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Non-elastic responses of tall steel buildings subjected to across-wind forces

  • Tamura, Yukio (Department of Architecture, Tokyo Institute Polytechnics) ;
  • Yasui, Hachinori (Urban Environment Research Center, Izumi Sohken Engineering Co., Ltd.) ;
  • Marukawa, Hisao (Urban Environment Research Center, Izumi Sohken Engineering Co., Ltd.)
  • Published : 2001.04.25

Abstract

This paper presents an analytical method which takes into account the non-linearity of individual members, and discusses some case study results. It also discusses the relationship between member non-elastic behavior and excitation duration, and the relationship between member fracture and overall structure behavior. It is clearly demonstrated that the frame already shows almost unstable behavior due to long-columnization just before the occurrence of a column fracture. Then, a column fracture immediately induces a structural collapse mechanism.

References

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  3. Ogawa, K. (1995), Research Report for Numerical Analysis, Steel Material Club & Building Research Institute, Annex B. (in Japanese)
  4. Ohkuma, T., Kurita, T. and Ninomiya, M. (1997), "Response estimation based on energy balance for elastoplastic vibration of tall building in across-wind direction", Structural Safety and Reliability. Proceedings of ICOSSAR'97, 1359-1366.
  5. Tamura, Y. (1995), "Numerical simulation program for structure response induced by wind loads - Technical Manual. Tamura Laboratory", Tokyo Institute of Polytechnics. (in Japanese)
  6. Tsujita, O., Hayabe, Y. and Ohkuma, T. (1997), "A study on wind-induced response for inelastic structure", Structural Safety and Reliability. Proceedings of ICOSSAR'97, 1359-1366.
  7. Tsukagoshi, H., Tamura, Y., Sasaki, A. and Kanai, H. (1993), "Response analyses on along-wind and acrosswind vibrations of tall buildings in time domain", Journal of Wind Engineering and Industrial Aerodynamics, 46-47, 497-506. https://doi.org/10.1016/0167-6105(93)90317-H

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