Distortional buckling of steel beams in cantilever-suspended span construction

Albert, Charles Michael; Essa, Hesham S.; Kennedy, D. J. L.

doi:10.1139/l92-088

Cited by 9 publications

(7 citation statements)

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“…1 , the collapse moment at this location is 879 kN.m giving a collapse-to-predicted ratio of 0.95, as shown in Table 1. This indicates that the finite element program predicts the collapse load very well, as had been established in the experimental program (Albert et al 1992).…”

Section: Distortional Buckling Analysissupporting

confidence: 66%

“…This model uses line elements to simulate the flanges and a plate element to simulate the web. A series of 31 full-scale tests (Albert et al 1992), conducted to verify this model, gave a test-to-predicted ratio of 0.99 with a coefficient of variation of 0.064.…”

Section: Finite Element Approachmentioning

confidence: 99%

“…Because the flanges of wide flange beam sections are relatively thick and narrow as compared to the web, the distortion of the flanges is not as significant as that of the web. A finite element model (Albert et al 1992) has been developed to predict the lateral-torsional buckling of a beam under any combination of loading and restraint conditions. It takes into account cross-sectional distortion, twisting of the braced flange between bracing points, inelastic material behaviour, residual stresses, and the height of load application.…”

Section: Finite Element Approachmentioning

confidence: 99%

“…Because the proportions of the W610X 113 in the Station Square collapse are similar to that of the W360X39 cross section used in the experimental work (Albert et al 1992) with a ratio of flange width to depth of 0.375 as compared to 0.363 and ratio of flange area to web area of 0.614 as compared to 0.635, the residual stress pattern determined for the W360X39 was used for the W610X113. In this pattern, all the flange is in tension ranging from a maximum stress of 196 MPa at the flange-web junction to a minimum stress of 5 MPa at the flange tips.…”

Section: Distortional Buckling Analysismentioning

confidence: 99%

“…They used t h e effective length concept and expressed considerable uncertainty about the unsupported length. It has been shown subsequently, however, both experimentally and analytically (Albert et al 1992;Essa and Kennedy 1993), that the lateral and torsional restraints have a marked effect on enhancing the stability of beams.…”

Section: Introductionmentioning

confidence: 99%

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Station Square revisited: distortional buckling collapse

Essa¹,

Kennedy²

1994

Can. J. Civ. Eng.

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After failure of the roof of the new Save-on-Foods store at the Station Square development in Burnaby, British Columbia, Canada, the government of British Columbia established a commissioner inquiry to investigate the causes of collapse. Collapse was attributed to an undersized W6IOX 113 beam in the cantilever-suspended span arrangement and inadequate buckling resistance of the beam-column assembly. The analysis of the lateral-torsional buckling resistance of the collapsed beam in the commissioner's report did not take into account two counteracting effects: the detrimental effect of the load applied above the shear centre and the beneficial effect of the lateral and torsional restraints provided by the open-web steel joists to the collapsed beam. A distortional buckling finite element program is used herein to determine the moment resistance at buckling of the collapsed beam. This program takes into account web distortion, height of load application, inelastic behaviour, and actual restraint conditions. The moment resistance so obtained is in good agreement with the moment applied to the beam at failure. Further analyses show that even with improved restraint details at the critical beam-column location, the beam was inadequate to support the factored loads. A W610X 195 or even a W610X 174 beam could be considered adequate.

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Section: Distortional Buckling Analysissupporting

confidence: 66%

Section: Finite Element Approachmentioning

confidence: 99%

Section: Finite Element Approachmentioning

confidence: 99%

Section: Distortional Buckling Analysismentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 3 more Smart Citations

Station Square revisited: distortional buckling collapse

Essa¹,

Kennedy²

1994

Can. J. Civ. Eng.

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Proposed residual stress model for hot‐rolled wide flange steel cross sections

Skiadopoulos,

de Castro e Sousa,

Lignos

2023

ce papers

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Residual stresses in hot‐rolled wide flange steel cross sections may lead to premature yielding, accelerated corrosion and brittle fracture of steel members. The above phenomena lead to a loss of a steel member's stiffness and resistance under mechanical loading. Available residual stress models are mostly based on residual stress measurements that date back to 1950s. Some of the drawbacks of these models relate to the lack of consistency in the considered parameters that affect the residual stress development within a steel cross section. Motivated by this, this paper proposes a new residual stress model for hot‐rolled wide flange steel cross sections. The proposed residual stress model relies on a dataset of 80 experiments that are complemented by additional measurements done as part of the present study. A parabolic residual stress distribution, which is deduced from a constraint optimization problem, is fitted to the assembled data. The proposed residual stress distributions are generalized with the aid of rigorous statistical analyses. The results suggest that the residual stress model is highly dependent on the cross‐sectional area and the depth‐to‐width ratio of a hot‐rolled wide flange steel cross section. The proposed residual stress model reduces the error, on average, by 60‐70% compared to available residual stress models (e.g., European Convention for Constructional Steelwork model), regardless of the cross‐sectional geometry of the hot‐rolled cross section.

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