Aerodynamic stability evolution tendency of suspension bridges with spans from 1000 to 5000 m

doi:10.1007/s11709-023-0980-z

Front. Struct. Civ. Eng.

2023, Vol. 17

Issue (10) : 1465-1476 https://doi.org/10.1007/s11709-023-0980-z

Aerodynamic stability evolution tendency of suspension bridges with spans from 1000 to 5000 m

Yejun DING¹, Lin ZHAO^1,²(

), Rong XIAN³, Gao LIU⁴, Haizhu XIAO⁵, Yaojun GE^1,²

¹. State Key Laboratory of Disaster Reduction in Civil Engineering, Tongji University, Shanghai 200092, China
². Key Laboratory of Transport Industry of Wind Resistant Technology for Bridge Structures, Tongji University, Shanghai 200092, China
³. Guangdong Highway Construction Co., Ltd., Guangzhou 510600, China
⁴. CCCC Highway Bridges National Engineering Research Center Co., Ltd., Beijing 100088, China
⁵. China Railway Major Bridge Reconnaissance and Design Institute Co., Ltd., Wuhan 430056, China

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Abstract

Aerodynamic instability owing to aerostatic and flutter-related failures is a significant concern in the wind-resistant design of long-span suspension bridges. Based on the dynamic characteristics of suspension bridges with spans ranging from 888 to 1991 m, we proposed fitted equations for increasing spans and base frequencies. Finite element models of suspension bridges with increasing span from 1000 to 5000 m were constructed. The structural parameters were optimized to follow the fitted tendencies. To analyze the aerodynamic instability, streamlined single-box section (SBS), lattice truss section (LTS), narrow slotted section (NSS), and wide slotted section (WSS) were considered. We performed three-dimensional (3-D) full-mode flutter analysis and nonlinear aerostatic instability analysis. The flutter critical wind speed continuously decreases with span growth, showing an unlimited approaching phenomenon. Regarding aerostatic instability, the instability wind speed decreases with span to approximately 3000 m, and increases when the span is in the range of 3000 to 5000 m. Minimum aerostatic instability wind speed with SBS or LTS girder would be lower than observed maximal gust wind speed, indicating the probability of aerostatic instability. This study proposes that suspension bridge with span approximately 3000 m should be focused on both aerostatic instability and flutter, and more aerodynamic configuration optimistic optimizations for flutter are essential for super long-span suspension bridges with spans longer than 3000 m.

Keywords suspension bridge super long-span finite element model aerodynamic instability aerodynamic configuration

Corresponding Author(s): Lin ZHAO

Just Accepted Date: 07 July 2023 Online First Date: 12 December 2023 Issue Date: 15 January 2024

Cite this article:

Yejun DING,Lin ZHAO,Rong XIAN, et al. Aerodynamic stability evolution tendency of suspension bridges with spans from 1000 to 5000 m[J]. Front. Struct. Civ. Eng., 2023, 17(10): 1465-1476.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-023-0980-z
https://academic.hep.com.cn/fsce/EN/Y2023/V17/I10/1465

Tab.1 List of suspension bridge spans and mode base frequencies

Fig.1 Base frequencies with spans of suspension bridges.

Fig.2 Elevation diagram of a typical long-span suspension bridge.

Tab.2 Key parameters regarding the geometric size, material character and mass of suspension bridges

Fig.3 Aerodynamic configurations of four girder cross sections (unit: mm). (a) SBS; (b) LTS; (c) NSS; (d) WSS.

Fig.4 Schematic diagram of a long-span suspension bridge model.

Fig.5 Adjustment of parameters and base frequencies of suspension bridges

Fig.6 Span and flutter critical wind speed curve and fitting trend lines. The fitting is carried out for the minimum flutter critical wind speed of suspension bridges at each span.

Tab.3 Fitting parameters for span and flutter failure curves

Fig.7 Bridge deck and wind forces in different axes.

Fig.8 Aerostatic instability critical wind speeds with increasing span and fitting curves. The fitting is carried out for the minimum flutter critical wind speed of suspension bridges at each span.

Tab.4 Fitting parameters of aerostatic instability wind speeds and spans

Fig.9 Aerostatic instability strengthening phenomenon of the NSS suspension bridge. (a) Main cable and girder parameters with increasing spans; (b) aerostatic instability critical speed curve of the NSS suspension bridge.

Fig.10 Flutter and aerostatic instability for different sections and spans. The scatter means the lowest instability speed of suspension bridges with different sections.

section type	$C f$	$C s$
SBS	0.58	0.77
LTS	0.90	0.80
NSS	1.20	1.04
WSS	1.29	1.37

Tab.5 Coefficients of section for flutter and aerostatic instability wind speed

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