Inelastic seismic response of steel bracing members

Tremblay, Robert

doi:10.1016/s0143-974x(01)00104-3

Cited by 298 publications

(215 citation statements)

References 18 publications

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“…As expected, the compression resistance is larger for stockier specimens, but these specimens experience the greatest reductions in compressive resistance in the post-buckling range. This behaviour has been noted in earlier studies ([2]- [4]). In Figure 8, predictions of post-buckling resistance by Jain [2] are compared to the measured compression envelope curves.…”

Section: Initial and Post-buckling Compressive Strengthsupporting

confidence: 88%

“…Table 2 show that ductility capacity was directly proportional to member slenderness; a trend which had previously been noted by other researchers (for example, [2] and [4]). The variation of ductility capacity with section width-to-thickness (d/t) ratio does not show a clear trend, probably because of the small range of values assessed, and the confounding influence of specimen strength.…”

Section: Displacement Ductility Capacity and Energy Dissipationsupporting

confidence: 80%

“…Good agreement is observed, except for the stockiest braces at low ductility demands. Similar predictions by Tremblay [4] tend to underestimate the post-buckling resistance, as displayed in Figure 12.…”

Section: Initial and Post-buckling Compressive Strengthsupporting

confidence: 74%

“…However, it should be noted that Tremblay [4] employed a lower bound for the postbuckling resistance, whereas in Figure 14, upper bound experimental values are used (i.e. an envelope).…”

Section: Initial and Post-buckling Compressive Strengthmentioning

confidence: 99%

“…By considering a plastic hinge model of a buckled fixed-ended strut, Tremblay [4] developed equation (9) to predict the lateral deflection of a bracing member as a function of axial displacement:…”

Section: Lateral Brace Deformationsmentioning

confidence: 99%

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Behaviour of tubular steel members under cyclic axial loading

Goggins

Broderick

Elghazouli

et al. 2006

Journal of Constructional Steel Research

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This paper examines the cyclic performance of axially-loaded tubular members used as bracing elements to provide lateral seismic resistance in steel framed structures. An experimental study into the response of members with square and rectangular hollow sections, made from cold-formed steel, is described. Three cross-sectional geometries were employed to represent a range of local and overall slenderness. Fifteen specimens, with normalised slendernesses between 0.4 and 3.2, were tested under cyclic axial displacements of increasing amplitude. In addition, twenty-one short specimens were tested under displacement-controlled monotonic tension loading, focusing primarily on the relationship between the tensile resistance of the material and that of the cross-section.Based on the results obtained in both sets of tests, and with due consideration of existing design provisions, the paper assesses the influence of section and member properties on the structural parameters that are most important for seismic design. These include the tensile capacity, initial and post-buckling compressive resistance, ductility capacity, energy dissipation, and mid-length lateral deformations of bracing members.

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Section: Initial and Post-buckling Compressive Strengthsupporting

confidence: 88%

Section: Displacement Ductility Capacity and Energy Dissipationsupporting

confidence: 80%

Section: Initial and Post-buckling Compressive Strengthsupporting

confidence: 74%

“…However, it should be noted that Tremblay [4] employed a lower bound for the postbuckling resistance, whereas in Figure 14, upper bound experimental values are used (i.e. an envelope).…”

Section: Initial and Post-buckling Compressive Strengthmentioning

confidence: 99%

Section: Lateral Brace Deformationsmentioning

confidence: 99%

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Behaviour of tubular steel members under cyclic axial loading

Goggins

Broderick

Elghazouli

et al. 2006

Journal of Constructional Steel Research

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Numerical simulation of the cyclic‐loading behavior of steel chevron‐braced moment‐resisting frames

Dias

Seki

Okazaki

2022

Japan Architectural Review

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A computational study was conducted to examine the seismic performance of steel moment‐resisting frames (MRFs) provided with chevron concentric braces. Such steel systems are widely used for buildings in Japan. Nonlinear finite‐element‐method models were validated against data and observations from previously tested chevron‐braced MRF specimens. The validated models were used to conduct a parametric study to understand how the cyclic‐loading performance of chevron‐braced MRFs may be affected by the torsional and translational restraint of the beam intersected by braces, the relative strength of the beam with respect to the braces, and the type of bracing connection. The results suggest that the lack of bracing of the beam intersected by braces may not be detrimental to the global hysteretic behavior of the structural system, although out‐of‐plane buckling of the braces can cause severe inelastic lateral‐torsional deformation of the beam. The torsional moment delivered by the braces was evaluated for the unfavorable arrangement where the bracing connections are rigid, and the braces are oriented to buckle out of the plane. A design procedure was examined that can account for the dependency of the energy dissipation mechanism on the cyclic loading history.

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Tragverhalten, Auslegung und Nachweise von Stahlhochbauten in Erdbebengebieten

Vayas¹

2008

Stahlbau Kalender 2008

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Inelastic seismic response of steel bracing members

Cited by 298 publications

References 18 publications

Behaviour of tubular steel members under cyclic axial loading

Behaviour of tubular steel members under cyclic axial loading

Numerical simulation of the cyclic‐loading behavior of steel chevron‐braced moment‐resisting frames

Tragverhalten, Auslegung und Nachweise von Stahlhochbauten in Erdbebengebieten

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