Dynamic wind effects on suspension and cable-stayed bridges

Larsen, Allan; Larose, Guy L.

doi:10.1016/j.jsv.2014.06.009

Cited by 128 publications

(46 citation statements)

References 24 publications

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“…It can be said that the torsional frequency suddenly appears as dominant frequency in the vertical bending spectrum [7]. Similar observations related to the Izmit suspension bridge are presented in [8]. At this point, the structure vibrates with the same frequency in bending and torsion, but it is still stable.…”

Section: Fluttermentioning

confidence: 57%

“…A more Anina Šarkić Glumac, Rüdiger Höffer, Stanko Brčić detailed analysis should be conducted, including structural parameters, in order to make a clearer comparison between the proposed sections. Nevertheless, as stated in [8], generally trapezoidal box girders, prone to two degree of freedom flutter, appear to be the better choice for long span cable-supported bridges then sections prone to the one degree of freedom flutter, at least from the point of view of aerodynamic stability.…”

Section: Resultsmentioning

confidence: 91%

“…This was pointed out by Richardson leading to the "flutter free" patent application for twin suspension bridges [12]. Studies related to this innovative solution are presented in [13,14] but, when considering bridge design with torsional frequency lower than the corresponding bending frequency, it is necessary to check whether the torsional divergence [7] and vortex shedding excitation [8] might jeopardize the structure. A method in which aerodynamic parameters -flutter derivatives -are applied to define a linear aeroelastic subsystem is presented in [5].…”

Section: Fluttermentioning

confidence: 99%

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Identification of flutter derivatives by forced vibration tests

Glumac¹,

Höffer²,

Brčić³

2017

JCE

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Identification of flutter derivatives by forced vibration testsResults of an experimental study related to flutter phenomenon are presented in the paper. Two cross-sections are considered: a rectangular cross-section and a typical symmetric bridge cross-section. Stationary coefficients and instationary flutter derivatives are determined by means of forced vibration tests. The identification technique is presented in detail. Pressure measurements at the centre of the bridge cross-section are also performed. Main wind flow patterns are analysed based on pressure distribution data. Identifikacija parametara treperenja testovima prisilnih vibracija U radu su prikazani rezultati eksperimentalnog istraživanja vezanoga za pojavu treperenja. Promatrana su dva poprečna presjeka: pravokutan i tipičan simetričan poprečni presjek mosta. Posebno su određeni ustaljeni koeficijenti kao i neustaljeni parametri treperenja primjenom testova prisilnih vibracija. U radu je detaljno prikazana postupak identifikacije. Uz to, na središnjem poprečnom presjeku mosta provedena su mjerenja tlakova. Na osnovi raspodjele tlakova analizirane su glavne sheme obstrujavanja vjetra.

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Section: Fluttermentioning

confidence: 57%

Section: Resultsmentioning

confidence: 91%

Section: Fluttermentioning

confidence: 99%

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Identification of flutter derivatives by forced vibration tests

Glumac¹,

Höffer²,

Brčić³

2017

JCE

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“…9 In a long-span cable-supported bridge, the overall structural dynamic response cannot be uncoupled from the dynamics of its cable system. 4 Consequently, the effects of wind on the cables influence the dynamic behavior of the remainder of the structure. This paper confirms this statement using measurements from the Hardanger suspension bridge (Norway) and shows that it is possible to indirectly study VIVs on hangers when inspecting the response elsewhere on the structure.…”

Section: Introductionmentioning

confidence: 99%

Indirect monitoring of vortex-induced vibration of suspension bridge hangers

Cantero

Øiseth

Rönnquist

2017

Structural Health Monitoring

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Wind loading of large suspension bridges produces a variety of structural responses, including the Vortex-Induced Vibrations (VIVs) of the hangers. Because it is impractical to monitor each hanger, this study explores the possibility of assessing the presence of these vibrations indirectly by analyzing the responses elsewhere on the structure. To account for the time-varying nature of the wind velocity, it is necessary to use appropriate time-frequency analysis tools. The Continuous Wavelet Transform and the Short-Term Fourier Transform are used here to obtain clear correlations between the vortex shedding frequency and the energy content of the Hardanger Bridge responses. The analysis of recorded signals from a permanent monitoring system installed on the deck and a temporary system installed on some of the hangers shows that it is possible to indirectly detect hanger-related VIVs from the deck response. Furthermore, this study elaborates on the detection of the two types of VIVs (Cross-Flow and In-Line), the spatial variability of the results, as well as a possibility to automate the detection process. The ideas reported can be implemented readily in existing SHM systems for large cable-supported structures not only to identify VIVs but also to gain a better understanding of their structural response.

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“…Due to the extremely low inherent damping, stay cables are vulnerable to largeamplitude vibration induced by combined rain-wind excitation, parametric excitation, or other wind induced conditions [3]. For example, incidences of excessive cable vibration have been reported in the Dongting Lake Bridge in China [4], the Fred Hartman Bridge in USA [5], and the Alamillo Bridge in Spain [6].…”

Section: Introductionmentioning

confidence: 99%

Adaptive Semiactive Cable Vibration Control: A Frequency Domain Perspective

Chen

2017

Shock and Vibration

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An adaptive solution to semiactive control of cable vibration is formulated by extending the linear quadratic Gaussian (LQG) control from time domain to frequency domain. Frequency shaping is introduced via the frequency dependent weights in the cost function to address the control effectiveness and robustness. The Hilbert-Huang transform (HHT) technique is further synthesized for online tuning of the controller gain adaptively to track the cable vibration evolution, which also obviates the iterative optimal gain selection for the trade-off between control performance and energy in the conventional time domain LQG (T-LQG) control. The developed adaptive frequency-shaped LQG (AF-LQG) control is realized by collocated self-sensing magnetorheological (MR) dampers considering the nonlinear damper dynamics for force tracking control. Performance of the AF-LQG control is numerically validated on a bridge cable transversely attached with a self-sensing MR damper. The results demonstrate the adaptivity in gain tuning of the AF-LQG control to target for the dominant cable mode for vibration energy dissipation, as well as its enhanced control efficacy over the optimal passive MR damping control and the T-LQG control for different excitation modes and damper locations.

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Dynamic wind effects on suspension and cable-stayed bridges

Cited by 128 publications

References 24 publications

Identification of flutter derivatives by forced vibration tests

Identification of flutter derivatives by forced vibration tests

Indirect monitoring of vortex-induced vibration of suspension bridge hangers

Adaptive Semiactive Cable Vibration Control: A Frequency Domain Perspective

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