Steel and Composite Structures

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Shear strength formula of CFST column-beam pinned connections

  • Lee, Seong-Hui (Automobile Examination Division, Korean Intellectual Property Office) ;
  • Kim, Young-Ho (Sejin Patent & Law Office) ;
  • Choi, Sung-Mo (Division of Architectural Engineering, School of Architecture and Architectural Engineering, University of Seoul)
  • Received : 2010.01.18
  • Accepted : 2012.08.06
  • Published : 2012.11.25
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Abstract

Recently, as the height of building is getting higher, the applications of CFST column for high-rise buildings have been increased. In structural system of high-rise building, The RC core and exterior concrete-filled tubular (CFST) column-beam pinned connection is one of the structural systems that support lateral load. If this structural system is used, due to the minimal CFST column thickness compared to that of the CFST column width, the local moment occurred by the eccentric distance between the column flange surface from shear bolts joints degrades the shear strength of the CFST column-beam pinned connections. This study performed a finite element analysis to investigate the shear strength under eccentric moment of the CFST column-beam pinned connections. The column's width and thickness were used as variables for the analysis. To guarantee the reliability of the finite element analysis, an actual-size specimens were fabricated and tested. The yield line theory was used to formulate an shear strength formula for the CFT column-beam pinned connection. the shear strength formula was suggested through comparison on the results of FEM analysis, test and yield lime theory, the shear strength formula was suggested.

Keywords

Acknowledgement

Supported by : Korea Science and Engineering Foundation (KOSEF)

References

  1. AIK (2004), Structural design and construction manual for CFT column, Architectural institute of Korea.
  2. AISC (1997), Hollow Structural Sections Connections Manual, Chapter 4, American Institute of Steel Construction, Inc.
  3. Kim, C.-H. and Lee, E.T. (2005), "cyclic behavior of beam-to-concrete filled steel tube column connections", International Journal of Steel Structures (IJOSS), 5(4), 399-406.
  4. Cheng, C.-T. and Chung, L.-L. (2003), "Seismic performance of steel beams to concrete-filled steel tubular column connections", J. Constr. Steel Res., 59(3), 405-426. https://doi.org/10.1016/S0143-974X(02)00033-0
  5. Sherman, D.R. and Ghorbanpoor, A. (2002), Design of Extended Shear Tabs, American Institute of Steel Construction, Final Report, pp. 10-11.
  6. IIW (1989), Design recommendations for hollow section joints-predominantly statically loaded, Sv-701-89, 2nd Ed. IIW Subcommission XV-E, Institute of Welding, Helsinki, Finland.
  7. Kim, C.-H., Lee, E.-T. and Kim, S.-E. (2000), "Experimental study on the behavioral characteristics of CFT column-beam pinned connections", Korean Society of Steel Construction Journal, 12(4).
  8. Shin, K.-J., Kim, Y.-J. and Oh, Y.-S. (2007), "Seismic behaviour of composite concrete-filled tube column-tobeam moment connections", J. Constr. Steel Res., 64(1), 118-127.
  9. Malaska, M. (2000), "Behavior of a semi-continuous beam-column connection for composite slim floors", Helsinki University of Technology Laboratory of Steel Structures Publications 20, Espoo 2000.
  10. Park, S.-H., Lee, S.-H., Jung, J.-A., Kang, S.-B. and Choi, S.-M. (2006), Proposed strength formula for concretefilled square hollow tubular section column-beam pinned connections, Stability and Ductility of Steel Structures (SDSS conference), Portugal.
  11. Shakir-Khalil, H. (1994), "Fin plate connections to concrete-filled tubes", 4th Int. Conf. on Steel-Concrete Composite Structure, Kosice, Slovakia, ICCS-4, pp.181-185.
  12. Choi, S.-M., Lee, S.-H., Hong, S.-D. and Kim, J.-H. (2008), "Structural capacities of tension side for cft square column-to-beam connections with combined-cross diaphragm", Adv. Struct. Eng., 11(2), 209-227. https://doi.org/10.1260/136943308784466251

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