  Collapse of concrete columns during and after the cooling phase of a fire; ; Gernay, Thomas  et alin Journal of Fire Protection Engineering (2011), 21(4), 245263 This paper presents a study performed on the collapse of reinforced concrete columns subjected to natural fire conditions during and after the cooling phase of the fire. The aim is, first, to highlight ... [more ▼] This paper presents a study performed on the collapse of reinforced concrete columns subjected to natural fire conditions during and after the cooling phase of the fire. The aim is, first, to highlight the phenomenon of collapse of concrete columns during and after the cooling phase of a fire and then, to analyze the influence of some determinant parameters. The main mechanisms that lead to this type of failure are found to be the delayed increase of the temperature in the central zones of the element and the additional loss of concrete strength during the cooling phase of the fire. A parametric study is performed considering different fires and geometric properties of the column. This shows that the most critical situations with respect to delayed failure arise for short fires and for columns with low slenderness or massive sections. [less ▲] Detailed reference viewed: 87 (36 ULg) A Quadrangular Shell Finite Element for Concrete and Steel Structures Subjected to Fire; Franssen, Jean-Marc in Journal of Fire Protection Engineering (2005), 15 Detailed reference viewed: 23 (1 ULg)Consequences of imperfect insulation - Numerical ModellingFranssen, Jean-Marc in Journal of Fire Protection Engineering (2003), 18 Detailed reference viewed: 34 (4 ULg)Numerical modelling of lateral-torsional buckling of steel I-beams under fire conditions - Comparison with Eurocode 3; Franssen, Jean-Marc in Journal of Fire Protection Engineering (2001), 11(2), 112-128 A geometrically and materially non-linear finite element program, i.e., a general model, has been used to determine the lateral-torsional resistance of steel I-beams under fire conditions, according to ... [more ▼] A geometrically and materially non-linear finite element program, i.e., a general model, has been used to determine the lateral-torsional resistance of steel I-beams under fire conditions, according to the same material properties of Eurocode 3, Part 1-2. Two yield strengths, one cross section, one type of load and four different time exposures to the ISO 834 standard fire have been considered. The numerical results have been compared to the results of the simple model presented in Eurocode 3, Part 1-2. When compared with the general model, this simple model leads to a safety level that depends on the slenderness of the beam, being unsafe for intermediate non-dimensional slenderness. A new proposal has been made for a simple model that ensures a conservative result when compared to the general model. [less ▲] Detailed reference viewed: 27 (1 ULg)Factors influencing the behavior of steel columns exposed to fire; ; Franssen, Jean-Marc et alin Journal of Fire Protection Engineering (1996), 8(1), 31-43 Detailed reference viewed: 12 (1 ULg) |
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