Wind Resistant Design of Bridges in Japan Developments and Practices
For long-span bridges, wind action is a dominant factor in their safety and serviceability. A large number of long-span bridges have been built in Japan over the past 30 years, and tremendous amounts of research and technical development have been accompl
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Yozo Fujino
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Kichiro Kimura
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Hiroshi Tanaka
Wind Resistant Design of Bridges in Japan Developments and Practices
Yo zo Fujino Professor Department of Civil Engineering The University of Tokyo 7-3-1 Hongo, Bunkyo-ku Tokyo 113-8656 Japan [email protected]
Kichiro Kimura Professor Department of Civil Engineering Faculty of Science and Technology Tokyo University of Science [email protected]
Hiroshi Tanaka Professor Emeritus University of Ottawa K1N 6N5, Ottawa, ON Canada [email protected]
ISBN 978-4-431-54045-8 e-ISBN 978-4-431-54046-5 DOI 10.1007/978-4-431-54046-5 Springer Tokyo Dordrecht Heidelberg London New York Library of Congress Control Number: 2011945956 # Springer 2012
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Preface
A large number of long-span bridges, in particular cable-supported bridges, have been built in Japan over the past 30 years. The number of cable-supported bridges may exceed 300. The Akashi-Kaikyo Bridge and Tatara Bridge are typical examples. There are many technical challenges in constructing long-span bridges. Among those challenges, including materials, analysis, seismic action, and so on, wind actions are very important. Tremendous amounts of research and technical development have been accomplished in these areas. Long-span bridges are light, flexible, and low-damped structures. Wind-induced static and dynamic behaviors govern the structural design. A rational wind-resistant design requires profound and comprehensive understanding of wind characteristics and performance of flexible bridges under wind excitation. In Japan, research on the performance of suspension bridges under wind excitation started in the 1950s. A large wind tunnel for full models of suspension bridges was constructed at the University of Tokyo around 1960 and active research began being conducted. The first guideline on wind-resistant design for the HonshuShikoku Bridge Project was issued in the middle of the 1960s. The behavior of a bridge under wind excitation is very complex because it is an outcome of the interaction between wind flow and bridge structure. Wind is light and extremely deformable. Hence, forces on girders, pylons, and cables induced by wind flows are different even if the geometries of these structural members are slightly different. The dynamic forces on them vary as they move under wind flows, creating the so-called motion-dependent forces that are extremely nonlin
