Time-domain and frequency-domain approaches to identification of bridge flutter derivatives

doi:10.1007/s11709-009-0034-1

Front Arch Civil Eng Chin

2009, Vol. 3

Issue (2) : 173-179 https://doi.org/10.1007/s11709-009-0034-1

RESEARCH ARTICLE

Time-domain and frequency-domain approaches to identification of bridge flutter derivatives

Zhengqing CHEN(

)

Wind Engineering Research Center, Hunan University, Changsha 410083, China

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Abstract

Flutter derivatives are essential for flutter analysis of long-span bridges, and they are generally identified from the vibration testing data of a sectional model suspended in a wind tunnel. Making use of the forced vibration testing data of three sectional models, namely, a thin-plate model, a nearly streamlined model, and a bluff-body model, a comparative study was made to identify the flutter derivatives of each model by using a time-domain method and a frequency-domain method. It was shown that all the flutter derivatives of the thin-plate model identified with the frequency-domain method and time-domain method, respectively, agree very well. Moreover, some of the flutter derivatives of each of the other two models identified with the two methods deviate to some extent. More precisely, the frequency-domain method usually results in smooth curves of the flutter derivatives. The formulation of time-domain method makes the identification results of flutter derivatives relatively sensitive to the signal phase lag between vibration state vector and aerodynamic forces and also prone to be disturbed by noise and nonlinearity.

Keywords long-span bridges wind-induced vibration flutter derivatives forced vibration test time-domain method frequency-domain method

Corresponding Author(s): CHEN Zhengqing,Email:zqchen@hnu.cn

Issue Date: 05 June 2009

Cite this article:

Zhengqing CHEN. Time-domain and frequency-domain approaches to identification of bridge flutter derivatives[J]. Front Arch Civil Eng Chin, 2009, 3(2): 173-179.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-009-0034-1
https://academic.hep.com.cn/fsce/EN/Y2009/V3/I2/173

Fig.1 Vibration excitation system in heave mode

Fig.2 Vibration excitation system in pitch mode

Fig.3 Cross section of experimental models. (a) TP22; (b) HM13; (c) DT09

Fig.4 Flutter derivatives for thin-plate sectional model BP22. (a) ; (b) ; (c) ; (d) ; (e) ; (f) ; (g) ; (h) . (angle of attack: 0°, frequency: 3 Hz, heaving amplitude: 14 mm, pitching amplitude: 2°)

Fig.5 Flutter derivatives for steel-box sectional model HM13. (a) ; (b) ; (c) ; (d) ; (e) ; (f) ; (g) ; (h) . (angle of attack: 0°, frequency: 3 Hz, heaving amplitude: 8 mm, pitching amplitude: 2°)

Fig.6 Flutter derivatives for bluff sectional model DT09. (a) ; (b) ; (c) ; (d) ; (e) ; (f) ; (g) ; (h) . (angle of attack: 0°, frequency: 2 Hz, heaving amplitude: 14 mm, pitching amplitude: 2°)

Fig.7 Global shift between results of two methods

Fig.8 Fitting failure for one experimental test in time domain method

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