DOI QR코드

DOI QR Code

Central angle effect on connection behavior of steel box beam-to-circular column

  • 투고 : 2007.07.04
  • 심사 : 2009.05.12
  • 발행 : 2009.07.10

초록

This paper presents the experimental results on the strength behavior and failure modes of box beam-to-circular column connections in steel piers. Previous research introduced parameters such as joint central angles, extension of horizontal stiffeners, and use of equivalent web depth, which ignored strength behavior and failure modes of box beam-to-circular column connections. The use of equivalent web depth $d_2$ is not reasonable when central angle ${\alpha}$ is closer to $90^{\circ}$; therefore, a monotonic loading test has been performed for eight connection specimens. From the test, it is identified that the connection with the circular column is stronger than the connection with the box-sectioned substitution column. Also, the strength of the beam-to-column connections with horizontal stiffeners is higher than the one of the no column stiffeners. The concrete-filled effect of box beam-to-circular column connection is also investigated, and the experimental yield strength of the connection is compared with the theoretical one. Also, more a reasonable equivalent web depth is suggested. The failure modes of connection are clearly defined.

키워드

참고문헌

  1. Beedle, L.S., Topractsoglou, A.A. and Jonhston, B.G. (1951), "Connection for welded continuous portal frames", Welding J., 30, 354s-384s
  2. Dubina, D. and Stratan, A. (2002), "Behavior of welded connections of moment resisting frames beam-tocolumn joints", Eng. Struct., 24, 1431-1440 https://doi.org/10.1016/S0141-0296(02)00091-3
  3. Fielding, D.J. and Huang, J.S. (1971), "Shear in steel beam-to-column connections", Welding J., 50(7), 313s-326s
  4. Hanshin Highway Corporation (1985), Design Standard. No. 2: Design of Structure (part of bridge)
  5. Hwang, W.S., Kim, Y.P. and Park, Y.M. (2004), "Evaluation of shear lag parameters for beam-to-column connections in steel piers", Struct. Eng. Mech., 17(5), 691-706
  6. Hwang, W.S. (1993), "Inelastic behavior and provisions for limit state design of beam-to-column connections in steel bridge pier structures", Ph.D. thesis, Osaka University of Japan
  7. Kawai, J., Furukawa, K. and Hayashi, H. (1979), The Design and Solutions of Steel Pier, Rikou Books (in Japanese)
  8. Korean Road Traffic Association (2003), Road Bridge Design Specifications
  9. Lee, S.J. and Lu, L.W. (1989), "Cyclic tests of full scale composite joint sub-assemblages", J. Struct. Eng., ASCE, 115(8), 1977-1998 https://doi.org/10.1061/(ASCE)0733-9445(1989)115:8(1977)
  10. Luo, Q.Z., Tang, J. and Li, Q.S. (2002), "Experimental studies on shear lag of box girder", Eng. Struct., 24, 464-477 https://doi.org/10.1016/S0141-0296(01)00113-4
  11. Meichi Highway Corporation (1984), Design Standard of Steel Structure (in Japaneses)
  12. Nakai, H., Kitada, S., Kawai, J., Miki, T. and Yoshikawa, O.A. (1982), "Investigations of steel piers construction examples - I, II", Bridges Found., 35-49 (in Japanese)
  13. Nakai, H., Miki, T. and Hashimoto, Y. (1992), "On limit state design method considering shear lag phenomenon of corner parts of steel rigid frames", JSCE, 455, 95-104 (in Japanese)
  14. Okumura, T. and Ishizawa, N. (1968), "The design of knee joints for rigid steel frames with thin walled section", JSCE, 153, 1-17 (in Japanese)
  15. Popov, E.P. and Takhirov, S.M. (2002), "Bolted large seismic steel beam-to-column connections Part 1: Experimental study", Eng. Struct., 24, 1524-1534 https://doi.org/10.1016/S0141-0296(02)00086-X
  16. Walter, D. Pilkey (1994), Stress, Strain, and Structural Matrices, Johnwiley and Sons

피인용 문헌

  1. Nonlinear bending of box section beams of finite length under uniformly distributed loading vol.17, pp.2, 2017, https://doi.org/10.1007/s13296-017-6009-5
  2. Simulation and Experimental Study of Floating with Engineering Mechanics on Box Girder Steel Interior Formwork Used in the High Speed Railway vol.540, pp.1662-7482, 2014, https://doi.org/10.4028/www.scientific.net/AMM.540.185