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Lateral-torsional buckling resistance of non-prismatic and prismatic mono-symmetric I-section steel beams based on stress utilization
Abstract The lateral-torsional resistance of prismatic double-symmetric I-section beams is accurately predicted using a mechanically consistent Ayrton-Perry approach, combined with a calibrated generalized imperfection. The corresponding design formulation was recently adopted in the revised version of Eurocode 3. However, for prismatic mono-symmetric I-section beams, the General Case shall be used while for non-prismatic beams only the General Method is available. Both methods present a very large scatter and highly underestimate the lateral-torsional buckling resistance. This paper proposes an extension to the General Formulation for non-prismatic beams with arbitrary boundary conditions, partial lateral restraints, and arbitrary loading for mono-symmetric I-sections. Using an advanced numerical model calibrated with experimental test results, a large parametric study is undertaken, and its results are used to assess the available design methodologies and the proposed method. It is concluded that the General Formulation provides excellent safe-sided estimates of the LTB resistance, and it is confirmed the very poor performance of the General Case and the General Method.
Highlights Extend General Formulation for mono-symmetric beams with variable geometry, and arbitrary boundary conditions and loading. Development and validation of numerical model to analyse uniform, tapered, and non-prismatic mono-symmetric steel beams. Validation of General Formulation for mono-symmetric beams. Comparison of the accuracy of GF and EC3 (General Case and General Method), AISC, and newly proposed recommendations.
Lateral-torsional buckling resistance of non-prismatic and prismatic mono-symmetric I-section steel beams based on stress utilization
Abstract The lateral-torsional resistance of prismatic double-symmetric I-section beams is accurately predicted using a mechanically consistent Ayrton-Perry approach, combined with a calibrated generalized imperfection. The corresponding design formulation was recently adopted in the revised version of Eurocode 3. However, for prismatic mono-symmetric I-section beams, the General Case shall be used while for non-prismatic beams only the General Method is available. Both methods present a very large scatter and highly underestimate the lateral-torsional buckling resistance. This paper proposes an extension to the General Formulation for non-prismatic beams with arbitrary boundary conditions, partial lateral restraints, and arbitrary loading for mono-symmetric I-sections. Using an advanced numerical model calibrated with experimental test results, a large parametric study is undertaken, and its results are used to assess the available design methodologies and the proposed method. It is concluded that the General Formulation provides excellent safe-sided estimates of the LTB resistance, and it is confirmed the very poor performance of the General Case and the General Method.
Highlights Extend General Formulation for mono-symmetric beams with variable geometry, and arbitrary boundary conditions and loading. Development and validation of numerical model to analyse uniform, tapered, and non-prismatic mono-symmetric steel beams. Validation of General Formulation for mono-symmetric beams. Comparison of the accuracy of GF and EC3 (General Case and General Method), AISC, and newly proposed recommendations.
Lateral-torsional buckling resistance of non-prismatic and prismatic mono-symmetric I-section steel beams based on stress utilization
Gomes, J.O. Jr. (author) / Simões da Silva, L. (author) / Tankova, T. (author) / Carvalho, H. (author) / Filho, J.O. Ferreira (author)
Engineering Structures ; 305
2024-02-25
Article (Journal)
Electronic Resource
English
Lateral-torsional buckling of prismatic beams with continuous top-flange bracing
| Online Contents | 2004
| British Library Conference Proceedings | 2003