Lateral–torsional buckling resistance of coped beams

Maljaars, Johan; Stark, J.W.B.; Steenbergen, H.M.G.M.; Abspoel, Roland

doi:10.1016/j.jcsr.2005.04.005

Cited by 15 publications

(14 citation statements)

References 7 publications

(18 reference statements)

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“…LTB of end coped I-beams has been investigated by several authors [1][2][3][4][5][6][7][8][9][10]. These investigations range from classical energy solutions for general beams to FE studies on complete assemblies of beam and connections and cover cases with copes at one or both flanges and various connections, such as end-plates, partial end-plates and web angles.…”

Section: Previous Studies and Design Recommendationsmentioning

confidence: 99%

“…These investigations range from classical energy solutions for general beams to FE studies on complete assemblies of beam and connections and cover cases with copes at one or both flanges and various connections, such as end-plates, partial end-plates and web angles. Design models use either an elastic LTB moment determined from interaction between the critical moments of the cross-section in the coped regions and the I-section of the uncoped length [5] or numerically determined reduction factors for the critical moment for various connection cases, followed by a design with the recommended buckling curves [9]. Coping has been shown to reduce the LTB resistance significantly, particularly for short beams and cases where the connection devices are not connected to the tension flange [9].…”

Section: Previous Studies and Design Recommendationsmentioning

confidence: 99%

“…Design models use either an elastic LTB moment determined from interaction between the critical moments of the cross-section in the coped regions and the I-section of the uncoped length [5] or numerically determined reduction factors for the critical moment for various connection cases, followed by a design with the recommended buckling curves [9]. Coping has been shown to reduce the LTB resistance significantly, particularly for short beams and cases where the connection devices are not connected to the tension flange [9]. In addition, local web buckling in the coped region has been found to influence the LTB capacity significantly [7,10].…”

Section: Previous Studies and Design Recommendationsmentioning

confidence: 99%

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Experimental and numerical parametric study on the capacity of coped beam ends

Aalberg

2015

Journal of Constructional Steel Research

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Section: Previous Studies and Design Recommendationsmentioning

confidence: 99%

Section: Previous Studies and Design Recommendationsmentioning

confidence: 99%

Section: Previous Studies and Design Recommendationsmentioning

confidence: 99%

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Experimental and numerical parametric study on the capacity of coped beam ends

Aalberg

2015

Journal of Constructional Steel Research

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“…Michael and Lam [3] studied experimentally the effect of inelastic buckling of coped beams, and compared the results with the theoretical results by Cheng and Snell [2], they found the maximum reduction in strength due to the effect of residual stresses and initial imperfections to be 35% for short and braced specimens. Maljaarsa et al [4] presented numerical models to study the effect of lateral torsional buckling to (coped) beams with end plates and they recommended not to use stocky beams with large copes in combination with short end plates, as this gives the largest reduction of the ultimate buckling resistance of all studied connections. Yam et al [5] presented an experimental study of the strength and behavior of reinforced coped beams, they recommended for a coped beam section with a larger d/t w ratio, a stiffener arrangement consisting of longitudinal and transverse stiffeners.…”

Section: Introductionmentioning

confidence: 99%

Experimental and finite element study on the inelastic lateral buckling behavior of coped I-beams

2015

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An experimental study of inelastic lateral torsional buckling of coped beams with simply supported ends is presented in this paper. Six full scale coped steel I-beam tests were conducted. The test parameters include the aspect ratio of cope length to beam depth at coped region as well as the ratio of cope depth to beam depth. The results of tests were compared with finite element model results. The test results showed that a reduction in the inelastic buckling load due to coping could reach more than 60% of the uncoped buckling capacity. A group of twelve finite element models for steel coped beams are investigated. The study takes into consideration variable parameters such as cope depth and length. A comparison between uncoped models and models with different geometrical parameters, is performed. The finite element results showed that both the cope length and cope depth have a significant influence on the lateral torsional buckling capacity. A parametric study of coped beams with stiffeners at coped region is reported in this paper. Based on the results of coped beams strengthened with either horizontal or vertical stiffeners, it is found that for cope depth to beam depth (d c /D) P 0.25; both horizontal and vertical stiffeners are required to prevent local web buckling at the coped region. ª 2014 Production and hosting by Elsevier B.V. on behalf of Housing and Building National Research Center.

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“…It might be used as an example for studies on other stability problems. In a companion paper [1] the results of a parameter study are given together with design rules for use in practice.…”

Section: Introductionmentioning

confidence: 99%