 Fire Models for Safety Concept of Steel Structures - I modelli di incendio per la valutazione della sicurezza di strutture in acciaio; ; et al in Proc. XVII Congresso C.T.A., Costruire in acciaio: Strutture e architettura (1999, October) Detailed reference viewed: 17 (1 ULg)Development of design rules for steel structures subjected to natural fires in large compartments; ; et al Report (1999) In this project was introduced for the first time in Europe the concept of localised fire which was quantified from the experimental tests made by Hasemi in Japan and was finaly introduced in Eurocode 1 ... [more ▼] In this project was introduced for the first time in Europe the concept of localised fire which was quantified from the experimental tests made by Hasemi in Japan and was finaly introduced in Eurocode 1 (EN 1991-1-2) [less ▲] Detailed reference viewed: 76 (3 ULg)Development of design rules for steel structures subjected to natural fires in closed car parks; ; et al Report (1999) Detailed reference viewed: 70 (4 ULg)Effects caused on the structure by localised fires in large compartmentsFranssen, Jean-Marc  ; ; Conference (1998) Detailed reference viewed: 9 (1 ULg)Buckling curves of hot rolled H steel sections submitted to fire; ; et al Report (1998) Report of the research work at the base of the design equation introduced in Eurocode 3 (EN 1993-1-2) for the stability of steel columns under axial loading or combined axial and bending loading. Detailed reference viewed: 50 (2 ULg)Round robin in a european steel research project; ; et al Conference (1998) Detailed reference viewed: 10 (0 ULg)Stability of Steel Columns in Case of Fire : Numerical Modelling; Franssen, Jean-Marc ; et alin Journal of Structural Engineering (1997), 123(6), 713-720 This paper describes the numerical simulations that have been performed within the frame of an ECSC reserch project. This research project lead to the buckling curve that has been considered in Eurocode 3 ... [more ▼] This paper describes the numerical simulations that have been performed within the frame of an ECSC reserch project. This research project lead to the buckling curve that has been considered in Eurocode 3 for the design of steel colmns subjected to fire. [less ▲] Detailed reference viewed: 23 (2 ULg)Connection between parametric temperature-time curves and Equivalent time of fire exposureFranssen, Jean-Marc ; ; et alin IABSE report (1996) It is shown that the Time Equivalent concept does not match exactly with the parametric fire model ofd Eurocode 1. Furthermore, the time equivalent depends on the particular type of structure and should ... [more ▼] It is shown that the Time Equivalent concept does not match exactly with the parametric fire model ofd Eurocode 1. Furthermore, the time equivalent depends on the particular type of structure and should, therefore, be seen as an out dated concept. [less ▲] Detailed reference viewed: 53 (2 ULg)A Simple Model for the Fire Resistance of Axially Loaded Members - Comparison with experimental resultsFranssen, Jean-Marc ; ; et alin Journal of Constructional Steel Research (1996), 37 Detailed reference viewed: 8 (1 ULg)A Simple Model for the Fire Resistance of Axially-Loaded Members According to Eurocode 3Franssen, Jean-Marc ; ; in Journal of Constructional Steel Research (1995), 35 New buckling curves have been developed for axialy loaded steel members subjected to fire. The model is based on extensive numerical simulations calibrated on several dozens of full scale experimental ... [more ▼] New buckling curves have been developed for axialy loaded steel members subjected to fire. The model is based on extensive numerical simulations calibrated on several dozens of full scale experimental test results. This model has been subsequently included in Eurocode 3. [less ▲] Detailed reference viewed: 12 (1 ULg) A comparison between five structural fire codes applied to steel elementsFranssen, Jean-Marc ; ; et alin Proceedings Fourth International Symposium on Fire Safety Science (1994) Five codes have been used to simulate the fire behaviour of steel structural elements subjected to fire and the results have been compared. There is no coparison with experimental results. Detailed reference viewed: 70 (1 ULg)Computer model for the fire resistance of composite structures; Franssen, Jean-Marc ; in Congrès International de l'AIPC, Bruxelles 1990 (1990) Detailed reference viewed: 24 (7 ULg)Practical design tools for composite steel - concrete construction elements submitted to ISO-fire considering the interaction between axial load N and bending moment M; ; et al Report (1989) Detailed reference viewed: 22 (0 ULg)Practical design tools for unprotected steel columns submitted to ISO-fire; ; et al Report (1989) Detailed reference viewed: 51 (0 ULg)Computer assisted analysis of the fire resistance of steel and composite concrete-steel structures; Dotreppe, Jean-Claude ; Franssen, Jean-Marc Report (1986) This reasearch report describes the computer software CEFICOSS, including experimental tests performed on composite elements to validate the software. CEFICOSS can be seen as the predecessor of SAFIR. Detailed reference viewed: 37 (1 ULg)Numerical simulations of fire resistance tests on steel and composite structural elements or frames; Dotreppe, Jean-Claude ; Franssen, Jean-Marc in First International Symposium on Fire Safety Science (1986) Detailed reference viewed: 16 (3 ULg)Analyse de la résistance au feu des structures en acier et mixtes béton-acier, assistée par ordinateurDotreppe, Jean-Claude ; Franssen, Jean-Marc ; in Conférence Sécurité au feu des constructions acier: conception pratique (1985) Detailed reference viewed: 34 (5 ULg)Computer aided fire resistance for steel and composite structuresDotreppe, Jean-Claude ; Franssen, Jean-Marc ; in Acier = Stahl = Steel (1984), 3 This paper introduces the main features of the computer software CEFICOSS. 2D fnite differences are used for the transient non linear thermal analysis. 2D Bernoulli beam finite elements are used for the ... [more ▼] This paper introduces the main features of the computer software CEFICOSS. 2D fnite differences are used for the transient non linear thermal analysis. 2D Bernoulli beam finite elements are used for the transient large displacement mechanical analysis [less ▲] Detailed reference viewed: 42 (4 ULg) |
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