References of "Franssen, Jean-Marc"
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See detailProgramme d'appui à la normalisaton nationale et européenne en sécurité incendie
Dotreppe, Jean-Claude ULiege; Bruls, Aloïs; Miévis, Laurent et al

Report (1997)

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See detailFire test on normal and high-strength reinforced concrete columns
Aldea, C. M.; Franssen, Jean-Marc ULiege; Dotreppe, Jean-Claude ULiege

in NIST Special Publication 919 (1997)

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See detailFire Performance of High-Performance Construction Materials
Cooper, L. Y.; Dexter, R. J.; Gilvary, Keneth et al

in Hasemi (Ed.) Proc. 5th Int. Symp. on Fire Safety Science (1997)

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See detailModeling the Structural Behavior in Case of Fire
Franssen, Jean-Marc ULiege

Scientific conference (1996, July 15)

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See detailBuckling of Hot-Rolled H-Section Columns at Elevated Temperature
Franssen, Jean-Marc ULiege

Scientific conference (1996, July 02)

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See detailBéton et structures en béton armé à hautes températures: Comportement et modélisation
Franssen, Jean-Marc ULiege

Scientific conference (1996, April 19)

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See detailResidual stresses in steel profiles submitted to the fire : an analogy
Franssen, Jean-Marc ULiege

in Twilt, Leen (Ed.) Proc. 3rd CIB/W14 FSF workshop on modelling (1996)

This paper explains how residal stresses have to be modelled in steel structures subjected to fire: the explanation is presented via an analogy with a paratrooper jumping from a stationary balloon.

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See detailExperimental research on the determination of the main parameters affecting the behaviour of reinforced concrete columns under fire conditions
Dotreppe, Jean-Claude ULiege; Franssen, Jean-Marc ULiege; Bruls, Alois et al

in Magazine of Concrete Research (1996), 48(6), 117-127

The design of reinforced concrete columns under fire conditions is generally made on the basis of national and international recommendations. The CEB/FIP recommendations have been used for many years ... [more ▼]

The design of reinforced concrete columns under fire conditions is generally made on the basis of national and international recommendations. The CEB/FIP recommendations have been used for many years. Recently, in the framework of the Eurocodes, the document ENV 1992-1-2 (Eurocode 2-1-2), Structural fire design, has been approved by Commission CEN/TC250/SC2 of the European Committee for Standardization. In the CEB/FIP documents and in Eurocode 2-1-2 the main part is devoted to design from tabulated data containing the dimensions of the cross-sections and values for the concrete cover. The use of simplified calculation methods is not current practice for concrete elements, while they are widely used in the case of steel. The determination of the temperature distribution in the cross-section does not facilitate the development of a simplified method. Furthermore, in columns there is a wide scatter of experimental results. In order to gain additional information, an extensive experimental research programme on the behaviour of reinforced concrete columns under fire conditions, financially supported by the Belgian Funds for Fundamental Collective Research (FRFC-FKFO), has been performed at the Universities of Liege and Ghent. In this article the results of this research are presented and the influence of the main parameters is analysed. [less ▲]

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See detailFire resistance of simple frames according to eurocode 3
Franssen, Jean-Marc ULiege; schröder, L.; Dotreppe, Jean-Claude ULiege

in Batista, C.; de M Batista, Eduardo; Pfeil, Michèle S. (Eds.) Proc. 5th Int. Colloquium on Structural Stability (1996)

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See detailConnection between parametric temperature-time curves and Equivalent time of fire exposure ( Annexes B and E of ENV 1991-2-2 )
Franssen, Jean-Marc ULiege; Cadorin, Jean-François; Cajot, L.-G. et al

in IABSE report Vol. 74 (1996)

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See detailConnection between parametric temperature-time curves and Equivalent time of fire exposure
Franssen, Jean-Marc ULiege; Cadorin, Jean-François; Cajot, Louis-Guy et al

in 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 ▲]

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See detailA Simple Model for the Fire Resistance of Axially Loaded Members - Comparison with experimental results
Franssen, Jean-Marc ULiege; schleich, Jean-Baptiste; Cajot, Louis-Guy et al

in Journal of Constructional Steel Research (1996), 37

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See detailAnalysis of structural members under elevated temperature conditions- Discussion
Franssen, Jean-Marc ULiege

in Journal of Structural Engineering (1996), 10

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See detailFactors influencing the behavior of steel columns exposed to fire
Talamona, Didier; Kruppa, Joël; Franssen, Jean-Marc ULiege et al

in Journal of Fire Protection Engineering (1996), 8(1), 31-43

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See detailTime history versus ultimate state design in structures submitted to the fire
Franssen, Jean-Marc ULiege

in Twilt, Leen (Ed.) 3rd CIB/W 14 FSF, Workshop on Modelling (1996)

It is shown that, in some cases, a determination of the ultimate load bearing capacity at a given (requested) fire resistance time is nearly equivalent to the fire resistance time obtained in a transient ... [more ▼]

It is shown that, in some cases, a determination of the ultimate load bearing capacity at a given (requested) fire resistance time is nearly equivalent to the fire resistance time obtained in a transient analysis when the structure is submitted to the same load. [less ▲]

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See detailA straightforward calculation method for the fire resistance of reinforced concrete columns
Dotreppe, Jean-Claude ULiege; Franssen, Jean-Marc ULiege; Vanderzeipen, Yves

Conference (1995, August 21)

A method has been derived for the fire design of concrete columns in the fire situation. This method has been derived from numerical calculations made with the non linear software SAFIR and has been ... [more ▼]

A method has been derived for the fire design of concrete columns in the fire situation. This method has been derived from numerical calculations made with the non linear software SAFIR and has been calibrated to obtain the best fit with the results of 76 full scale experimental tests: 16 performed in Belgium (University of Liege and University of Gent), 39 in Germany (Braunschweig) and 21 in Canada (NRC). The model proposed here has been slightly modified in a later version that is now present in Eurocode 2 (EN 1992-1-2), as tabulated data method A (section 5.3.2). This publication is thus a background document of EN 1992-1-2. [less ▲]

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See detailRecherche expérimentale sur le comportement au feu des colonnes en béton armé
Dotreppe, Jean-Claude ULiege; Franssen, Jean-Marc ULiege; Baus, Raymond et al

in Annales de l'Institut Technique du Bâtiment et des Travaux Publics (1995), 539(254), 25-41

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See detailCompressive strength for service and accident conditions
Schneider, Ulrich; Schwesinger, P.; Debicki, Gérard et al

in Materials and Structures (1995), 28(181), 410-414

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See detailExperimenteel onderzoek naar het brandgedrag van kolommen in gewapend beton
Dotreppe, Jean-Claude ULiege; Franssen, Jean-Marc ULiege; Baus, Raymond et al

in Infrastructuur in het Leefmilieu (1995), 6

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See detailNumerical simulation of a full scale fire test on a loaded steel framework
Franssen, Jean-Marc ULiege; Cooke, C. M. E.; Latham, D. J.

in Journal of Constructional Steel Research (1995), 35

A single bay single storey steel portal frame has been tested under fire conditions. It is here simulated using hte non linear computer code CEFICOSS. The elements have composite steel-concrete sections ... [more ▼]

A single bay single storey steel portal frame has been tested under fire conditions. It is here simulated using hte non linear computer code CEFICOSS. The elements have composite steel-concrete sections for the thermal analysis, but only the steel part of the sections is load bearing. [less ▲]

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