Wind-induced vibration control and parametric optimization of connected high-rise buildings with tuned liquid-column-damper–inerter

Wang, Qinhua; Tian, Huarui; Qiao, Haoshuai; Tiwari, Nayan Deep; Wang, Quan

doi:10.1016/j.engstruct.2020.111352

Cited by 37 publications

(13 citation statements)

References 31 publications

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“…is result implies that when inter-building passive control devices are installed to mitigate dynamic responses of the two adjacent high-rise buildings, the mitigation efficiency of the devices for wind-induced vibration control is better than the seismic vibration control. is anticipation is consistent with the previous works [8,43,44,48] from the authors dealing with wind-induced and earthquake-induced vibration mitigation with inter-building passive control devices. In these researches, different acceleration-dependent tuned inerter dampers, i.e., TMDI and TLCDI, were employed to control wind-induced and seismic responses of the two adjacent high-rise buildings analyzed in the present work.…”

Section: Conclusion and Discussionsupporting

confidence: 92%

“…After the installation of TMDI on the two adjacent buildings, the mean reduction coefficients of the top-level acceleration are 37.5% for Building 1 and 45.2% for Building 2 at the acrosswind direction, while the maximum corresponding reduction coefficients under seismic excitations are only 23.0% and 37.5% [43,44]. If TLCDI is installed to mitigate dynamic responses, the reduction coefficients of windinduced acceleration responses of Building 1 and Building 2 are 37.7% and 42.0%, respectively, while the corresponding reduction coefficients in case of seismic acceleration control are only 15.7% and 26.1% [8,48]. ese findings verify that both TMDI and TLCDI are more effective in controlling the wind-induced acceleration responses of adjacent high-rise buildings, as compared to earthquake-induced acceleration responses.…”

Section: Conclusion and Discussionmentioning

confidence: 98%

“…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%

“…In order to design and install passive control devices accurately, characteristics of dynamic responses of parallel-placed adjacent high-rise buildings under wind and earthquake excitations should be investigated to simultaneously control wind-and earthquake-induced vibrations. Unlike earthquake excitations, wind loads acting on the adjacent high-rise buildings may be more complicated [8]. e reason can be mainly attributed to the following two facts: (1) due to the complex interaction of wind and exterior shape of buildings, wind loads include along-wind and across-wind components, which are mainly generated by incoming turbulence and vortex-shedding, respectively [9], and (2) wind loads acting on the target building can be strongly affected by aerodynamic interference if surrounding buildings exist [10][11][12].…”

Section: Introductionmentioning

confidence: 99%

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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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Section: Conclusion and Discussionsupporting

confidence: 92%

Section: Conclusion and Discussionmentioning

confidence: 98%

Section: Comparison Of Displacementmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

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

Wang

Tiwari

et al. 2021

Shock and Vibration

Self Cite

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“…Vibration control is essential when designing buildings especially if they are tall, which are subjected to substantial vibration due to wind and earthquakes, and may be exposed to resonant vibrations with low-frequency content. To reduce the harmful effects of the resonant vibrations on the structures, mass dampers [1][2][3][4][5], liquid dampers [6][7][8][9], base isolators [10][11][12], and other supplemental damping systems [13] are among the various alternatives. This paper focuses on one of these methods, Tuned Liquid Damper (TLD), which is water confined in a container that uses the sloshing energy of the water to reduce the dynamic response of the structure during excitation.…”

Section: Introductionmentioning

confidence: 99%

Experimental study on annular cylindrical tuned liquid dampers for vibration control under different excitation angles

Altunışık¹,

Kahya²,

Yetişken³

2021

JSEAM

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This work aims to experimentally show the effectiveness of annular cylindrical tuned liquid dampers (ACTLDs) on the classical tuned liquid column dampers (TLCDs) under the effect of inclined ground motion. For experimental measurements, a single-story model structure constituted by two plates at the top and bottom connected by four columns was constructed. Since the water length within the tuned liquid dampers (TLDs) is a very important parameter that affects the performance of the absorber, ACTLD and TLCD devices were designed such that their total water lengths be equal for comparison purposes. The modal characteristics of the model structure were determined by ambient vibration tests. The resonant frequency, head-loss coefficient, damping ratio, and water height-frequency diagram of ACTLD and TLCD devices were obtained experimentally through the shaking table tests. Then, the shaking table tests on the model structure with and without the absorbers under consideration were performed to obtain the acceleration and displacement time-histories and the damping ratio for the coupled system. In experimental tests, different excitation directions from 0 to 90 deg were considered. Results of the study show that ACTLDs are better than TLCDs at suppressing vibrations caused by ground motions acting on the structure at oblique angles.

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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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Wind-induced vibration control and parametric optimization of connected high-rise buildings with tuned liquid-column-damper–inerter

Cited by 37 publications

References 31 publications

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

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

Experimental study on annular cylindrical tuned liquid dampers for vibration control under different excitation angles

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

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