Aerodynamic investigations for the tender design concepts of the Øresund cable-stayed bridge

Strømmen, Einar N.; Hjorth-Hansen, Erik; Hansen, Stinus; Jakobsen, Jasna Bogunović

doi:10.1016/s0167-6105(98)00199-8

Cited by 6 publications

(3 citation statements)

References 2 publications

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“…6). The deck properties for these three bridges are depicted in the Table 2 reported by Kiviluoma [6], Ge and Tanaka [2], Strommen et al [17] and Krishna [7].…”

Section: Resultsmentioning

confidence: 99%

Support vector machine based aerodynamic analysis of cable stayed bridges

Lute

Upadhyay

Singh

2009

Advances in Engineering Software

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“…6). The deck properties for these three bridges are depicted in the Table 2 reported by Kiviluoma [6], Ge and Tanaka [2], Strommen et al [17] and Krishna [7].…”

Section: Resultsmentioning

confidence: 99%

Support vector machine based aerodynamic analysis of cable stayed bridges

Lute

Upadhyay

Singh

2009

Advances in Engineering Software

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“…The drag coefficient of the bridge girder measured from the wind tunnel tests at Central South University is 0.6452 at the zero wind angle of attack with respect to the girder height of 15.3 m, and the lift and moment coefficients are 0.0308 and 0.1065, respectively with respect to the girder width of 36.8 m. The first derivatives of the drag, lift, and moment coefficients (C D , C L , C M ) with respect to zero wind angle of attack are 0.3266, 4.3144, and 0.6088, respectively. In the simulation of the self-excited forces, the flutter derivatives for horizontal direction are computed based on the quasi-steady theory and the results from a similar bridge girder (Øresund Strait Bridge) is utilized for other directions [44]. The first 10 natural modes are taken into consideration in the buffeting response analysis, and a frequency interval about 0.001 is used within the range from 0.001 to 2 Hz.…”

Section: Comparison Of Buffeting Analysis Between Field-measurements mentioning

confidence: 99%

Strong Wind Characteristics and Buffeting Response of a Cable-Stayed Bridge under Construction

Yan

Ren

et al. 2020

Sensors

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This study carries out a detailed full-scale investigation on the strong wind characteristics at a cable-stayed bridge site and associated buffeting response of the bridge structure during construction, using a field monitoring system. It is found that the wind turbulence parameters during the typhoon and monsoon conditions share a considerable amount of similarity, and they can be described as the input turbulence parameters for the current wind-induced vibration theory. While the longitudinal turbulence integral scales are consistent with those in regional structural codes, the turbulence intensities and gust factors are less than the recommended values. The wind spectra obtained via the field measurements can be well approximated by the von Karman spectra. For the buffeting response of the bridge under strong winds, its vertical acceleration responses at the extreme single-cantilever state are significantly larger than those in the horizontal direction and the increasing tendencies with mean wind velocities are also different from each other. The identified frequencies of the bridge are utilized to validate its finite element model (FEM), and these field-measurement acceleration results are compared with those from the FEM-based numerical buffeting analysis with measured turbulence parameters.

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“…Oresund bridge is a multiple-span cable-stayed bridge with a trussed double-deck carrying road as well as rail traffic. The data for this study have been adopted from Strommen et al (1999) and Ostenfeld and Larsen (1992). The data for these bridges are listed in Table 1.…”

Section: Case Studiesmentioning

confidence: 99%

Predicting flutter speed of a cable-stayed bridge

Mishra¹,

Krishna²

2010

Proceedings of the Institution of Civil Engineers - Bridge Engi

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Cable-stayed bridges are prone to wind-induced instabilities owing to their smaller frequencies. Further, because of the closeness of torsional and vertical bending frequencies they are more likely to suffer from classical flutter. In this paper, empirical formulae have been proposed for estimating the basic frequencies as well as the flutter critical wind speed. Corroborative examples of a few cable-stayed bridges of different spans, namely, Karkinen, Nanpu, Yangpu and Oresund, have been considered. The flutter critical speeds of these bridges by the proposed method have been compared with those obtained from Selberg's formula and the Chinese method. Lastly, based on the safety margins with respect to the critical flutter speeds, cable-stayed bridges have been categorised into three groups, and the need for wind tunnel tests has been proposed. It is expected that the approach provided here will serve as a ready reckoner for cable-stayed bridge designers and will help reduce the project cost and time by assessing the flutter susceptibility of bridges.

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Aerodynamic investigations for the tender design concepts of the Øresund cable-stayed bridge

Cited by 6 publications

References 2 publications

Support vector machine based aerodynamic analysis of cable stayed bridges

Support vector machine based aerodynamic analysis of cable stayed bridges

Strong Wind Characteristics and Buffeting Response of a Cable-Stayed Bridge under Construction

Predicting flutter speed of a cable-stayed bridge

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