the TMD if the inerter is grounded to a floor within approximately the first third of the building’s height. For the most realistic case, where the inerter is grounded to a floor in the vicinity of the pendulum mass, the TMDI performs far worse than the classical TMD.

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Optimal design of tuned mass damper inerter with a Maxwell element for mitigating the vortex-induced vibration in bridges

Cited by 85 publications

References 43 publications

Closed‐form design formulas of TMDI for suppressing vortex‐induced vibration of bridge structures

Closed‐form design formulas of TMDI for suppressing vortex‐induced vibration of bridge structures

Optimization of Multiple Tuned Mass Dampers for Road Bridges Taking into Account Bridge‐Vehicle Interaction, Random Pavement Roughness, and Uncertainties

Performance of TMDI for Tall Building Damping

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