References of "Jaspart, Jean-Pierre"
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See detailRobust structures by joint ductility
Kuhlmann, Ulrike; Rolle, Lars; Jaspart, Jean-Pierre ULg et al

Book published by European Commission (2008)

In view of recent disasters and their immense economical and human consequences more and more focus is given not only on the safety of structures - to reduce the risk for the life of people by collapse ... [more ▼]

In view of recent disasters and their immense economical and human consequences more and more focus is given not only on the safety of structures - to reduce the risk for the life of people by collapse even under exceptional loading – but on minimizing the disastrous results and to enable a quick rebuilding and reuse. One crucial mean to achieve this aim is the design of redundant robust structures. Robustness prevents the collapse of the total structure when only parts of the structure are damaged or destroyed. To avoid progressive failure, redundant structures with inherent sufficient ductile behaviour allowing deformations when a local failure occurs, have to be built. Redundancy can be achieved by allowing force redistribution within a structural system. Therefore the single sections and joints have to be especially designed and optimized, not necessarily requiring additional fabrication costs. But until now no specific rules for robustness by ductile joints exist. The aim of the present project is to define general requirements for ductile joints as part of a structural system subjected to exceptional unforeseen loading. [less ▲]

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See detailEuropean design recommendations for simple joints in steel structures
Jaspart, Jean-Pierre ULg; Demonceau, Jean-François ULg

in Journal of Constructional Steel Research (2008), 64(7-8), 822-832

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See detailIron columns reinforced by FRP under axial compression
Ly, Dong Phuong Lam ULg; Jaspart, Jean-Pierre ULg; Demonceau, Jean-François ULg

Report (2008)

Slender iron column reinforced by FRP is sensitive to buckling phenomenon, taking place obviously at a cross-section within the middle segment. An equivalent FRP-iron cross-section can be used to derive ... [more ▼]

Slender iron column reinforced by FRP is sensitive to buckling phenomenon, taking place obviously at a cross-section within the middle segment. An equivalent FRP-iron cross-section can be used to derive the buckling resistance of the composite member by using buckling formulation previously defined for column members. [less ▲]

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See detailIron and FRP materials
Ly, Dong Phuong Lam ULg; Demonceau, Jean-François ULg; Jaspart, Jean-Pierre ULg

Report (2008)

Numerical investigations are very helpful to prepare and to plan experimental investigations. The numerical investigations presented within the present section deals with the experimental tests conducted ... [more ▼]

Numerical investigations are very helpful to prepare and to plan experimental investigations. The numerical investigations presented within the present section deals with the experimental tests conducted on iron elements reinforced by FRP in tension, i.e.: - first, to determine the anchorage length requested for the FRP (zone A of the figure 1.1 1) to insure a good stress transfer from the iron member to FRP sheets through bonds without any debonding problem; - and secondly, to predict the effects of FRP sheets on iron elements in tension. [less ▲]

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See detailDevelopment of design rules for iron columns reinforced by FRP
Ly, Dong Phuong Lam ULg; Demonceau, Jean-François ULg; Jaspart, Jean-Pierre ULg

Report (2008)

In the available literature, some techniques of reinforcement are proposed: reinforcement with the use of cables, replacement of damage elements, creation of a composite action by connecting the damage ... [more ▼]

In the available literature, some techniques of reinforcement are proposed: reinforcement with the use of cables, replacement of damage elements, creation of a composite action by connecting the damage elements to a concrete slab, etc; but few of them are applicable to the Umberto 1 gallery. The one that seems to be applicable is the FRP (Fibre Reinforcement Polymer) technique. The behaviour of composite elements composed of FRP and steel members under tension seems to be known, but little information is available as far as the behaviour of such elements in compression. Following the "Iron meeting" held in Naples on June 8th, 2006, tests on stocky elements with and without FRP are planned to be performed in tension and in compression to identify the effect of FRP on such elements. In addition, tests on slender columns will be performed with and without FRP to investigate the influence of the latter on the buckling resistance. All the tests will be accompanied by coupon tests to identify the mechanical properties of the constitutive material of the tested specimens (Liège contribution to WP7). Based on the test campaign, analytical design rules founded on an elastic approach have been developed for the computation of the resistance of iron columns reinforced by FRP; these rules are detailed in the present section and reflect the contribution of the University of Liège to WP9. [less ▲]

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See detailTests on iron materials
Ly, Dong Phuong Lam ULg; Demonceau, Jean-François ULg; Jaspart, Jean-Pierre ULg

Report (2008)

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See detailNumerical, analytical and experimental investigations on the response of steel and composite buildings further the loss of a column
Jaspart, Jean-Pierre ULg; Demonceau, Jean-François ULg; Luu, Nguyen Nam Hai ULg

in Proceedings of the Colloquium on structural design of constructions subjected to exceptional or accidental actions (2008)

Recent events such as natural catastrophes or terrorism attacks have highlighted the necessity to ensure the structural integrity of buildings under exceptional events. Accord-ing to Eurocodes and some ... [more ▼]

Recent events such as natural catastrophes or terrorism attacks have highlighted the necessity to ensure the structural integrity of buildings under exceptional events. Accord-ing to Eurocodes and some different other national design codes, the structural integrity of civil engineering constructions should be ensured through appropriate measures but, in most of the cases, no precise practical guidelines on how to achieve this goal are provided. A European RFCS project entitled “Robust structures by joint ductility” has been set up in 2004, for three years, with the aim to provide requirements and practical guidelines ensuring the structural integrity of steel and composite structures under exceptional events through an appropriate robustness. In particular, one substructure test simulating the loss of a column in a composite building has been performed at Liège University. Present paper describes ana-lytical, numerical and experimental investigations carried out at Liège University as part of this European project. [less ▲]

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See detailAnalysis of Semi-Continuous Composite Beams with Partial Shear Connection Using 2-D Finite Element Approach
Titoum, M.; Tehami, M.; Achour, B. et al

in Asian Journal of Applied Sciences (2008), 1(3), 185-205

In this study, a two-dimensional finite element model using ANSYS software was proposed to study the behaviour of semi-continuous composite beams allowing for the concept of partial shear connection in ... [more ▼]

In this study, a two-dimensional finite element model using ANSYS software was proposed to study the behaviour of semi-continuous composite beams allowing for the concept of partial shear connection in both sagging and hogging moment regions. Some comparisons with experimental data available in the literature were reported to validate the efficiency of the proposed model. Using the verified model, a parametric study was carried out to investigate the effects of partial shear connection, along with the effects of reinforcing ratio and the presence of column web stiffeners, on the behaviour of semi-continuous composite beams. Based on the results obtained from the finite element analysis, the concept of partial shear connection in the hogging moment regions can be accepted provided that the shear connectors are sufficiently ductile, in spite of the requirement of full shear connection specified in Eurocode 4 for continuous and semi-continuous composite beams. [less ▲]

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See detailSteel column base classification
Jaspart, Jean-Pierre ULg; Wald, F.; Weynand, K. et al

in Heron (2008), 53(1/2),

The influence of the rotational characteristics of the column bases on the structural frame response is discussed and specific design criteria for stiffness classification into semi-rigid and rigid joints ... [more ▼]

The influence of the rotational characteristics of the column bases on the structural frame response is discussed and specific design criteria for stiffness classification into semi-rigid and rigid joints are derived. The particular case of an industrial portal frame is then considered. [less ▲]

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See detailBase plate in bending and anchor bolts in tension
Wald, F.; Sokil, Z.; Jaspart, Jean-Pierre ULg

in Heron (2008), 53(1/2),

This paper describes the behaviour of the base plate in bending and the anchor bolts in tension, which are the major components of a base plate connection. An analytical model has been derived to predict ... [more ▼]

This paper describes the behaviour of the base plate in bending and the anchor bolts in tension, which are the major components of a base plate connection. An analytical model has been derived to predict the component characteristics – the resistance and the stiffness. A description is given of how the behaviour is influenced by contact between the base plate and the concrete surface. The presented analytical model has been verified by tests and a finite element simulation. [less ▲]

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See detailComponent method for steel column base plates
Wald, F.; Sokol, Z.; Steenhuis, C. M. et al

in Heron (2008), 53(1/2),

This paper presents the application of the component method to steel column bases. The decomposition of the connection into components is described. An analytical model is presented to determine the ... [more ▼]

This paper presents the application of the component method to steel column bases. The decomposition of the connection into components is described. An analytical model is presented to determine the moment resistance and the rotational stiffness of column bases under axial forces. The analytical model is verified with test results. A sensitivity study of the base plate thickness and the anchor bolt length is presented. [less ▲]

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See detailRecent developments on composite connections
Demonceau, Jean-François ULg; Jaspart, Jean-Pierre ULg; Klinkhammer, Ralf et al

in Steel Construction - Design and Research Journal (2008), 1

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See detailNumerical and analytical investigations on iron columns reinforced by FRP under axial compression
Ly, Dong Phuong Lam ULg; Rondal, Jacques ULg; Jaspart, Jean-Pierre ULg

in Smith, S. T. (Ed.) Asia-Pacific Conference on FRP in Structures-APFIS07 (2007, December)

This paper presents numerical and analytical investigations on iron columns under axial compression, strengthened with high modulus carbon fibre reinforced polymer (FRP) sheets. Numerical and analytical ... [more ▼]

This paper presents numerical and analytical investigations on iron columns under axial compression, strengthened with high modulus carbon fibre reinforced polymer (FRP) sheets. Numerical and analytical models are proposed to predict the resistance and stability load of such elements, including effects of section and member geometrical imperfections and of the nonlinear characteristic and the anisotropy in post elasticity of iron material. It is shown that axial resistance and stiffness of iron columns can be increased significantly with the use of longitudinal FRP sheets as a result of the reduction of the column slenderness, but also that transverse FRP sheets should also be used to avoid any local buckling of the longitudinal FRP sheets during loading. [less ▲]

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See detailContribution to the derivation of robustness requirements for steel and composite structures
Jaspart, Jean-Pierre ULg; Demonceau, Jean-François ULg

in Proceedings of Advances in steel structures Conference (2007, December)

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See detailExperimental investigations on the behaviour of a composite frame after the loss of a column
Demonceau, Jean-François ULg; Jaspart, Jean-Pierre ULg

in Beale, R. G. (Ed.) Proceeding of the 6th International Conference on Steel and Aluminium Structures (2007, July 24)

Recent events such as natural catastrophes or terrorism attacks have highlighted the necessity to ensure the structural integrity of buildings under exceptional loading, i.e. other accidental loads than ... [more ▼]

Recent events such as natural catastrophes or terrorism attacks have highlighted the necessity to ensure the structural integrity of buildings under exceptional loading, i.e. other accidental loads than those already taken into consideration in the design process. According to Eurocodes and some other national design codes, the structural integrity of civil engineering structures should be ensured through appropriate measures but, in most of the cases, no precise practical guidelines on how to achieve this goal are provided. Even basic requirements to fulfil are generally not clearly expressed. An European RFCS project called “Robust structures by joint ductility” has been set up in 2004, for three years, with the aim to provide requirements and practical guidelines allowing to ensure the structural integrity of steel and composite structures under exceptional loading through an appropriate robustness. This project involves analytical, numerical and experimental investigations; in particular, one substructure test simulating the loss of a column in a composite building, because of an unexpected impact, was performed in September 2006 at the University of Liège. This paper describes the experimental test carried out at the University of Liège, as part of this European project, and the first interpretation of the results. [less ▲]

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See detailRobustness - Robust structures by joint ductility
Kuhlmann, Ulrike; Rölle, Lars; Jaspart, Jean-Pierre ULg et al

in Wald, F.; Mazzolani, F.; Byfield, M. (Eds.) et al Urban Habitat Constructions under Catastrophic Events (2007, March 30)

In view of recent disasters and their immense economical and human consequences more and more focus is given not only on the safety of structures - to reduce the risk for the life of people by collapse ... [more ▼]

In view of recent disasters and their immense economical and human consequences more and more focus is given not only on the safety of structures - to reduce the risk for the life of people by collapse even under exceptional loading – but on minimizing the disastrous results and to enable a quick rebuilding and reuse. One crucial mean to achieve this aim is the design of redundant robust structures. Robustness prevents the collapse of the total structure when only parts of the structure are damaged or destroyed. To avoid progressive failure, redundant structures with inherent sufficient ductile behaviour allowing deformations when a local failure occurs, have to be built. Redundancy can be achieved by allowing force redistribution within a structural system. Therefore the single sections and joints have to be especially designed and optimized, not necessarily requiring additional fabrication costs. But until now no specific rules for robustness by ductile joints exist. The aim of the present project is to define general requirements for ductile joints as part of a structural system subjected to exceptional unforeseen loading. [less ▲]

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See detailLateral torsional buckling resistance of web-tapered I-beams under linear bending moments
Vandermeulen, T.; Jaspart, Jean-Pierre ULg; Boissonnade, N.

in Proceedings of the 5th International Conference on Advances in Steel Structures (2007)

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See detailDesign of beam-columns in steel sway frames: from the actual member to a simply supported equivalent one
Hansoulle, T.; Boissonnade, N.; Goncalves, R. et al

in Proceedings of the 2007 Annual Technical Stability Conference, Structural Steel Research Council (2007)

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See detailEUROCODE 3 EN 1993 Exemples d’application au calcul des structures en acier
Jaspart, Jean-Pierre ULg

in EUROCODE 3 EN 1993 Exemples d’application au calcul des structures en acier (2007)

La rédaction d’une législation européenne pour le calcul et le dimensionnement des structures du génie civil, entamée à la moitié des années ’70, est en voie de finalisation. Sous peu, divers Eurocodes ... [more ▼]

La rédaction d’une législation européenne pour le calcul et le dimensionnement des structures du génie civil, entamée à la moitié des années ’70, est en voie de finalisation. Sous peu, divers Eurocodes structuraux seront publiés sous leur forme définitive et accompagnés de leur annexe nationale, complément indispensable à leur application en Belgique. Il en sera notamment ainsi de l’Eurocode 3, consacré aux structures en acier. Si les nouvelles normes font appel à bon nombre de concepts connus, elles préconisent également des approches de calcul soit novatrices, soit plus larges au niveau de leur champs d’application. Les différences substantielles entre la version définitive (EN) et la version précédente (ENV) de l’Eurocode 3, ainsi que la publication des modalités d’utilisation pour la Belgique (Annexe Nationale), justifi ent la décision prise ces dernières années par le Centre Information Acier d’organiser régulièrement des formations à la conception et au dimensionnement de bâtiments en acier. Dans un premier temps, ces formations se sont limitées à la présentation du contenu de l’Eurocode 3, d’abord dans sa version ENV (en 1998), puis dans sa version EN (en 2004). Mais il est rapidement apparu qu’une démarche plus ambitieuse encore devait être suivie, dont l’objectif serait de mettre davantage l’accent sur les aspects pratiques de conception et de dimensionnement. Une approche pédagogique nouvelle a dès lors été développée et mise en oeuvre, à la satisfaction de tous, à l’occasion de formations à l’Eurocode 3 organisées récemment à Luxembourg (printemps 2005) et à Paris (automne 2005). Le principe consiste à partir d’exemples d’application concrets et de les analyser, étape par étape, en abordant dans le détail la diversité des possibilités de calcul offertes par le document normatif, leur mise en oeuvre et les conséquences de la sélection de l’une d’entre elles dans une situation précise. Lors de ces formations récentes, deux structures et plusieurs variantes ont été choisies comme références : Structure 1 : ossature rigide contreventée à assemblages articulés - Variante A : assemblages semi-rigides - Variante B : comportement à l’incendie - Variante C : poutre de toiture en profilé reconstitué soudé Structure 2 : ossature souple non contreventée à assemblages semi-rigides Ces exemples d’application ont été préparés, au départ, dans le cadre d’un projet européen coordonné par l’Université de Liège, qui visait à la rédaction d’un manuel d’utilisation de l’Eurocode 3, dans sa version ENV. Ils ont ici été revus à la lumière de la version définitive EN de l’Eurocode. Suite à de nombreuses demandes reçues depuis lors par le Centre Information Acier, ces exemples d’application ont été publiés une première fois en 2006 et font l’objet aujourd’hui d’une seconde édition. [less ▲]

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