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Research Papers

Nonlinear Series-Type Tuned Mass Damper-Tuned Sloshing Damper for Improved Structural Control

[+] Author and Article Information
J. S. Love

RWDI, Inc.,
600 Southgate Drive,
Guelph, ON N1G 4P6, Canada
e-mail: Shayne.Love@rwdi.com

C. S. Lee

RWDI, Inc.,
600 Southgate Drive,
Guelph, ON N1G 4P6, Canada

1Corresponding author.

Contributed by the Technical Committee on Vibration and Sound of ASME for publication in the JOURNAL OF VIBRATION AND ACOUSTICS. Manuscript received September 2, 2017; final manuscript received September 8, 2018; published online October 26, 2018. Assoc. Editor: Alper Erturk.

J. Vib. Acoust 141(2), 021006 (Oct 26, 2018) (9 pages) Paper No: VIB-17-1397; doi: 10.1115/1.4041513 History: Received September 02, 2017; Revised September 08, 2018

A novel type of dynamic vibration absorber (DVA) is proposed, which consists of a tuned mass damper (TMD) and tuned sloshing damper (TSD) connected in series to the structure. The system enables the expensive viscous damping devices (VDDs) associated with traditional TMDs to be omitted from the design. A linearized equivalent mechanical model and a nonlinear multimodal model are developed to investigate the proposed system. A TMD–TSD is nonlinear due to the quadratic damping associated with liquid drag, which ensures the system performance is amplitude-dependent. Simple expressions for the optimal TSD–TMD mass ratio, tuning, and damping ratios are employed to design a TMD–TSD coupled to a single degree-of-freedom (SDOF) structure. Frequency response curves for the structure, TMD, and TSD degrees-of-freedom are created for several excitation amplitudes, and the nonlinear behavior of the system response is evident. The performance of the TMD–TSD is evaluated against traditional TMD and TSD systems—with the same total mass—by computing the effective damping produced by each system. The proposed system is found to provide a superior acceleration reduction performance and superior robustness against changes to the frequency of the primary structure. The proposed system is, therefore, an effective and affordable means to reduce the resonant response of tall buildings.

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References

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Figures

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Fig. 1

Structure-TMD-TSD system

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Fig. 3

Linearized equivalent mechanical model of structure-TMD-TSD system

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Fig. 4

Normalized frequency response of structural displacement, TMD relative displacement, and TSD wave heights (a) σs−0/σs−opt = 0.2, (b) 0.5, (c) 1.0, and (d) 2.0

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Fig. 5

Segment of structural displacement, TMD relative displacement, and TSD wave heights

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Fig. 6

Normalized frequency response of structural displacement, TMD relative displacement, and TSD wave heights (a) 10% lower frequency and (b) 10% higher frequency

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Fig. 7

Effective damping versus excitation amplitude for several DVA configurations

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Fig. 8

Effective damping versus detuning ratio for several DVA configurations

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Fig. 9

Root-mean-square wave heights in TSD versus excitation amplitude (for MTSD, max. of two tanks shown)

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