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See detailExperimental investigation on ferritic stainless steel columns in fire
Tondini, Nicola; Rossi, Barbara; Franssen, Jean-Marc ULg

in Fire Safety Journal (2013), 62

This paper presents the performance of EN 1.4003 ferritic stainless steel hollow section columns when exposed to fire loading. Experimental analysis of the behaviour of ferritic stainless steel structural ... [more ▼]

This paper presents the performance of EN 1.4003 ferritic stainless steel hollow section columns when exposed to fire loading. Experimental analysis of the behaviour of ferritic stainless steel structural members in fire represents a novelty. In detail, three column tests were carried out in the framework of the RFCS project named Structural Applications of Ferritic Stainless Steels (SAFSS, RFSR-CT-2010-00026). Tubular thin-walled members were considered in this study because structural applications of ferritic stainless steels generally incorporate such profiles. Three columns were tested: two square hollow sections (SHS) and a rectangular hollow section (RHS) of different length. Fire loading was applied under a constant concentrically compressive load. Identical column tests at room temperature are also reported. [less ▲]

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See detailA formulation of the Eurocode 2 concrete model at elevated temperature that includes an explicit term for transient creep
Gernay, Thomas ULg; Franssen, Jean-Marc ULg

in Fire Safety Journal (2012), 51

The first objective of this paper is to highlight the capabilities and limitations of concrete uniaxial constitutive models at elevated temperatures for thermo-mechanical behavior modeling, depending on ... [more ▼]

The first objective of this paper is to highlight the capabilities and limitations of concrete uniaxial constitutive models at elevated temperatures for thermo-mechanical behavior modeling, depending on the implicit or explicit consideration of transient creep strain in the model. The characteristics inherent to the two types of models are described and compared. It appears that one of the major limitations of implicit models concerns the unloading stiffness. Based on numerical analysis performed on loaded concrete columns subjected to natural fire, it is shown that the stress–temperature paths experienced by structural concrete are varied and complicated and that concrete material models cannot handle properly these complex situations of unsteady temperatures and stresses without explicit consideration of transient creep. The second objective of the paper is to propose a new formulation of the Eurocode 2 concrete material model that contains an explicit term for transient creep. The new model is implemented in the software SAFIR and validated against experimental data of the mechanical strain developed by concrete cylinders under different unsteady temperatures and loads. It is shown that the actual material behavior is better matched with the new explicit model than with the current implicit Eurocode 2 model. Finally, a comparison is given between experimental and computed results on a centrally loaded concrete column submitted to heating–cooling sequence. [less ▲]

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See detailNumerical analysis of stainless steel beam-columns in case of fire
Lopes, Nuno; Vila Real, Paulo; Simoes da Silva, Luis et al

in Fire Safety Journal (2012), 50

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See detailSeismic-induced fire resistance of composite welded beam-to-column joints with concrete-filled tubes
Pucinotti, Raffaele; Bursi, Oreste; Franssen, Jean-Marc ULg et al

in Fire Safety Journal (2011), 46

Major earthquakes in urban areas have often been followed by significant fires that cause extensive damage to property. Therefore, a seismic-induced fire is a scenario that should be addressed properly in ... [more ▼]

Major earthquakes in urban areas have often been followed by significant fires that cause extensive damage to property. Therefore, a seismic-induced fire is a scenario that should be addressed properly in performance-based engineering. In this paper, numerical and experimental results of welded steel–concrete composite full-strength beam-to-column joints under post-earthquake fires are described. This was part of a European project aimed at developing fundamental data and prequalification design guidelines of ductile and fire-resistant composite beam-to-column joints with concrete-filled tubes. In detail, seismic and fire analyses were used to design moment-resisting frames endowed with the proposed joint typology. A total of six specimens were designed and subjected to both monotonic and cyclic lateral loads. The specimens were subassemblages of beam-to-column joints, and performed well. Since the scope of the project was to promote joint typologies able to survive a seismic-induced fire, some specimens were pre-damaged before being subjected to fire loadings by imposing monotonic loads equivalent to damage levels induced by seismic loadings. Thus, after fire testing, valuable information about the performance of the proposed joint typology was obtained, and the adequacy of the concurrent seismic and fire design was demonstrated. [less ▲]

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See detailNumerical modelling of timber connections under fire loading using a component model
Cachim, Paulo B.; Franssen, Jean-Marc ULg

in Fire Safety Journal (2009), 44

This paper describes a component model for dowelled timber connections under fire loading. The component model of the dowelled connection is first developed and calibrated for room temperature. The ... [more ▼]

This paper describes a component model for dowelled timber connections under fire loading. The component model of the dowelled connection is first developed and calibrated for room temperature. The constitutive relations for dowel–timber interaction are detailed and compared with experimental results. In the fire situation, a two-step approach is used: first, three-dimensional (3D) thermal analysis of the connection is performed using a conductive model with timber properties defined in Eurocode 5 in order to calculate the temperatures in the fasteners and timber; afterwards, the mechanical analysis using a component model is carried out using mechanical properties of the steel dowel and of timber adjusted to the temperatures obtained by the thermal analyses. These properties are reduced according to Eurocode 3 and Eurocode 5, respectively. Numerical simulations are presented that allow evaluation of the model behaviour and performance. Obtained results show good agreement with available experimental data, indicating that regardless of its simplicity, the component model has the capability to accurately model timber connections under fire loading [less ▲]

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See detailEditorial
Franssen, Jean-Marc ULg; Vila Real, Paulo

in Fire Safety Journal (2007), 42(6-7, SEP-OCT), 407-407

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See detailConsidering the effects of localised fires in the numerical analysis of a building structure
Franssen, Jean-Marc ULg; Pintea, Dan; Dotreppe, Jean-Claude ULg

in Fire Safety Journal (2007), 42(6-7, SEP-OCT), 473-481

The methodologies that are used for analysing the fire behaviour of a structure that is subjected to a uniform thermal situation cannot be applied when the fire is localised. The concept of "zoning" can ... [more ▼]

The methodologies that are used for analysing the fire behaviour of a structure that is subjected to a uniform thermal situation cannot be applied when the fire is localised. The concept of "zoning" can be applied: the structure is divided into several zones in which the situation is approximated as uniform. It is shown here that this division can lead to spurious forces in the structure. The structural code of the first author has been adapted in order to accommodate a continuous spatial variation of the fire environment. A series of uncoupled 2D thermal analyses is performed along the length of the beam finite elements and a series of ID thermal analyses is performed across the thickness of the shell finite elements. After a discussion of the concept and the particularities dictated by the continuous thermal environment, the methodology utilised is explained and is shown in an example consisting of a composite steel concrete car park subjected to a localised fire of the type given in Eurocode 1. (C) 2007 Elsevier Ltd. All rights reserved. [less ▲]

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See detailParametric analysis of the lateral-torsional buckling resistance of steel beams in case of fire
Vila Real, Paulo; Lopes, Nuno; Simoes da Silva, Luis et al

in Fire Safety Journal (2007), 42(6-7, SEP-OCT), 416-424

Numerical modelling of the lateral-torsional buckling of steel beams at elevated temperature has shown that the beam design curve from EN 1993-1-2 is over-conservative in the case of non-uniform bending ... [more ▼]

Numerical modelling of the lateral-torsional buckling of steel beams at elevated temperature has shown that the beam design curve from EN 1993-1-2 is over-conservative in the case of non-uniform bending. Based on the newly proposed methodology for cold design from the EN 1993-1-1, an improved proposal for the lateral-torsional buckling of unrestrained steel beams subjected to fire is presented in this paper that addresses the issue of the influence of the loading type, the steel grade, the pattern of the residual stresses (hot-rolled or welded sections) and the ratio h/b, between the depth h and the width b of the cross-section on the resistance of the beam, achieving better agreement with the numerical behaviour while maintaining safety. The proposal is found to be safe and accurate through an extensive comparison with the results of FEM numerical simulations of more than 5000 beams. A statistical study of the results is performed, showing the accuracy of the improved proposal presented in this paper. (C) 2007 Elsevier Ltd. All rights reserved. [less ▲]

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See detailCalculation of temperature in fire-exposed bare steel structures: Comparison between ENV 1993-1-2 and EN 1993-1-2
Franssen, Jean-Marc ULg

in Fire Safety Journal (2006), 41(2), 139-143

A comparison is made between the formula presented in ENV 1993-1-2 and EN 1993-1-2 for calculating temperature in bare steel structures subjected to fire. The ratio between the radiative energy considered ... [more ▼]

A comparison is made between the formula presented in ENV 1993-1-2 and EN 1993-1-2 for calculating temperature in bare steel structures subjected to fire. The ratio between the radiative energy considered in each formula is first calculated for 377 commercially available sections. The evolution of the steel temperature is then calculated in 4 different representative sections. On the basis of these comparisons and taking into account the fact that the load-bearing capacity has to be ensured in steel members, it does not appear that significant modifications in the safety level have been introduced from the ENV to the EN version of Eurocode 3. (C) 2005 Elsevier Ltd. All rights reserved. [less ▲]

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See detailNumerical modelling of steel beam-columns in case of fire - comparisons with Eurocode 3
Vila Real, Paulo; Lopes, Nuno; da Silva, Luis Simoes et al

in Fire Safety Journal (2004), 39(1), 23-39

This paper presents a numerical study of the behaviour of steel I-beams subjected to fire and a combination of axial force and bending moments. A geometrical and material non-linear finite element program ... [more ▼]

This paper presents a numerical study of the behaviour of steel I-beams subjected to fire and a combination of axial force and bending moments. A geometrical and material non-linear finite element program, specially established in Liege for the analysis of structures submitted to fire, has been used to determine the resistance of a beam-column at elevated temperature, using the material properties of Eurocode 3, part 1-2. The numerical results have been compared with those obtained with the Eurocode 3, part 1-2 (1995) and the new version of the same Eurocode (2002). The results have confirmed that the new proposal for Eurocode 3 (2002) is more conservative than the ENV-EC3 (1995) approach. (C) 2003 Elsevier Ltd. All rights reserved. [less ▲]

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See detailA tool to design steel elements submitted to compartment fires - OZone V2. Part 2: Methodology and application
Cadorin, Jean-François; Pintea, Dan; Dotreppe, Jean-Claude ULg et al

in Fire Safety Journal (2003), 38(5), 429-451

The methodology implemented in the tool OZone V2 to design steel elements submitted to compartment fires is presented. Input needed to define a fire compartment are first quoted. The procedure to define ... [more ▼]

The methodology implemented in the tool OZone V2 to design steel elements submitted to compartment fires is presented. Input needed to define a fire compartment are first quoted. The procedure to define the design fire is then explained. This procedure enables to take into account the benefits of active measures on the fire safety. The combined use of a two- and a one-zone model is then presented. A particular attention is given to the criteria of choice of the model and to the different scenarios that can occur. The calculation of steel element temperature is then explained. The proposed procedure takes into account the localised effect of a fire with the help of Hasemi's model. The fire resistance is then calculated with the EUROCODE 3 methods. An application is finally presented. (C) 2003 Elsevier Science Ltd. All rights reserved. [less ▲]

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See detailA tool to design steel elements submitted to compartment fires - OZone V2. Part 1: pre- and post-flashover compartment fire model
Cadorin, Jean-François; Franssen, Jean-Marc ULg

in Fire Safety Journal (2003), 38(5), 395-427

The computer code OZone V2 has been developed to help engineers in designing structural elements submitted to compartment fires. The code is based on several recent developments, in compartment fire ... [more ▼]

The computer code OZone V2 has been developed to help engineers in designing structural elements submitted to compartment fires. The code is based on several recent developments, in compartment fire modelling on one hand and on the effect of localised fires on structures on the other hand. It includes a single compartment fire model that combines a two-zone model and a one-zone model. In this paper, the description of this compartment fire model is given. The main model is first presented. It consists of the usual zone model equations fully coupled with the partition model equations. The partitions are modelled by the finite element method. The switch from the two-zone to the one-zone model is then explained. The vertical, horizontal and forced vent sub-models are presented, followed by the fire source and the combustion models. A comparison between this code and another compartment fire model NAT is made. The OZone calculations are then compared to full scale fire tests. Considerations as to how this model is used for the design of steel elements will be presented in a companion paper (Fire Saf. J., this issue). (C) 2003 Elsevier Science Ltd. All rights reserved. [less ▲]

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See detailFailure temperature of a System Comprising a Restrained Column Submitted to Fire
Franssen, Jean-Marc ULg

in Fire Safety Journal (2000), 34

The problem of columns submitted to fire is discussed in the intoduction with an emphasis on the differences between the case of a column acting as a single element or being part of a frame. In the latter ... [more ▼]

The problem of columns submitted to fire is discussed in the intoduction with an emphasis on the differences between the case of a column acting as a single element or being part of a frame. In the latter case, failure of the column does not necessarily lead to the failure of the structure. The basic principles of the arc-length technique are given, first for the way it is applied traditionally at room temperature, then for the way it can be applied to extend a numerical simulation beyond the moment of local failures in case of fire. The technique is then applied to the case of restrained columns and it is shown how it is possible to obtain a safe estimate of the critical temperature of the column leading to the failure of the structure, even if the degree of restraint apllied to the column is unknown. [less ▲]

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See detailFire resistance of columns in steel frames
Franssen, Jean-Marc ULg; Dotreppe, Jean-Claude ULg

in Fire Safety Journal (1992), 19(2 - 3), 159-175

The standard fire resistance test is not appropriate for predicting the behaviour of steel frames under fire conditions. The simplified theories that have been published in approved national and ... [more ▼]

The standard fire resistance test is not appropriate for predicting the behaviour of steel frames under fire conditions. The simplified theories that have been published in approved national and international documents apply to some restricted particular cases of single elements (beams, columns). In most practical circumstances beams and columns are subjected to a combination of axial forces and bending moments and have variable restraint and displacement conditions at their ends. The problem is particularly complicated for columns. For this type of situation advanced computer programs can at the present time provide a satisfactory method for the determination of the fire resistance. This paper illustrates the preceding comments by evaluating the fire endurance of an unbraced steel frame with two loading conditions. [less ▲]

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See detailThe unloading of building materials submitted to fire
Franssen, Jean-Marc ULg

in Fire Safety Journal (1990), 3

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