Steel and Composite Structures

  • 제5권1호
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  • Pages.49-70
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  • 2005
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  • 1229-9367(pISSN)
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  • 1598-6233(eISSN)
테크노프레스 (Techno-Press)
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DOI QR코드

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Finite element modeling of tubular truss bearings

  • Kozy, B. (Department of Civil & Environmental Engineering, University of Pittsburgh) ;
  • Earls, C.J. (Department of Civil & Environmental Engineering, University of Pittsburgh)
  • 투고 : 2004.11.02
  • 심사 : 2005.01.10
  • 발행 : 2005.02.25
⟨ 이전 논문 다음 논문 ⟩

초록

This paper reports on finite element analysis techniques that may be applied to the study of circular hollow structural sections and related bearing connection geometries. Specifically, a connection detail involving curved steel saddle bearings and a Structural Tee (ST) connected directly to a large-diameter Hollow Structural Section (HSS) truss chord, near its open end, is considered. The modeling is carried out using experimentally verified techniques. It is determined that the primary mechanism of failure involves a flexural collapse of the HSS chord through plastification of the chord wall into a well-defined yield line mechanism; a limit state for which a shell-based finite element model is well-suited to capture. It is also found that classical metal plasticity material models may be somewhat limited in their applicability to steels in fabricated tubular members.

키워드

참고문헌

  1. ABAQUS, (2003), ABAQUS Theory Manual, Hibbitt, Karlsson & Sorensen, Inc., Pawtucket, Rhode Island, USA.
  2. AISC (2000), Load and Resistance Factor Design Specification for Steel Hollow Structural Sections, American Institute of Steel Construction, Chicago, Illinois, November 10.
  3. AISC (2001), Manual of Steel Construction - Load and Resistance Factor Design 3rd Edition, American Institute of Steel Construction, Chicago, Illinois, November.
  4. AISC (1997a), Hollow Structural Sections Connections Manual, American Institute of Steel Construction, Chicago, Illinois.
  5. AISC (1997b), Specification for the Design of Steel Hollow Structural Sections, American Institute of Steel Construction, Chicago, Illinois, April 15.
  6. Bathe, K.-J. (1996), Finite Element Procedures, Prentice-Hall, Inc., Upper Saddle River, New Jersey.
  7. Boyle, R. and Earls, C.J., (2004),"Full-scale testing of tri-chord sign structure connections", Report No. CE/ST 28, Department of Civil and Environmental Engineering, University of Pittsburgh, Pittsburgh, Pennsylvania.
  8. Chen, W.F. and Ross, D.A. (1977),"Tests of fabricated tubular columns", J. Struct. Div., ASCE, 103(ST3).
  9. Dieter, G. E. (1986), Mechanical Metallurgy 3rd Ed., McGraw Hill, ISBN 0-07-016893-8.
  10. Galambos, T. (1998), Guide to Stability Design Criteria for Metal Structures, 5th Ed., Wiley, ISBN 0471127426.
  11. Greco, N. and Earls, C.J. (2003),"Structural ductility in hybrid high performance steel beams," J. Struct. Eng., 129(12), American Society of Civil Engineers, Reston, Virginia, 1584-1595. https://doi.org/10.1061/(ASCE)0733-9445(2003)129:12(1584)
  12. Kurobane, K., Makino, Y. and Mitsui, Y. (1976),"Ultimate strength formulae for simple tubular joints", IIW Doc. XV-385-76. Dept. of Architecture, Kumamoto Univ.
  13. Kurobane, K., Makino, Y. and Mitsui, Y. (1980),"Re-analysis of ultimate strength data for truss connections in circular hollow sections", IIW Doc. XV-461-80. Dept. of Architecture, Kumamoto Univ.
  14. Kurobane, K. (1981),"New developments and practices in tubular joint design", IIW Doc. XV-488-81. Dept. of Architecture, Kumamoto Univ.
  15. Li, Y. and Earls, C.J. (2002),"Design recommendations for the proportioning and detailing of long-span tri-chord sign structures, Phase I", Report No. CE/ST 24, Department of Civil and Environmental Engineering, University of Pittsburgh, Pittsburgh, Pennsylvania.
  16. Packer, J.A. and Henderson, J.E. (1997), Hollow Structural Section Connections and Trusses, second edition, Design Guide, Canadian Institute of Steel Construction, Willowdale, Ontario, Canada, June.
  17. Prion, H.G.L. and Birkemoe, P.C. (1988),"Experimental behaviour of unstiffened fabricated tubular steel beamcolumns", Publ. No. 88-3, Department of Divil Engineering, University of Toronto, Toronto, Ontario, Canada.
  18. PENNDOT (2003a),"Overhead sign structures - 2-Post & 4-Post tri-chord truss spans from 18 288 to 73 152 (60' to 240') notes and design criteria", Standard Drawings for Bridge Design - BD 644-M, Commonwealth of Pennsylvania Department of Transportation, Harrisburg, Pennsylvania.
  19. PENNDOT (2003b),"Overhead sign structures - 2-Post & 4-Post tri-chord truss spans from 18 288 to 73 152 (60' to 240') notes and design criteria", Standard Drawings for Bridge Construction - BC 744-M, Commonwealth of Pennsylvania Department of Transportation, Harrisburg, Pennsylvania.
  20. Popov, E.P., Zayas, V.A., Mahin, S.A. (1979),"Cyclic inelastic buckling of thin tubular columns", J. Struct. Div., 105(ST11).
  21. Thomas, S. and Earls, C.J., (2003),"Cross sectional compactness and bracing requirements for HPS483W girders", J. Struct. Eng., 129(12), American Society of Civil Engineers, Reston, Virginia, 1569-1583. https://doi.org/10.1061/(ASCE)0733-9445(2003)129:12(1569)
  22. Toma, S. and Chen, W.F. (1979),"Analysis of fabricated tubular columns", J. Struct. Div., ASCE, 105(ST11).
  23. Wardenier, J. (1982), Hollow Section Joints, Delft University Press, Delft, ISBN 90.6275.084.2.
  24. Wardenier, J., Kurobane, Y., Packer, J.A., Dutta, D. and Yeomans, N. (1991), Design Guide for Circular Hollow Section (CHS) Joints Under Predominantly Static Loading. CIDECT (ed.) and Verlag TUV Rheinland GmbH, Koln, Federal Republic of Germany.

피인용 문헌

  1. Bearing Capacity in Long-Span Tubular Truss Chords vol.133, pp.3, 2007, https://doi.org/10.1061/(ASCE)0733-9445(2007)133:3(356)