Comportamento estrutural de cantoneiras de aço inoxidável submetidas à compressão axial

• Autor(a) principal: Menezes, Arthur Araujo de
• Data de Publicação: 2017
• Tipo de documento: Dissertação
• Idioma: por
• Título da fonte: Biblioteca Digital de Teses e Dissertações da UERJ
• Texto Completo: http://www.bdtd.uerj.br/handle/1/11624
• topic: Civil Engineering; Resistance of materials; Structures; Stainless steel; Angles under compression; Buckling curves; Eurocode; Continuous strength method; Engenharia Civil; Resistência de materiais; Estruturas; Aço inoxidável; Cantoneiras em compressão; Curvas de flambagem; Eurocode; Método da Resistência Contínua; CNPQ::ENGENHARIAS::ENGENHARIA CIVIL

The stainless steel has been used in various types of buildings due to its characteristics like high corrosion resistance, durability, fire resistance, ease of maintenance, appearance and aesthetics. The current design of stainless steel standards is still based on carbon steel structures analogies. However, the stainless steel features four nonlinear stress versus strain curves without a defined yield plateau and a substantial hardening region (tension and compression, parallel and perpendicular to the rolling direction), modifying the overall structural behaviour. One aspect that has not yet been completely understood concerns the behaviour of stainless steel columns made of angles subjected to compression. Thus, the present work aimed to study the behaviour of this type of columns. Thirteen tests were conducted on L64x64x6.35 austenitic stainless steel angles section with lengths varying from 250 mm to 1500 mm. These were followed by numerical analyses calibrated against the performed experiments. Finally, these results were compared with design methods recommended in the Eurocode 3 Part 1-4 and with the continuous strength method that still is not included in the Eurocode 3 Part 1-4. The collapse modes were local buckling of angle leg columns for lengths less than or equal to 750 mm and a global flexural buckling mode in the column minor axis by bending to the other, where the flexural torsional buckling mode was not observed in the tests. The Eurocode 3 Part 1-4 recommendations led to conservative designs for normalised slenderness values less than 0.65 and to undersigned structures for values above this slenderness limit, against the security. The continuous strength method led to underdesigned elements for all investigated rolled columns.