Percorrer por autor "Lamri, B."
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- Finite element analysis of steel beams with web apertures under fire condictionPublication . Kada, Abdelhak; Lamri, B.; Mesquita, L.M.R.; Bouchair, AbdelhamidThis work is intended to analyse the behaviour steel beams with apertures under high temperatures rise due to fire using finite elements simulations with ANSYS software. It includes a structural fire analysis and a comparative study of cellular and castellated steel beams which takes into account transient temperature effect, material and geometric non-linear behaviour. FE models which estimate limiting time, mid-span deflection and failure temperature are presented for hexagonal and circular types of web opening shapes under several uniform load levels. The study shows that for any beam with closely spaced openings failure in fire will in most cases be caused by failure of the steel web. The numbers of web-openings and cells as well as their shapes are critical for the behaviour of castellated sections and cellular beams under fire condition.
- Mechanical analysis of a portal steel frame when subjected to a post-earthquake firePublication . Merouani, Mohammed Redha; Lamri, B.; Kada, Abdelhak; Piloto, P.A.G.Although current design code can manage the separate action of a fire or an earthquake, which causes a significant threat to the human life and to the integrity of the structures, the dual effect of a Post-Earthquake Fire (PEF) stands as a major hassle to designers and rescuers alike. Algerian seismic design code, RPA99v2003, with no exception does not consider the possibility of a subsequent fire after an earthquake, whose effect can significantly weaken the steel frame and destroy its fire protection. This paper presents the evaluation of the fire resistance for a two-storey steel portal frame, damaged by an earthquake simulated through spectrum response of Chlef, scaled three in the Algerian Seismic Code. First, the design of the steel structure considers seismic actions by a static nonlinear analysis. Second, it is followed by a fire analysis using an ISO834 standard fire model, considering that the structure is partially damaged. The finite element simulation and numerical analysis of the structure in post-earthquake fire condition yield the bilinear capacity curve at ambient temperature and the variation of local and global displacement at high temperature. A final comparison of the damaged (PEF) and undamaged (FIRE) frames subjected to the different fire scenarios is done.
- Numerical analysis of lateral torsional buckling of steel i-beams with and without web-openings under firePublication . Benyettou, Sabrina; Kada, Abdelhak; Lamri, B.; Mesquita, L.M.R.During the last decade, there has been great concern about fire applied loading effect on structural steel frames and their elements, especially when instability phenomenon arises due to high temperatures [1].The objective of this paper is to study the fire behaviour of I-beam steel simply supported members with and without web openings under lateral torsional buckling accounting geometric imperfection and residual stress.
- Numerical analysis of lateral torsional buckling of steel i-beams with and without web-openings under firePublication . Benyettou, Sabrina; Kada, Abdelhak; Lamri, B.; Mesquita, L.M.R.Steel structures are being widely used in construction industry owing to their excellent structural flexibility and to their high ductility to withstand lateral forces. However, for the case of solid and cellular steel beams, high temperature effect may result in different fire response for each case due to a great reduction of yield stress and Young’s modulus. Moreover, when the beams are not restrained, lateral torsional bending phenomenon which are bound to take place is made worse in the case of fire. The aim of this study is to analyse the behaviour of steel beams with and without web openings when taking into account the effect of geometry and material imperfections. The results from the finite element models produced lateral and vertical displacements as well as the buckling moments.