A unified approach to aerodynamic damping and drag/lift instabilities, and its application to dry inclined cable galloping

Macdonald, John H G; Larose, Guy L.

doi:10.1016/j.jfluidstructs.2005.10.002

Cited by 102 publications

(44 citation statements)

References 8 publications

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“…It is also extremely interesting to note that the conventional Den Hartog criterion would indicate instability corresponding to the drag crisis in this range, but by considering the large influence of Reynolds number on force coefficients. The governing reason of inclined cable galloping is actually found to be the difference in lift force due to Re, the @C L @Re = term [66].…”

Section: Critical Reynolds Numbermentioning

confidence: 99%

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Cable Vibrations and Control Methods

Fujino

Kimura

Tanaka

2012

Wind Resistant Design of Bridges in Japan

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Section: Critical Reynolds Numbermentioning

confidence: 99%

“…Note also that the expression (10.5) is simplified for a circular cylinder. More general expression and its derivation are given in Macdonald and Larose [66]. Detailed measurement of both lift and drag force components for an inclined cylinder in the critical Reynolds number range was carried out by Larose et al [67,68].…”

Section: Onset Criteriamentioning

confidence: 99%

Cable Vibrations and Control Methods

Fujino

Kimura

Tanaka

2012

Wind Resistant Design of Bridges in Japan

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“…An expansion of drag forces is adopted following [24] and [25] and the aerodynamic damping matrix is added to structural damping. Wind velocity and cable cross-section are such as to operate in the sub-critical range.…”

Section: Purpose Of the Papermentioning

confidence: 99%

“…According to the quasi-static approach, we assume the hypothesis w z , and expand the drag force in Taylor series with respect to z , following [24]- [25]. By retaining terms up to the first order one gets:…”

Section: Wind Forces On the Cablementioning

confidence: 99%

Vibrations of inclined cables under skew wind

Impollonia

Ricciardi

Saitta

2011

International Journal of Non-Linear Mechanics

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A non-linear finite element model of inclined cables, i.e. cables with non-leveled supports, in the large displacement and deformation fields is proposed for computing the dynamic response to wind loads which blow in arbitrary direction. The initial equilibrium, assumed as the static configuration under self weight and mean wind component, is defined by a continuous approach, following an iterative procedure which starts from the configuration under self weight only. The proposed formulation, which accounts for longitudinal inertia forces, allows to spot the circumstances when the simplified small-sag approach, adopting longitudinal mode condensation, becomes too crude. Numerical simulations have been performed empoying the Proper Orthogonal Decomposition to lower the computational effort.

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“…The results from the full-scale measurements agreed well with the theoretical quasi-steady aerodynamic damping derived for single degree-of-freedom (1DOF) vibrations of inclined cables in skew winds in the sub-critical Reynolds number range. Later the theoretical framework was generalised to include variations of the static force coefficients with Reynolds number, fully considering the 3-dimensional geometry and allowing for aeroelastic coupling in 2 degrees-of-freedom (2DOF) for in-plane and out-ofplane vibrations (Macdonald & Larose 2006, 2008a. Boujard & Grillaud (2007) measured both rain-wind induced vibrations and similar vibrations of dry cables during a 3-year measurement campaign on the Iroise Bridge, and for the dry case they compared the results with predicted instability regions based on the same 2DOF quasi-steady model and wind tunnel data on a static inclined model in the critical Reynolds number range.…”

Section: Introductionmentioning

confidence: 99%

Identification of aeroelastic forces and static drag coefficients of a twin cable bridge stay from full-scale ambient vibration measurements

Acampora

Macdonald

Georgakis

et al. 2014

Journal of Wind Engineering and Industrial Aerodynamics

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Despite much research in recent years, large amplitude vibrations of inclined cables continue to be of concern for cable-stayed bridges. Various excitation mechanisms have been suggested, including rain-wind excitation, dry inclined cable galloping, high reduced velocity vortex shedding and excitation from the deck and/or towers. Although there have been many observations of large cable vibrations on bridges, there are relatively few cases of direct full-scale cable vibration and wind measurements, and most research has been based on wind tunnel tests and theoretical modelling. This paper presents results from full-scale measurements on the special arrangement of twin cables adopted for the Øresund Bridge. The monitoring system records wind and weather conditions, as well as accelerations of certain cables and a few locations on the deck and tower. Using the Eigenvalue Realization Algorithm (ERA), the damping and stiffness matrices are identified for different vibration modes of the cables, with sufficient accuracy to identify changes in the total effective damping and stiffness matrices due to the aeroelastic forces acting on the cables. The damping matrices identified from the full-scale measurements are compared with the theoretical damping matrices based on quasi-steady theory, using three different sets of wind tunnel measurements of static force coefficients on similar shaped twin or single cables, with good agreement. The damping terms are found to be dependent on Reynolds number rather than reduced velocity, indicating that Reynolds number governs the aeroelastic effects in these conditions. There is a significant drop in the aerodynamic damping in the critical Reynolds number range, which is believed to be related to the large amplitude cable vibrations observed on some bridges in dry conditions. Finally, static drag coefficients are back-calculated from the full-scale vibration measurements, for first time, with reasonable agreement with direct wind tunnel measurements. The remaining discrepancies are believed to be due to the higher turbulence intensity on site than in the wind tunnel.

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A unified approach to aerodynamic damping and drag/lift instabilities, and its application to dry inclined cable galloping

Cited by 102 publications

References 8 publications

Cable Vibrations and Control Methods

Cable Vibrations and Control Methods

Vibrations of inclined cables under skew wind

Identification of aeroelastic forces and static drag coefficients of a twin cable bridge stay from full-scale ambient vibration measurements

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