References of "Franssen, Jean-Marc"
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See detailStructural Fire Engineering of Building Assemblies and Frames
Franssen, Jean-Marc ULg; Iwankiw, Nestor

in DiNenno, Philip J.; Drysdale, Douglas; Beyler, Craig L. (Eds.) et al The SFPE Handbook of Fire Protection Engineering (Fourth Edition) (2009)

Use of the temperature-dependent, thermophysical material properties, shape geometry, and fundamental heat transfer and structural principles, in combination with available fire test data, can enable ... [more ▼]

Use of the temperature-dependent, thermophysical material properties, shape geometry, and fundamental heat transfer and structural principles, in combination with available fire test data, can enable several distinct levels of engineering/calculation methods of fire resistance. The simpler computational methods, such as those in ASCE/SFPE 29-99,1 are semi-empirically based on standard fire test results. They provide an efficient and generally conservative way to provide fire resistance ratings for members and assemblies that do not directly match listed assemblies to meet prescriptive code requirements. Higher order fire simulations and structural analyses can also be used as performance-based design alternatives to achieve a more accurate solution to overall fire safety. Substantial fire-induced damage is expected after a severe (fully developed or postflashover) fire exposure, not only to the building contents and finish but also to the structural elements. It is not uncommon for well-designed, ductile, and properly functioning fire-resistive framing systems to experience visible distortions, cracking, permanent damage, and deflections in floor, walls, or columns than can be on the order of 12 to 24 inches (300 to 600 mm), or more, without collapse. In the following sections, several computational approaches to the determination of the fire resistance of building construction are summarized, independent of any requirements of a particular building code or design standard. These can be considered generally applicable to any structural material. The specific provisions of the governing building code and design standard(s) for a given project must be consulted for any engineering applications. [less ▲]

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See detailDesigning Steel Structures for Fire Safety
Franssen, Jean-Marc ULg; Kodur, Venkatesh; Zaharia, Raul

Book published by Taylor & Françis Ed. (2009)

In this book the information relevant to fire design of steel structures is presented in a systematic way in seven chapters. Each Chapter begins with an introduction of various concepts to be covered and ... [more ▼]

In this book the information relevant to fire design of steel structures is presented in a systematic way in seven chapters. Each Chapter begins with an introduction of various concepts to be covered and follows with detailed explanation of the concepts. The calculation methods as relevant to code provisions (in Europe, North America or other continents) are discussed in detail. Worked examples relevant to calculation methodologies on simple structural elements are presented. For the case of complete structures guidance on how analysis can be carried out is presented. Chapter 1 of the book is devoted to providing relevant background information to codes and standards and principles of fire resistance design. The chapter discusses the fire safety design philosophies, prescriptive and performance-based design fire safety design issues. Chapter 2 deals with basis of design and mechanical loads. The load combinations to be considered for fire design of structures, as per European and North American codes and standards, are discussed. Chapter 3 discusses the detailed steps involved in establishing the fire scenarios for various cases. Both Eurocode and North American temperature-time relationships are discussed. Procedures in this section allow the designer to establish the time-temperature relationships or heat flux evolutions under a specified design fire. Chapter 4 deals with steps associated in establishing the temperature history in the steel structure, resulting from fire temperature. The various approaches for undertaking thermal analysis by simple calculation models are discussed. Chapter 5 presents the steps associated for establishing the mechanical response of a structure exposed to fire. The possibilities for analysis at different levels: member level, sub-structure level and global level are discussed. Full details related to simple calculation methods for undertaking strength analysis at member level are presented. Chapter 6 is devoted to fire resistance issues associated with design of joints. The steps associated with the fire resistance of a bolted or a welded joint through simplified and detailed procedure are discussed. Chapter 7 deals with thermal and mechanical analysis through advanced calculation models. The procedures involved in the sub-structure analysis or global structural analysis under fire exposure is fully discussed. Case studies are presented to illustrate the detailed fire resistance analysis of various structures. Chapter 8 presents four design examples showing how a complex structure can be designed using the concept of element or sub-structure analysis. The book concludes with two Annexes which present some of the design information related to material properties and temperature profiles. Annex 1 focuses on thermal properties of structural steel and commonly used insulation materials and resulting temperature profiles in steel. Annex 2 focuses on mechanical properties of structural steel. [less ▲]

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See detailComparison between the charring rate model and the conductive model of Eurocode 5
Cachim, Paulo B.; Franssen, Jean-Marc ULg

in Fire & Materials (2009), 33

Eurocode 5, Part 1-2, presents several models for the calculation of fire resistance of timber structures. These models are based on the hypothesis that for temperatures above 300°C, wood is no longer ... [more ▼]

Eurocode 5, Part 1-2, presents several models for the calculation of fire resistance of timber structures. These models are based on the hypothesis that for temperatures above 300°C, wood is no longer able to sustain any stress, which makes the determination of the location of the 300°C isotherm decisive for the result provided by the models. In this paper, the charring rate model and the conductive model presented in Eurocode 5, part 1-2 are compared regarding the determination of the location of 300°C isotherm. The main wood parameters investigated are density, moisture content and anisotropy. the almost complete independence of the charring rate model from these parameters leads to some inconsistencies between the models. To reduce thse inconsistencies some proposals to improve the conductive and the charring rate models are presented. [less ▲]

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See detailNumerical Evaluation of Load induced Thermal Strain in restraint Structures compared with an Experimental Study on reinforced Concrete Columns
Schneider, Ulrich; Schneider, Martin; Franssen, Jean-Marc ULg

in Conference Proceedings Fire and Materials 2009 (2009)

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See detailCalculation of a Tunnel Cross Section Subjected to Fire
Schneider, U.; Schneider, M.; Franssen, Jean-Marc ULg

in Acta Polytechnica (2009), 49(1/2009), 44-55

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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 detailVérification de la résistance au feu des poteaux en béton armé
Benmehidi, Nadia; Franssen, Jean-Marc ULg; Guenfoud, M.

in Saha, O.; Mouli, M. (Eds.) Performance of Concrete Structures. New Design Concept and Modelling (2009)

This paper is devoted to nonlinear numerical modeling of reinforced concrete columns subjected to fire. In this work we analyze reinforced concrete columns loaded by eccentric compressive forces and ... [more ▼]

This paper is devoted to nonlinear numerical modeling of reinforced concrete columns subjected to fire. In this work we analyze reinforced concrete columns loaded by eccentric compressive forces and exposed to a standard fire. That the columns have an extremely important role in building, the verification of fire resistance in fire conditions is crucial. The analysis is divided into two steps. In the first step we make the thermal study of column. It follows the temperatures depending of time that we use in the second stage for the mechanical study, where we get the variation of different parameters such as bending moment, stresses, displacements and tangent modulus. [less ▲]

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See detailOverview of fire design
Wang, Y. C.; Franssen, Jean-Marc ULg; Heinisuo et al

in Urban Habitat Constructions under catastrophic events - Technical sheets – Fire Resistance (2009)

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See detailGlobal modelling of structures in fire
Gillie, Martin; Burgess, Ian; Franssen, Jean-Marc ULg et al

in Urban Habitat Constructions under catastrophic events - Technical sheets – Fire Resistance (2009)

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See detailFire Performance of undamaged and pre-damaged welded steel-concrete composite beam-to-column joints with concrete filled tubes
Alderighi, Elisabetta; Bursi, Oreste; Franssen, Jean-Marc ULg et al

Conference (2008, October)

Major earthquakes in urban areas have often been followed by significant conflagrations that have been difficult to control and have resulted in extensive damage to property. Earthquakes, then, increase ... [more ▼]

Major earthquakes in urban areas have often been followed by significant conflagrations that have been difficult to control and have resulted in extensive damage to property. Earthquakes, then, increase the risk of loss of life if a fire occurs within a building. It is obvious therefore that a fire after an earthquake is a design scenario that should be properly addressed in any performance-based design, in locations where significant earthquakes can occur. In this paper both experimental and numerical results of undamaged and pre-damaged welded steel-concrete composite beam-to-column joints with concrete filled tubes are described as part of a European project aimed at developing fundamental data, design guidelines and prequalification of ductile and fire resistant composite beam-to-column joints. In detail, both the experimental program and the fire experimental results are presented and discussed in this paper together with thermal numerical simulations on frames and joints. Both the experimental activity and the numerical work demonstrated the adequacy of the seismic and joint fire design. [less ▲]

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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 detailBaulicher Brandschutz
Schneider, Ulrich; Franssen, Jean-Marc ULg; Lebeda, Christian

Book published by Bauwerk Verlag, GmbH - 2nd edition (2008)

This book contains: fire safety concepts as a base for fire safety of building constructions; fire safety requirements ; etc

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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 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 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 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 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 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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