Structural Engineering and Mechanics

Techno-Press (테크노프레스)
권호 표지
DOI QR코드

DOI QR Code

Effect of stiffener arrangement on hysteretic behavior of link-to-column connections

  • Received : 2015.05.06
  • Accepted : 2016.02.02
  • Published : 2016.03.25
⟨ Previous Next ⟩

Abstract

Link-to-column connections in Eccentrically Braced Frames (EBFs) have critical role in their safety and seismic performance. Accordingly, in this study, contribution of supplemental stiffeners on hysteretic behavior of the link-to-column connection is investigated. Considered stiffeners are placed on both sides and parallel to the link web between the column face and the first stiffener of the link. Hysteretic behaviors of the link beams with supplemental stiffeners are numerically investigated using a pre-validated numerical model in ANSYS. It turned out that supplemental stiffeners can change energy dissipation mechanism of intermediate links from shear-flexure to shear. Both rectangular and trapezoidal supplemental stiffeners are studied. Moreover, optimal placement of the supplemental stiffeners is also investigated. Obtained results indicate a discrepancy of less than 9% in maximum link shear of the numerical and experimental specimens. This indicates that the numerical results are in good agreement with those obtained from the test. Trapezoidal supplemental stiffeners improve rotational capacity of the link. Moreover, use of two supplemental stiffeners at both ends of the link can more effectively improve hysteretic behavior of intermediate links. Supplemental stiffeners would also alleviate the imposed demands on the connections. This latter feature is more pronounced in the case of two supplemental stiffeners at both ends of the link.

Keywords

References

  1. American Institute of Steel Construction, Inc. (AISC) (2005), Seismic Provisions for structural steel buildings, Standard ANSI/AISC 341-05, Chicago, IL.
  2. Arce, G. (2002), "Impact of higher strength steels on local buckling and overstrength of links in eccentrically braced frames", M.Sc. Thesis, Univ. of Texas at Austin, Austin.
  3. Berman, J.W. and Bruneau, M. (2007), "Experimental and analytical investigation of tubular links for eccentrically braced frames", Eng. Struct., 29(8), 1929-1938. https://doi.org/10.1016/j.engstruct.2006.10.012
  4. Drolias, A. (2007), "Experiments on link-to-column connections in steel eccentrically braced frames", M.Sc. Thesis, Department of Civil Engineering, University of Texas at Austin, Austin.
  5. Federal Emergency Management Agency (FEMA) (2000), Recommended seismic design criteria for steel moment-frame buildings, Publication FEMA-350, Washington DC.
  6. Okazaki, T., Engelhardt, M., Drolias A., Schell, E., Hong, J. and Uang, C. (2009), "Experimental investigation of link-to-column connections in eccentrically braced frames", J. Constr. Steel Res., 65(7), 1401-1412. https://doi.org/10.1016/j.jcsr.2009.02.003
  7. Okazaki, T. and Engelhardt, M. (2007), "Cyclic loading behavior of EBF links constructed of ASTM A992 steel", J. Constr. Steel Res., 63(6), 751-765. https://doi.org/10.1016/j.jcsr.2006.08.004
  8. Okazaki, T., Engelhardt, M.D., Nakashima, M. and Suita, K. (2006), "Experimental performance of link-tocolumn connections in eccentrically braced frames", J. Struct. Eng., 132(8), 1201-1211. https://doi.org/10.1061/(ASCE)0733-9445(2006)132:8(1201)
  9. Okazaki, T., Engelhardt, M., Nakashima, M. and Suita, K. (2004), "Experimental study on link-to-column connection steel eccentrically braced frames", 13th World Conference on Earthquake Engineering, Vancouver, Canada, August.
  10. Prinz, G.S. and Richards, P. (2009), "Eccentrically braced frame links with reduced web sections", J. Constr. Steel Res., 65(10-11), 1971-1978. https://doi.org/10.1016/j.jcsr.2009.04.017
  11. Richards, P.W. and Uang, C.M. (2005), "Effect of flange width thickness ratio on eccentrically braced frame link cyclic", J. Struct. Eng., 131(10), 1546-1552. https://doi.org/10.1061/(ASCE)0733-9445(2005)131:10(1546)
  12. Richards, P. and Uang, C.M. (2004), "Development of testing protocol for links in eccentrically braced frames", 13th World Conference on Earthquake Engineering, Vancouver, Canada, August.

Cited by

  1. Residual stress effect on link element of eccentrically braced frame vol.128, 2017, https://doi.org/10.1016/j.jcsr.2016.09.006
  2. Experimental assessment of I-shaped steel beams with longitudinal stiffeners under lateral-torsional buckling vol.85, pp.207, 2018, https://doi.org/10.15446/dyna.v85n207.71892
  3. Study of the Behavior of Beam-to-Column Moment Connections with Tapered Beams vol.44, pp.suppl1, 2020, https://doi.org/10.1007/s40996-020-00369-x
  4. Optimized stiffener detailing for shear links in eccentrically braced frames vol.39, pp.1, 2016, https://doi.org/10.12989/scs.2021.39.1.035