References of "Demonceau, Jean-François"
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See detailDesign guidlines - Deliverable D.13 - Robustimpact
Charlier, Marion; Hanus, François; Vassart, Olivier et al

Report (2016)

The present document details the design guidelines which emanates from the RobustImpact project. The reasoning used is depicted below in Figure 1-1. The first step is to define the impact scenario and its ... [more ▼]

The present document details the design guidelines which emanates from the RobustImpact project. The reasoning used is depicted below in Figure 1-1. The first step is to define the impact scenario and its key parameters. Then the impact can be characterized as a hard impact or as a soft impact. The first option assumes that the kinetic energy of the impactor is absorbed by the impactor itself while the second option assumes that the kinetic energy of the impactor is mainly absorbed by the column, thus leading to plastic deformations and the activation of geometrical non-linear effects in the column. If the soft impact is considered, the buckling resistance of the column must be examined in order to evaluate if the impacted column shows sufficient residual resistance after the impact. If this is not the case, the structure will resist if it is able to sustain the load initially carried by the impacted column by redistributing it in the damaged structure, i.e. if it is able to activate alternative load path. The resistance brought by other structural elements will then be evaluated. If the impacted column is a peripheral column, the yield line theory is used to evaluate the resistance of both slab and beams. In case of a central column, Bailey’s method evaluating the slab resistance taking into account the membrane effect is used to determine the contribution of the slab. The contribution of the beams is then quantified by evaluating the corresponding P-u curve. All the methods have been validated using FEM softwares. Since the project concerns structures whose columns are impacted by vehicles, the accidental load combination must be considered. In addition, the yield strength of the steel should be considered as 𝑓𝑦,𝑑𝑦𝑛= 𝜇.𝑓𝑦> 𝑓𝑦 . Indeed was proved than the steel mechanical properties are better under dynamic loading. Nevertheless, there is for the moment no available quantification for the majoring coefficient that should apply to 𝑓𝑦 : this could be done realizing tests. [less ▲]

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See detailBehaviour of composite joints under combined bending moments and axial loads - Deliverable D.9 - Robustimpact
D'Antimo, Marina ULiege; Demonceau, Jean-François ULiege; Jaspart, Jean-Pierre ULiege

Report (2016)

The present work is dedicated to the behaviour of composite joints under combined bending moments and axial loads. The results presented in this part have been mainly developed in [1]. The component ... [more ▼]

The present work is dedicated to the behaviour of composite joints under combined bending moments and axial loads. The results presented in this part have been mainly developed in [1]. The component method is a nowadays widely recognized procedure for the evaluation of the design properties of structural joints. It is used as a reference method in the Eurocodes and the proposed rules in these codes are mainly devoted to the characterization of joints subjected to bending moments and shear forces. However, in some situations, these joints can be subjected to combined axial loads and bending moments, for instance in frames subjected to an exceptional event leading to the loss of a column, situation where significant tying forces can developed in the structural beams above the lost column. The purpose of this work is to present and validate a design model, founded on the component method, aiming at predicting the behaviour of composite joints subjected to combined axial loads and bending moments. In particular, in the following the validation of this model through comparisons to recent experimental tests performed on steel composite beam-to-column joints at University of Stuttgart will be presented. The proposed method is mainly adapted from the former research work of Demonceau [2]. Some changes are made in order to improve the former method and also to extend it to the type of joints used in the framework of the current European project (Deliverable 5). Beam to column composite joints with flush-end-plate connection are mainly investigated hereinafter. The work will manly focus on the behaviour of joints under sagging moments, as it has not been widely researched yet in comparison to joints under hogging moment. An excel-based routine of the proposed method has been developed; it has been designed to be adaptable to different types of composite joints, with the objective to facilitate the verification and/or the application of the above-mentioned design model. [less ▲]

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See detailDesign report of the specimens for all the experimental analyses - Deliverable D.4.1 - Robustimpact
Hoffmann, Nadine; Kuhlmann, Ulrike; Huvelle, Clara et al

Report (2016)

The present report focuses on the design of the experimental analysis that are going to be performed within the ROBUSTIMPACT project (Grant Agreement Number: RFSR-CT-2012-00029). The project focuses on ... [more ▼]

The present report focuses on the design of the experimental analysis that are going to be performed within the ROBUSTIMPACT project (Grant Agreement Number: RFSR-CT-2012-00029). The project focuses on the behavior of composite steel and concrete framed buildings against accidental actions. Within the project, several experimental analyses are going to be performed spanning from the local to the global behavior. The report is divided in 4 parts, each one describing the preliminary work of each partner of the project. In particular:  Part A reports the work performed by USTUTT (University of Stuttgart) including the design of four experimental tests on composite joints and two experimental tests on composite frames. In particular, the composite joints will be investigated in order to better understand the behavior in terms of activation of catenary actions. The tests on composite frames are performed investigating the influence of the high speed loading and strain rate effects on the deformation capacity of these structures.  Part B reports the work performed by ULg (University of Liege) including the design of 44 experimental impact tests on beam-to-column joints and column base joints. With these tests will be possible to investigate the response of different joint components under impact loading for different level of energy.  Part C reports the work performed by UTRE (Università degli Studi di Trento) including the design of the case study reference structures and the design of the experimental tests. In particular, two 3D full scale tests will be performed by simulating to total loss of the impacted column in order to investigate the redundancy of the 3D slab system in terms of activation of membrane effects.  Part D reports the work performed by RWTH (University of Aachen) including the design of six crash tests on columns that are going to be performed in order to investigate the residual strength of the damaged member after the impact. The aim is to determine the response of the member during the impact as well as the dynamic interaction of the member with the surrounding structure. [less ▲]

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See detailAn overview of the plastic‑hinge analysis of 3D steel frames
Hoang, Van Long ULiege; Nguyen, Dang-Hung; Jaspart, Jean-Pierre ULiege et al

in Asia Pacific Journal on Computational Engineering (2015), 2:4

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See detailPressure-impulse diagram of a beam developing non-linear membrane action under blast loading
Hamra, Lotfi ULiege; Demonceau, Jean-François ULiege; Denoël, Vincent ULiege

in International Journal of Impact Engineering (2015), 86

The p–I diagram of a frame beam subjected to blast loading is established, including the elastic lateral restraint and inertia offered by the rest of the structure, the development of nonlinear membrane ... [more ▼]

The p–I diagram of a frame beam subjected to blast loading is established, including the elastic lateral restraint and inertia offered by the rest of the structure, the development of nonlinear membrane action and also, the bending-tension (M−N) interaction that develops in the plastic hinges. The analytical procedures to compute the asymptotes in the p–I diagram as well as a parametric study on the p–I diagram are provided. A dimensional analysis of the problem reveals that, under the considered assumptions, four dimensionless parameters mainly influence the required ductility of the beam. Two of them are related to the behavior of the indirectly affected part (the lateral restraint and mass). Another one is related to the mechanical properties of the investigated beam (i.e. the ratio of the bending to axial resistance). The last parameter incorporates scales of the geometry and of the deformed configuration at the onset of the plastic mechanism. [less ▲]

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See detailA new proposal for predicting the bearing resistance of bolted connections for tubular racking structures
Armenante, Vittorio; Latour, Massimo; Rizzano, Gianvittorio et al

in Proceeding of the XXV Congresso CTA (2015, October)

In the field of shelving structures for the storage of goods realized adopting tubular members, an interesting connection typology to be used to fasten the vertical columns to the beams is represented by ... [more ▼]

In the field of shelving structures for the storage of goods realized adopting tubular members, an interesting connection typology to be used to fasten the vertical columns to the beams is represented by bolted connections with long bolts in shear. With reference to this kind of connections, the authors have already performed a wide experimental and numerical investigation highlighting the occurrence, in this specific case, of local buckling phenomena. In this paper, the attention is focused on the influence of local buckling on the connection resistance, which is neglected by the current version of EC3 in the prediction of the resistance of shear connections of plates. In particular, starting from the results of the experimental and numerical analyses previously performed, in the present paper a formulation for predicting the bearing resistance of the examined connection able to account for the phenomenon of local instability is set up. [less ▲]

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See detailAnalytical model for composite joints under sagging moment
Bennacer, M.A.; Berouai, A; Kriker, A et al

in Engineering Structures (2015), 101

Nowadays, modern codes and standards such as the (Eurocode 4, 2004) deal with the characterisation of steel–concrete composite joints in building structures, mainly under hogging bending moments in the ... [more ▼]

Nowadays, modern codes and standards such as the (Eurocode 4, 2004) deal with the characterisation of steel–concrete composite joints in building structures, mainly under hogging bending moments in the beam. However, in sway composite frames or when the composite structure is subjected to an accidental/exceptional event such as earthquake or column loss, the beam-to-column joint may be subjected to sagging bending moment, a loading situation which is not yet covered by the codes. This paper deals with the behaviour of composite beam-to-column external joints under sagging bending moments, mainly focusing on the specific joint component “concrete slab in compression”. Indeed, if reference is made to Eurocodes, the method recommended to characterise structural joints is the component method and the “concrete slab in compression” component has been identified as the missing component to be able to apply this method to composite joints subjected to sagging bending moment. In this article, the finite element method is used to model the slab using VecTor 2 software. Through the performed numerical simulations, the behaviour of the slab is studied in detail and an analytical model is proposed. With the proposed model, it is possible to characterise the concrete slab in compression component and so, to apply the component method to predict the mechanical properties of composite joints subjected to sagging bending moment. [less ▲]

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See detailRobustimpact project - System design
Demonceau, Jean-François ULiege

Conference (2015, June 16)

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See detailConcept of robustness
Demonceau, Jean-François ULiege

Conference (2015, June 16)

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See detailAvantages, principes et règles d'application pour le calcul des poutres, dalles et colonnes mixtes de bâtiment
Demonceau, Jean-François ULiege

Conference given outside the academic context (2015)

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See detailExtended end-plate to concrete- filled rectangular column joint using long bolts
Hoang, Van Long ULiege; Jaspart, Jean-Pierre ULiege; Demonceau, Jean-François ULiege

in Journal of Constructional Steel Research (2015), 113

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See detailBeam to concrete-filled rectangular hollow section column joints using long bolts
Hoang, Van Long ULiege; Demonceau, Jean-François ULiege; Jaspart, Jean-Pierre ULiege

in Proceedings of the 15th international symposium on tubular structures - ISTS15 (2015, May)

This paper presents a research on a specific type of unstiffened extended end-plate joint used to connect I-shaped beams to concrete-filled rectangular hollow section columns. The main idea is to use long ... [more ▼]

This paper presents a research on a specific type of unstiffened extended end-plate joint used to connect I-shaped beams to concrete-filled rectangular hollow section columns. The main idea is to use long bolts throughout the column to connect the beam end-plates, so avoiding intermediate connecting elements (e.g. a reverse U channel) or special bolts (e.g. blind bolts). However, the use of long bolts for beam-to-column connections is still rare in the construction and no design procedure exists in the Eurocodes; this justifies the pre-sent research. Firstly, a test program within a RFCS European project titled HSS-SERF “High Strength Steel in Seismic Resistant Building Frames”, 2009-2013 was performed. In this project, specimens subjected to sig-nificant bending moments (and shear) or to shear only was defined. Then, analytical developments based on the component approach and aimed at predicting the joint response have been carried out; their validity is demonstrated through comparisons with the tests. Finally, design guidelines have been provided. [less ▲]

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See detailRobust impact design of steel and composite building structures
Hoffman, Nadine; Kuhlmann, Ulrike; Demonceau, Jean-François ULiege et al

in Proceeding of the IABSE Workshop - Safety, Robustness and Condition Assessments of Structures (2015, February)

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See detailRobust impact design of steel and composite building structures: the alternate load path approach
Hoffmann, Nadine; Kuhlmann, Ulrike; Demonceau, Jean-François ULiege et al

in Proceeding of the IABSE Workshop - Safety, Robustness and Condition Assessments of Structures (2015, February)

Vulnerability of structures to progressive collapse and mitigation of the effects of local damages are topics widely discussed. The studies worldwide carried out allowed identifying different design ... [more ▼]

Vulnerability of structures to progressive collapse and mitigation of the effects of local damages are topics widely discussed. The studies worldwide carried out allowed identifying different design strategies. However, specific knowledge is still limited and this gap is apparent in codes of practice. A European project focusing on robustness of steel and steel and concrete composite structures regarding the effects of impact recently started combining the 2 methods of residual strength and alternate load path. In the framework of the project activities, the Authors aimed their studies on the redundancy of the structure through slab-beam-systems and ductile joint as well as on the local behaviour of the impacted members. For this analytical, numerical and experimental investigations have been planned and executed. The paper describes the experimental activities related to the investigations on the structural redundancy and presents the preliminary test outcomes. [less ▲]

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See detailAnalytical procedure to derive P-I diagram of a beam under explosion
Hamra, Lotfi ULiege; Demonceau, Jean-François ULiege; Denoël, Vincent ULiege

in Proceeding of the IABSE Workshop - Safety, Robustness and Condition Assessments of Structures (2015, February)

The aim of this paper is to study a beam extracted from a frame and subjected to blast loading. The demand of ductility depends on six dimensionless parameters: two related to the blast loading, two ... [more ▼]

The aim of this paper is to study a beam extracted from a frame and subjected to blast loading. The demand of ductility depends on six dimensionless parameters: two related to the blast loading, two referring to the bending behaviour of the beam and two corresponding to the dynamic behaviour of the rest of the structure. We develop a full analytical procedure that provides the ductility demand as a function of these six dimensionless parameters. [less ▲]

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See detailCalcul d'un assemblage par platine comportant quatre boulons par rangée
Couchaux, Maël; Demonceau, Jean-François ULiege; Weynand, Klaus

in Construction Métallique (2015), 2

Les assemblages de continuité par platine d’extrémité comportent très souvent 2 boulons par rangée. Cependant, lorsque la hauteur de l’assemblage devient importante (supérieure à 600 mm) ou lorsqu’il ... [more ▼]

Les assemblages de continuité par platine d’extrémité comportent très souvent 2 boulons par rangée. Cependant, lorsque la hauteur de l’assemblage devient importante (supérieure à 600 mm) ou lorsqu’il n’est pas possible d’utiliser une rangée extérieure, 4 boulons peuvent être mis en place au niveau des rangées se situant directement sous la semelle (voir Figure 1). Cette disposition constructive peut permettre d’augmenter significativement la résistance de la rangée intérieure tendue si l’épaisseur de la platine est suffisante ainsi que la résistance à l’effort tranchant de l’assemblage. La NF P 22-460 [4] donnait une méthode de calcul de la résistance d’une rangée tendue comportant 4 boulons dans le paragraphe 9.3. La partie 1-8 de l’Eurocode 3 [1] permet quant à elle de prédire la résistance d’un assemblage via la méthode des composantes et, en particulier, de déterminer la résistance en traction de rangées de boulons à partir de la méthode des tronçons en T décrite dans le paragraphe 6.2.4. Cependant, cette méthode des tronçons en T ne couvre que les rangées comportant 2 boulons ; aucune information n’est donc fournie pour les rangées présentant 4 boulons. Néanmoins la méthode des composantes telle que recommandée dans l’Eurocode 3 est une méthodologie générale qui peut être adaptée à des assemblages comportant 4 boulons par rangée horizontale moyennant une validation expérimentale. Une telle adaptation est proposée par Demonceau et al [7] afin de déterminer la résistance en traction de rangées comportant 4 boulons. Cette méthode, développée dans le cadre d’un projet national Allemand (Projektbesprechung AIF-Forschungsvorhaben 15059N) est fondée sur la méthode des tronçons en T susmentionnée et est donc similaire à celle proposée pour le calcul de la résistance en traction de rangées comportant 2 boulons. Cette méthode a également été validée par comparaison à des résultats d’essais et implémentée dans le logiciel CoP [8]. Cette méthode a d’ailleurs été introduite dans les recommandations de la CNC2M pour le dimensionnement des assemblages selon l’EN 1993-1-8 [5]. L’objet de cette note technique est de présenter une méthode de calcul basée sur les références [6], [7] et [9] permettant d’évaluer la résistance et la rigidité d’assemblages par platine comportant 4 boulons par rangée. Les spécificités de l’Annexe Nationale française concernant les diagrammes triangulaires sont par ailleurs rappelées. Cette présentation de la méthode de calcul est suivie d’un exemple d’application. L’origine de ces nouvelles formulations est par ailleurs expliquée en annexe A.1. Enfin, la comparaison entre les résultats d’essais et ceux obtenus à partir de cette méthode est présentée en annexe A.2. [less ▲]

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See detailShear bolted connections for tubular racking structures: Numerical analysis
D'Antimo, Marina ULiege; Demonceau, Jean-François ULiege; Jaspart, Jean-Pierre ULiege et al

in Proceeding of XXV Congresso CTA: Salerno 1-3 ottobre 2015 (2015)

The prediction of the shear resistance of connections as presently given in Eurocode 3, Part 1-8, cannot be applied in a straightforward way to the connection for tubular racking structures realized by ... [more ▼]

The prediction of the shear resistance of connections as presently given in Eurocode 3, Part 1-8, cannot be applied in a straightforward way to the connection for tubular racking structures realized by means of long through bolts. In order to verify the possibility to extend the codified approach to such joint configurations, in the present paper a finite element model with three-dimensional solid elements is established investigating the behaviour of the connections under shear load in a wide range of variability of the geometrical parameters. The validation of the numerical model has been performed starting from the results of experimental tests already performed by the authors at the laboratory on Materials and Structures of the University of Liège. Based on the finite element results, the load displacement curves for all the assemblies were successfully predicted evidencing the important role played by the hole’s geometry and reduced diameter of the bolts on the initial stiffness of the connections. The results of a parametric study by means of a calibrated FE model in Abaqus/CAE allowed to verify the possibility to extend the formulations provided by EC3 for predicting the bearing resistance of plates to these kind of connections and to analyse the influence of the main parameters governing the bearing resistance: the distance e1 between the hole and the edge of the tube, the distance e2 between the hole and the lateral edge of the plate composing the tube section and the thickness t of the tube. [less ▲]

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See detailExperimental investigation of shear bolted connections for tubular racking structures
D'Antimo, Marina ULiege; Demonceau, Jean-François ULiege; Jaspart, Jean-Pierre ULiege et al

in XXV Congresso CTA: Salerno 1-3 ottobre 2015 (2015)

The competition in the field of storage racking structures is so that the companies proposing structural solutions for such structures are always looking for an optimisation of the structural elements ... [more ▼]

The competition in the field of storage racking structures is so that the companies proposing structural solutions for such structures are always looking for an optimisation of the structural elements, through the use of optimized thin wall members, and for an optimisation on site, by proposing easy and cheap connections to limit the time of construction. Within this framework, a simple connection with long bolts for tubular racking structures represents an interesting solution whose shear resistance is not covered by the rules provided by the current EC3. In order to verify the possibility to extend the formulations given in EC3 for connections between plates elements to this kind of connection solution in the present paper the results of an experimental campaign on 24 bolted connections, between hollow tube and long through bolts, are presented and analysed. In particular the attention is focused on the bearing failure mode around the tube’s hole due to bolt’s shank contact pressure. The performed analyses evidenced, preliminarily, that Eurocode 3 gives conservative values for the prediction of the bearing resistance. [less ▲]

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See detailElastic behaviour of bolted connection between cylindrical steel structure and concrete foundation
Hoang, Van Long ULiege; Jaspart, Jean-Pierre ULiege; Tran Xuan-Hoang et al

in Journal of Constructional Steel Research (2015), 115

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See detailHigh strength steel in seismic resistant building frames (HSS-SERF)
Dubina, Dan; Vulcu, Cristian; Stratan, Aurel et al

Book published by Commission Européenne (2015)

The aim of “HSS-SERF” project was to investigate and evaluate the seismic performance of dual-steel building frames, realized from two different steel grades: Mild Carbon Steel (MCS) and High Strength ... [more ▼]

The aim of “HSS-SERF” project was to investigate and evaluate the seismic performance of dual-steel building frames, realized from two different steel grades: Mild Carbon Steel (MCS) and High Strength Steel (HSS). A comprehensive set of dual-steel frames (moment resisting, concentrically and eccentrically braced) were designed, which allowed the identification of realistic member sizes for both MCS and HSS components. Several practical solutions for bolted and welded beam-to-column joints were identified and designed. Further, an extensive numerical program was carried out for the seismic performance evaluation of frames. The ductility and over-strength demands, and q-factors associated with different performance levels were evaluated. Furthermore, experimental and numerical investigations were carried out on joint assemblies and components. Guidelines were elaborated for the conceptual design and PBD of dual-steel frames under seismic actions, and the technical and economic efficiency of dualsteel structures vs. conventional ones were finally evaluated. The main outcomes of the project consist in: (i) development and characterisation in terms of global ductility and over-strength demands of dual-steel frames with composite columns (innovative solutions in European context); (ii) development of design recommendations; (iii) proposal of innovative solutions for beam-to-column joints with composite columns; (iv) recommendation for weld details and appropriate component method design approaches; (v) evaluation of technical and economic efficiency of the dual-steel approach. [less ▲]

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