On the probabilistic evaluation of the stability resistance of steel columns and beams

European column buckling curves and finite element modelling including high strength steels

“…The fact that the buckling curve deviation from the perfect Euler buckling curve with a yielding cut off is greatest around a nondimensional slenderness equal of λ = 1, is a consequence of the large sensitivity to non-linear material behaviour and imperfections in this slenderness range, both for flexural and lateral torsional buckling. This sensitivity has been shown both experimentally over the last decades and through in-depth probabilistic studies, see for example the papers by Szalai & Papp [30] and Kala & Kala [31].…”

Material and Geometrical Characteristics of Structural Steels Based on Statistical Analysis of Metallurgical Products

“…The profiles U65 to U140 of steel grade S355 show, in comparison with the plates, a lower standard deviation (see Melcher 2004Melcher , 2008. These conclusions have been confirmed by a long-term study of material characteristics (Mrázik, Sadovský 1992;Rozlívka et al;Melcher et al 2004;Kala et al 2005;Strauss et al 2006;Szalai, Papp 2009;Melcher et al 2008).…”

“…The aim of the paper is to provide new information on the listed characteristics from the year 2007. The studies published here link up with the long-term non-commercial experimental research, the results of which were published in (Mrázik, Sadovský 1992;Rozlívka et al;Melcher et al 2004;Kala et al 2005;Strauss et al 2006;Szalai, Papp 2009;Melcher et al 2008).…”

“…In an independent manner, material characteristics of steel products of both Austrian and Czech makers were statistically evaluated at the Vienna and the Brno Universities with the aim of guaranteeing the maximum objectivity of the results obtained and of the conclusions drawn by them Strauss et al 2006). It is also necessary to mention of the extensive experimental research performed in Hungary (Szalai, Papp 2009).…”

The Behaviour of Beam-Column Elements with Variable I Cross-Sections considering Lateral Restraints

“…Even though many researchers have performed investigation on the uniform elements subjected to bending moment and axial compression force [2,3,4], information regarding the out-of-plane behaviour of tapered elements is still limited. The ultimate capacity for tapered steel plate girders subjected to shear was determined by Shanmugam [5] and the one for axially loaded thin-walled tapered columns with doubly symmetric sections by Salem [6].…”