Technical Papers
Feb 20, 2024

Vibration Damping of a Taut Cable with the Hybrid Application of a Viscous Damper and a Tuned Mass Damper

Publication: Journal of Bridge Engineering
Volume 29, Issue 5

Abstract

Additional damping provided by a viscous damper (VD) may not be sufficient to mitigate the wind-induced vibration of long cables. In this paper, the damping properties of the hybrid application of a VD and a tuned mass damper (TMD) on a taut cable are studied. The VD-TMD-cable system’s characteristic equation is formulated by using complex modal analysis. The modal properties of the VD-TMD-cable system are subsequently discussed. Then, a damper optimization principle is introduced. When optimizing the cable single mode, based on the damper optimization principle, the effects of the damper parameters of the VD and TMD on the damping ratio of the optimized cable mode are investigated. Furthermore, a damper optimization method for cable multimode vibration mitigation is proposed. Finally, case studies are presented to verify the effectiveness of the damper optimization method. It is shown that the hybrid application of the VD and TMD can significantly improve the damping ratios of the cable multimode. The hybrid application approximates the superposition of separate applications if cable lower modes are optimized and outperforms the superposition of separate applications for cable higher modes if cable higher modes are optimized. The optimum modal damping ratios can be obtained efficiently by the proposed damper optimization method for cable multimode vibration mitigation to satisfy the damping requirement.

Practical Applications

This paper proposes a damper optimization method of the hybrid application of a viscous damper and a tuned mass damper for a bridge taut cable multimode vibration mitigation. To overcome the difficulty involved in the actual implementation of the hybrid application, the authors provide a practical solution based on the findings of this paper, which is to set the optimum conditions of the viscous damper and tuned mass damper for the longest cables of each group, while setting the suboptimum conditions of the viscous damper and tuned mass damper’s for the other cables of each group as long as the modal damping ratios meet the target damping ratio. To achieve this, the following steps are required to be taken: First, select adjacent cables with the similar properties as one group. Second, optimize viscous damper and tuned mass damper parameters for the lower and higher modes of the longest cable in one group, respectively. Third, set the viscous damper and tuned mass damper’s configuration parameters of the other cables in the group equal to the optimum viscous damper and tuned mass damper’s configuration parameters of the longest cable. Check whether the damping ratios of the considered modes of the other cables in the group meet the target damping ratio; if not, just try adjusting the cable modes optimized by the viscous damper and tuned mass damper, which means actually adjusting the viscous damper and tuned mass damper’s installation locations of these dampers to meet the target damping ratio.

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Data Availability Statement

All data, models, or codes that support the findings of this study are available from the corresponding author upon reasonable request.

Acknowledgments

The authors are grateful for the financial support received from the Guangdong Provincial Science and Technology Plan Project (Grant Nos. 2019B111106002 and 2020A0505100065); and the National Natural Science Foundation of China (Grant No. U2005216).

Notation

The following symbols are used in this paper:
Ap, Bp
complex amplitude of the pth cable segment;
a
complex amplitude ratio of TMD displacement and cable displacement at the location of the TMD;
C
matrix to displacement compatibility and force equilibrium conditions;
c
viscous damping coefficient of the VD;
cTMD
damping coefficient of the TMD;
i
imaginary unit;
k
spring stiffness of the TMD;
L
total length of the cable;
lp
length of the pth cable segment;
M
mass of the TMD;
m
mass per unit length of the cable;
n,n1,n2,nVD,1th, nVD,2th,nTMD,1th,nTMD,2th
cable mode number;
p
cable segment index divided by the VD and TMD;
s
iterative step index;
T
axial tension force of the cable;
t
time;
xp
coordinate along the cable chord axis in the pth cable segment;
Yp(xp)
complex mode shape on the pth cable segment;
yp(xp, t), yp(xp, τ)
cable transverse displacement of the pth cable segment;
yTMD
transverse displacement of the TMD;
α
real part of the dimensionless eigenvalue;
β
imaginary part of the dimensionless eigenvalue;
βn
nondimensional frequency of the nth mode;
βn1
nondimensional frequency of “Mode n, 1”;
βn2
nondimensional frequency of “Mode n, 2”;
η
nondimensional damping constant of the VD;
ηnopt
optimum nondimensional damping constant of the VD of the nth mode;
λ
complex dimensionless eigenvalue;
μn
mean value of the modal damping ratio of the optimized mode (nth);
μn1n2
mean value of the modal damping ratios of optimized modes (n1thn2th);
ξn
modal damping ratio of the nth mode;
ξn1
modal damping ratio of “Mode n, 1”;
ξn2
modal damping ratio of “Mode n, 2”;
ξTMD
damping ratio of the TMD;
ξTMD,nopt
optimum damping ratio of the TMD of the nth mode;
ξt
target modal damping ratio;
ρ
frequency ratio of the TMD;
ρnopt
optimum frequency ratio of the TMD of the nth mode;
σn
standard deviation of the modal damping ratio of the optimized mode (nth);
σn1n2
standard deviation of the modal damping ratios of optimized modes (n1thn2th);
Γp
shorthand of terms related to the pth cable segment;
τ
nondimensional time;
Φ
vector composed of Ap and Bp;
ϕ
mass ratio of the TMD;
ϕnopt
optimum mass ratio of the TMD of the nth mode;
ω
modulus of the dimensional eigenvalue;
ωTMD
circular frequency of the TMD; and
ωo1
fundamental circular frequency of the cable.

References

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Go to Journal of Bridge Engineering
Journal of Bridge Engineering
Volume 29Issue 5May 2024

History

Received: Apr 3, 2023
Accepted: Dec 1, 2023
Published online: Feb 20, 2024
Published in print: May 1, 2024
Discussion open until: Jul 20, 2024

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Authors

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Ph.D. Candidate, Key Laboratory of Coastal Urban Resilient Infrastructures, Ministry of Education, Shenzhen Univ., Shenzhen 518060, China; National Key Laboratory of Green and Long-Life Road Engineering in Extreme Environment, Shenzhen Univ., Shenzhen 518060, China. Email: [email protected]
Professor, Key Laboratory of Coastal Urban Resilient Infrastructures, Ministry of Education, Shenzhen Univ., Shenzhen 518060, China; National Key Laboratory of Green and Long-Life Road Engineering in Extreme Environment, Shenzhen Univ., Shenzhen 518060, China; China‒Pakistan Belt and Road Joint Laboratory on Smart Disaster Prevention of Major Infrastructures, Southeast Univ., Nanjing 211189, China (corresponding author). ORCID: https://orcid.org/0000-0003-1397-0607. Email: [email protected]
Chunsheng Cai, F.ASCE [email protected]
Professor, Dept. of Bridge Engineering, School of Transportation, Southeast Univ., Nanjing 211189, China. Email: [email protected]
Xigui Huang [email protected]
Postgraduate Student, Key Laboratory of Coastal Urban Resilient Infrastructures, Ministry of Education, Shenzhen Univ., Shenzhen 518060, China. Email: [email protected]
YanLiang Du [email protected]
Professor, Key Laboratory of Coastal Urban Resilient Infrastructures, Ministry of Education, Shenzhen Univ., Shenzhen 518060, China; National Key Laboratory of Green and Long-Life Road Engineering in Extreme Environment, Shenzhen Univ., Shenzhen 518060, China. Email: [email protected]

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