This paper aims to study the performance of a defective steel beam working in semi-rigid beam-column connections or joints in high-rise buildings. The target of the paper is to establish a dimensionless equation for evaluating the performance of a defected steel beam in which the criteria for local and general instability of the structure are considered according to the specific regulation, AISC. Steel material has higher strength, stiffness, and ductility, and proves to be the best choice in high-rising buildings; however, when studied quantitatively such material with some defects caused by slenderness (i.e., local buckling, unless suitably designed ), or over exceeded vertical loadings (overall buckling), the performance is assumed to be quite different. This would be a base for diagnosing such a structure in high-rise buildings. By analyzing a steel beam with different configurations of the ratios of flanges and the webs, subjected to different cases of loadings, a dimensionless equation for evaluating the performance of the steel girder is created, then the same approach is applied to the specified beam withstanding the local buckling (due to slenderness) and overall buckling (due to Euler’s condition of the critical load). Some results indicate steel girder proves to have higher dynamic stiffness, in terms of natural frequency, and flexural capacity in terms of the ultimate moment, and there is a rapid decrease in the performance of a defective one. Specifically, the difference is clear between a conventional beam and a defective beam, considering the categories of fire protection, ductility, and critical loads. A defective beam that contributes to a weak configuration is also viewed as a early stage of ageing. Some suggestions are recommended to engineers and practitioners in real construction works and a plan of maintenance complying with Standards and Codes of Practice is suggested.
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