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Reconsideration of Wind-Induced Vibration Mitigation of Long-Span Cable Supported Bridges: Effects of Passive Control and Strategy of Active Control

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Reconsideration of Wind-Induced Vibration Mitigation of Long-Span Cable Supported Bridges: Effects of Passive Control and Strategy of Active Control 1 Reconsideration of Wind-Induced Vibration Mitigation of Long-Span Cable Supported Bridges: Effects of passive control and Strategy of active control Lin Zhao, Yaojun Ge State Key Lab for Disaster Reduction in Civil Engineering, Tongji University, Shanghai, China email: [email protected], [email protected] ABSTRACT: Passive aerodynamic control methods with fixed shapes and installation positions have been widely involved in researches and applications in bridge wind engineering. However, some shortcomings could not be ignored for the increasing demands of robustness in life cycle period for super long-span bridges in plan. Development of aerodynamic control methods, especially for main girder of bridge, for wind-induced vibration is briefly reviewed. Aiming at three aspects, including numerical calculation, wind tunnel test and on-spot measurement, some reasons about obvious difference among them are concluded as theoretical algorithm, structural size effects and complex incoming flow, etc. Finally, more concentration are focused on active aerodynamic control, the past more than 30 years development has been reviewed, some conclusion are also reached, then alternative method named self-adaptive active control plate with real time feedback mechanics is proposed, and some possible characteristics of new approach are also discussed. KEY WORDS: long-span bridge; wind-induced performance; robustness; multiple scale comparison; active and passive control 1 INTRODUCTION For the over 70 years since Tacoma Narrow Bridge, WA, USA was destroyed by wind in 1940 until now, under joint efforts of structural engineers and aerodynamicists, various wind-induced vibrations have been basically explained scientifically and a modern bridge wind engineering system that integrates theoretical research, wind tunnel test, on-spot measurement and numerical simulation has been formed gradually on method level. At present, a theoretical analysis system on bridge aerodynamic force characterized by its linearity and stability effect has been well built and major wind-induced issues that endanger the stability and safety of flexible structures like bridge have been deeply understood and mastered as well. Located at Pacific Northwest, China is one of the few countries that are seriously influenced by windstorms around the world. Majority of the most serious tropical cyclones/violent typhoons in the world are generated at the Pacific Ocean and then move along northwest or to the west, and then they land and attack our coastal areas from the south to north frequently. At present, number of the super long-span bridges that are newly constructed and to be constructed in our economically developed coastal areas has obviously increased. Limit wind load caused by gale/typhoon is often the critical factor used to control bridge design and construction (Zhao Lin et al., 2009), which makes driving/people’s comfort level and structure durability during bridge operation also have obtained the same status with structural stability and safety and it is shown as the comprehensive requirements for wind resistance and robustness within structural life cycle. With the development of modern high-strength materials and construction technologies, bridge structure is developing towards long-span and flexible, which undoubtedly will increase the wind sensitivity of bridges continuously. Thus, wind-induced vibration of bridge structure has become one of the non-ignorable controlling factors in long-span bridge design. Continuous breakthroughs at limit span of cable supported bridges (Xiang Haifan and Ge Yaojun, 2005) rely on the improvements and applications of control methods for wind-induced vibrations of primary members like main girder. According to actual applications and exploratory researches on bridge engineering, such control methods could be divided into three categories: structure method, aerodynamic method and mechanical method. Structure method is used to realize vibration suppression relatively passively through adjusting bridge structure system; mechanical method is used to realize vibration compression through increasing structural damping with ingenious mechanical devices; aerodynamic method is used to remove incentives that cause wind-induced vibrations fundamentally through decreasing wind load. Compared with the other two methods, vibration compression thinking of aerodynamic method is more initiative, its control effect is more obvious and its controlling cost and price are even lower. Attaching small aerodynamic control methods to the surface of primary members of bridge is simple, easy to use and of a stable operating status. At present, during construction and operation of long-span bridges, 14th International Conference on Wind Engineering – Porto Alegre, Brazil – June 21-26, 2015 2 except the long and large flexible cables adopt the wind-induced vibration control strategy with both aerodynamic method (surface pit, helix, etc) and mechanical method (various kinds of active and passive dampers), most of the other members use aerodynamic method alone to control wind-induced vibrations (Xiang Haifan, 2005). Aerodynamic methods that are used on main girder of cable supported bridges as additional members generally include: stabilizer, diversion plate, suppression plate, injection plate, apron board and flange. Besides, the aerodynamic methods attached to main girder surface (such as diversion plate to overhauling rail or suppression plate to accommodation rail, etc) also might exert decisive influences on aerodynamic performance of main girder cross-section (Chen Haixing, 2012). Most of the aerodynamic methods share similar appearance with straight/folded plates, belong to non-bearing structure method, their positions and forms are fixed after installation (please refer to Figure 1), and they belong to aerodynamic methods of fixed plate, which is called “fixed plate” for short. Besides, chamfering of main girder cross-section, central slotting and linear optimal design of tuyere are also selectable design combination. The above aerodynamic methods guide or interfere the air fluid flow distribution near bridge girder cross-section to improve aerodynamic performance of the overall structure. Potential wind- induced vibrations and their aerodynamic control methods of the cable supported bridges that have been completed at present, span of which rank the top all over the world shall refer to Table 1. Figure 1. Summary on Aerodynamic Methods Commonly Used in Box Girder Cross-section Table 1. Conditions on Adopting Aerodynamic Methods for Cable Supported Bridges with Maximum Span Bridge Main Form of main Wind-induced Aerodynamic/mechanical Country Bridge name type span girder vibration method Akashi-Kaikyo Japan 1991m Truss Flutter Central stabilizer Bridge Central slotting, chamfering Zhoushan Split steel Vortex-induced at the bottom of girder, China 1650m Xihoumen Bridge box vibration, flutter level flange, gear variable windshield (windbreak) Denmar Great Kelp East Vortex-induced 1624m Flat steel box Diversion plate Long- k Bridge vibration Runyang Yangtze span China 1490m Flat steel box Flutter Central stabilizer suspensi River Bridge on UK Humber Bridge 1410m Flat steel box Flutter Level flange Jiangyin Yangtze bridge China 1385m Flat steel box -- -- River Bridge Hong Kong China 1377m Flat steel box Flutter Slotting Tsingma Bridge USA Verrazano Bridge 1298m Truss -- -- San Francisco USA 1280m Truss -- -- Golden Gate Bridge Yangluo Yangtze China 1280m Flat steel box -- - River Bridge Suzhou-Nantong China Yangtze River 1088m Flat steel box Cable vibration Flute/damper Bridge Long- Hong Kong Split steel Flutter, cable Central slotting, span China 1018m Stonecutters Bridge box vibration flute/damper cable- Vortex-induced Rail of adjustment and stayed Edong Yangtze China 926m Flat steel box vibration, cable inspection vehicle, bridge River Bridge vibration helix/damper Japan Tatara Bridge 890m Flat steel box Cable vibration Flute/damper France Normandie Bridge 856m Flat steel box Cable vibration Helix/damper 14th International Conference on Wind Engineering – Porto Alegre, Brazil – June 21-26, 2015 3 During safety evaluation of wind-induced effect of long-span bridge structure, wind tunnel test is the leading research method. Bridge section model test provides some necessary load parameters and primary wind-induced vibration information on bridge structure for numerical calculation of bridge structure; full bridge aeroelastic model test could better represent the features of wind-induced vibration of 3D bridge tower-main girder structure. On this basis, various wind load effect theoretical systems could be combined to develop finite element numerical calculation, which could represent or deduce deep structural behaviors from a certain extent and the safety of structural behaviors also could be verified from a certain extent based on this (Ge Yaojun, 2011). As the most important research method at present, wind tunnel test is entrusted with an important post in bridge wind- resistance design, but some deviations still have happened during actual applications in the design of bridge wind-resistance for many times. Vortex-induced vibration has been discovered while building the 193m-main girder of Great Kelp East Bridge and the actually measured frequency of vortex-induced vibration and wind speed of oscillation starting are inconsistent with the results of wind tunnel test; during wind tunnel test on Hong Kong Stonecutters Bridge, it has been found
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