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See detailUnprotected Composite Frames with CHS Columns. Performance under Fire Loadings
Alderighi, Elisabetta; Franssen, Jean-Marc ULg; Salvatore, W.

in Ofner (Ed.) Proceedings of the 5th European Conference on Steel and Composite Structures (2008)

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See detailNumerical modelling of thin-walled stainless steel structural elements in case of fire
Lopes, N.; Vila Real, P.; Simoes da Silva, L. et al

in Kodur; Tan (Eds.) Proceedings of the Fifth International Conference Structures in Fire (2008)

In this paper, numerical tests made in stainless steel thin-walled elements, using the program SAFIR, will be presented. In order to make these simulations, two main changes in SAFIR were made: i) the ... [more ▼]

In this paper, numerical tests made in stainless steel thin-walled elements, using the program SAFIR, will be presented. In order to make these simulations, two main changes in SAFIR were made: i) the program was changed in order to deal with the stainless steel 2D material properties to be used with shell elements and ii) the possibility of the program to take into account residual stresses in shell elements was introduced. The stainless steel stress-strain relationship at high temperatures, was based on the one presented in part 1.2 of Eurocode 3 [1], which has no initial linear branch as the case of carbon steel. The hardening rule to be used on the shell element formulation could not be exactly established without an approximation of the Eurocode 3 constitutive law [1]. Due to the fact that the SAFIR procedure to take into account the residual stresses consists in transforming them first into residual strains and adding them after to the other initial strains [2], it was necessary to implement a procedure that took in consideration the nonlinearity of the material stress-strain relationship. The paper shows the influence of the residual stresses on the ultimate load bearing resistance of thin-walled stainless steel structural elements in case of fire. [less ▲]

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See detailFlexural Buckling of Axially Loaded Ferritic Stainless Steel Columns in case of Fire
Lopes, N.; Vila Real P.M.M.; Simoes da Silva, L. et al

in Ofner (Ed.) Proceedings of the 5th European Conference on Steel and Composite Structures (EUROSTEEL 2008) (2008)

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See detailConsideration of nonlinear creep strain of siliceous concrete on calculation of mechanical strain under transient temperatures as a function of load history
Schneider, U.; Schneider, M.; Franssen, Jean-Marc ULg

in Kodur, Venkatesh; Tan, Kang Hai (Eds.) Proceedings of the Fifth International Conference Structures in Fire (2008)

The paper is given of an extended model for concrete in compression at elevated temperature that incorporates elastic, plastic and creep strain as a function of temperature and stress history. The ... [more ▼]

The paper is given of an extended model for concrete in compression at elevated temperature that incorporates elastic, plastic and creep strain as a function of temperature and stress history. The mechanical strain calculated as a function of elastic strain, plastic strain and thermal induced strain. The thermal induced strain is relative independent compared to dependence of Young’s Modulus by load history. Actually the term comprises elastic, plastic and (pure) transient creep strains as we will show. A comparison is given between experimental results with cylindrical specimens and calculated results. [less ▲]

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See detailStructural member behaviour and analysis in case of fire
Lopes, N.; Vila Real, P.; Uppfeldt, B. et al

in Mazzolani, Federico (Ed.) Proceedings of Urban Habitat Constructions under Catastrophic Events (COST Action C26) (2008)

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See detailAssessment of Eurocode 5 charring rate calculation methods
Cachim, Paulo; Franssen, Jean-Marc ULg

in Proceedings of the Fifth International Conference Structures in Fire (2008)

The basic hypothesis for the assessment of fire resistance of wood structures is that for temperatures above 300 ºC, wood is no longer able to sustain any load. Consequently, the determination of the ... [more ▼]

The basic hypothesis for the assessment of fire resistance of wood structures is that for temperatures above 300 ºC, wood is no longer able to sustain any load. Consequently, the determination of the location of the 300 ºC isotherm, the charring depth, is decisive for the result of fire resistance calculation methods. Charring rate of wood is dependent of numerous factors, such as wood species (density, permeability or composition), moisture or direction of burning (along or across the grain). Eurocode 5, Part 1-2, presents several methods for the calculation of fire resistance of timber structures that are divided into simplified and advanced. In this paper simplified and advanced methods are compared regarding the calculation of the charring depth. Finite element simulations have been performed, using the proposed wood properties of Eurocode 5 using finite element code SAFIR. The influence of parameters such as wood density, moisture or anisotropy has been investigated. The results obtained with finite element calculations were then compared with Eurocode 5 simplified models. Some inconsistencies between methods have been observed. This paper presents proposals to overcome some of the inconsistencies as well as to extend the applicability of the models. [less ▲]

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See detailDuplex stainless steel columns and beam-columns in case of fire
Lopes, N.; Vila Real, P. M. M.; Simoes da Silva, L. et al

in Kodur, Venkatesh; Tan, Kang Hai (Eds.) Proceedings of the Fifth International Conference Structures in Fire (2008)

It is the purpose of this paper to evaluate the accuracy and safety of the currently prescribed design rules in Eurocode 3: Part 1.2 for the evaluation of the resistance of duplex stainless steel columns ... [more ▼]

It is the purpose of this paper to evaluate the accuracy and safety of the currently prescribed design rules in Eurocode 3: Part 1.2 for the evaluation of the resistance of duplex stainless steel columns and beam-columns. This evaluation is carried out by performing numerical simulations on Class1 and Class 2 stainless steel H-columns. These numerical simulations are performed using the program SAFIR. Eurocode 3 states that stainless steel structural members, subjected to high temperatures, must be designed with the same formulae used for carbon steel members. However, as these two materials have different constitutive laws, it should be expected that, different formulae for the calculation of member stability should be used for fire design. It is considered buckling in the two main cross-section axis, and, in the case of the beam-columns, different bending moment diagrams. Parametric studies of the behaviour of the duplex EN 1.4462 stainless steel grade (austenitic-ferritic in Eurocode 3) columns and beam-columns subjected to fire are presented. [less ▲]

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See detailComparison between EC3 and the original proposal for Beam-Columns in Case of Fire
Talamona, D.; Lopes, N.; Vila Real, P. et al

in Ofner (Ed.) Proceedings of the 5th European Conference on Steel and Composite Structures (EUROSTEEL 2008) (2008)

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See detailGlobal modelling of structures in fire
Gillie, M.; Burgess, I.; Franssen, Jean-Marc ULg et al

in Mazzolani, Federico (Ed.) Proceedings of Urban Habitat Constructions under Catastrophic Events (COST Action C26) (2008)

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See detailOverview of fire design
Franssen, Jean-Marc ULg; Wald, F.; Burgess, I. et al

in Mazzolani, Federico (Ed.) Proceedings of Urban Habitat Constructions under Catastrophic Events (COST Action C26) (2008)

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See detailComparative study of analytical formulae for the fire resistance of steel beam-columns
Talamona, D.; Castagne, S.; Lopes, N. et al

in Kodur; Tan (Eds.) Proceedings of the Fifth International Conference Structures in Fire (2008)

This paper investigates the difference between the buckling formulae published in the Eurocode 3 part 1.2 and the recommendations made in the final report of the Buckling Curves in Case of Fire (BCCF ... [more ▼]

This paper investigates the difference between the buckling formulae published in the Eurocode 3 part 1.2 and the recommendations made in the final report of the Buckling Curves in Case of Fire (BCCF) research project. This study compares the critical temperatures obtained with both formulations to assess the impact on the fire endurance of steel columns subjected to axial compression and bending. An extensive comparison of the ultimate temperatures obtained with both formulations has been performed (382 profiles, buckling about the strong and weak axis, 12 column lengths, 6 M/N ratios and uniform and triangular bending moment distributions). Failure temperatures between 400°C and 860°C have been considered. The formulations are also compared with Finite Elements (F.E.) calculations performed for a S235 HEA 200 at 600ºC. This analysis shows that for buckling about the strong axis the BCCF method is better than the EC3 but for buckling about the weak axis the EC3 predicts failure temperatures closer to the F.E. model than the BCCF formulation. Finally, the ultimate temperatures predicted by the two formulations have also been compared with experimental results from the database SCOFIDAT. This comparison shows that there is no major difference between the two formulations for small and large bending moments. This study concludes that the EC3 and BCCF formulations are generally equivalent and that either formulation can be used. [less ▲]

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See detailSedimentological Fingerprints of Recent Earthquakes in Lake Sediments: A Case Study on the North Anatolian Fault (NAF), Turkey
Avsar, U.; Boes, X.; Hubert-Ferrari, A. et al

Poster (2008)

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See detailIntercomparison of lead 210 and radiocarbon bomb pulse age models. A key study in a peat bog core from North Poland
Piotrowska, Natalia; De Vleeschouwer, François; Sikorski, Jaroslaw et al

Poster (2008)

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See detailTraces of the last earthquake sequence (1939-1944) along NAF from lacustrine sediments.
Avsar, U.; Boes, X.; Hubert-Ferrari, A. et al

Poster (2008)

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See detailAnalyse du contexte de formation d’un jeune athlète. Etude de cas
Theunissen, Catherine ULg; Pauly, Alain; Cloes, Marc ULg

in Wallian, N.; Poggi, M. P.; Musard, M. (Eds.) Co-construire des savoirs : les métiers de l’intervention dans les APSA. Actes du colloque ARIS (2008)

Nous nous sommes intéressés à un jeune espoir sportif belge pour lequel nous avons tenté de modéliser la structure d’encadrement. Pour ce faire, nous avons opté pour des entretiens exploratoires ... [more ▼]

Nous nous sommes intéressés à un jeune espoir sportif belge pour lequel nous avons tenté de modéliser la structure d’encadrement. Pour ce faire, nous avons opté pour des entretiens exploratoires semi‐directifs dans les milieux familial, sportif et scolaire de l’athlète. L’analyse des informations recueillies nous a permis de dévoiler la qualité de la structure actuellement mise en place et, notamment, le rôle déterminant du père qui se charge de coordonner et de contrôler l’ensemble de celle‐ci. Notre étude a également conscientisé les acteurs sur le fonctionnement de la structure et s’est montrée efficace pour améliorer les relations entre les principaux acteurs. [less ▲]

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See detailA Toxic Cyanobacterial Bloom in an Urban Coastal Lake, Rio Grande do Sul, Southern Brazil
Carvalho, LR; Pipole, F; Werner, VR et al

in Brazilian Journal of Microbiology [=BJM] (2008), 39(4), 761-769

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