References of "Jaspart, Jean-Pierre"
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See detailM-N interaction in beam-to-column joints - Development of a design model
Demonceau, Jean-François ULg; Jaspart, Jean-Pierre ULg

in Zingoni, Alphose (Ed.) Proceedings of the SEMC 2010 International Conference (2010, September 06)

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 ... [more ▼]

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 mo-ments, 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. In this paper, a design model, founded on the component method, aiming at predicting the behaviour of joints subjected to com-bined axial loads and bending moments is presented. In particular, it is illustrated how this model was vali-dated through comparisons to recent experimental tests performed on steel-concrete composite beam-to-column joints. [less ▲]

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See detailRobustness of steel and composite buildings under impact loading
Coméliau, Ludivine ULg; Demonceau, Jean-François ULg; Jaspart, Jean-Pierre ULg

in Batista, E.; Vellasco, P.; de Lima, L. (Eds.) Proceedings of the SDSS'Rio 2010 conference (2010, September)

In case of a vehicle impact against a building frame, one or more columns may be damaged or even fully destroyed. In such an exceptional event, the risk of progressive collapse of the whole structure has ... [more ▼]

In case of a vehicle impact against a building frame, one or more columns may be damaged or even fully destroyed. In such an exceptional event, the risk of progressive collapse of the whole structure has to be mitigated. Several approaches potentially exist to face this problem. In the present study, the so-called alternative load path method is followed. In two recent PhD studies at Liège University, a complete analytical procedure was developed permitting the prediction of the structural response of steel or composite plane frames further to the loss of a column. For sake of simplicity, these first works were based on the assumption of static behaviour. More recently, complementary research was carried out with the objective to address the dynamic effects. As a result, an original procedure for the appraisal of the structural robustness of plane building frames was proposed. The present paper presents this work. [less ▲]

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See detailExperimental test simulating a column loss in a composite frame
Demonceau, Jean-François ULg; Jaspart, Jean-Pierre ULg

in Advanced Steel Construction (2010), 6(Number 3), 891-913

Recent events such as natural catastrophes or terrorism attacks have highlighted the necessity to ensure the structural integrity of buildings under exceptional events. According 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. According to Eurocodes and some different other national design codes, the structural integrity of civil engineering structures should be ensured through appropriate measures. Design requirements are proposed in some codes but are nowadays seen generally as not satisfactory. In particular, it is not demonstrated that, even if these requirements are respected, the risk of a progressive collapse of the structure subjected to an exceptional event will really be mitigated. 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 allowing to ensure 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 was performed at Liège University. The present paper describes in details this substructure test. In particular, the development of membrane forces is illustrated and their effects on the behaviour of the beam-to-column joints are discussed. [less ▲]

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See detailApplication of Eurocode 3 to steel connections with four bolts per horizontal row
Demonceau, Jean-François ULg; Weynand, Klaus; Jaspart, Jean-Pierre ULg et al

in Batista, E.; Vellasco, P.; de Lima, L. (Eds.) Proceedings of the SDSS'Rio 2010 conference (2010, September)

Eurocode 3 Part 1-8 provides detailed application rules for the design of bolted end-plate connections. Although these rules apply to connections with any number of bolt rows, they are limited to ... [more ▼]

Eurocode 3 Part 1-8 provides detailed application rules for the design of bolted end-plate connections. Although these rules apply to connections with any number of bolt rows, they are limited to configurations with two bolts in each row. However, it is sometimes more economical to place four bolts in one row. This configuration is commonly met in different countries in Europe and, in particular, in Germany. The theoretical model on which the Eurocode 3 application rules are founded is general and can be potentially applied to connections with four bolts per row. However, specific design rules need to be developed. In the present paper, easy-to-apply analytical design rules aimed at predicting the mechanical properties of connections with four bolts per row and in full agreement with the Eurocode 3 approach are detailed. Validations through comparisons to experimental test results recently performed in the framework of a German national project are also presented. [less ▲]

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See detailAnforderungen an Stahl- und Verbundknoten bei Stützenausfall in einem Rahmentragwerk
Kuhlmann, Ulrike; Rölle, Lars; Jaspart, Jean-Pierre ULg et al

in Stahlbau (2010), 8(August 2010), 565-579

Local failure in a structure (e.g. sudden column loss due to impact or explosion) could lead to progressive collapse propagation of the global structural system resulting in a total collapse. To avoid ... [more ▼]

Local failure in a structure (e.g. sudden column loss due to impact or explosion) could lead to progressive collapse propagation of the global structural system resulting in a total collapse. To avoid progressive collapse initiated by local damage a redistribution of force from the damaged part of the structure has to be enabled by alternate load path. Activation of alternate load paths by change of the bearing mechanism from pure bending state to more or less pure membrane state is a measure but only possible by allowing large global deformations resulting in high de-formation requirements for the joints. In the frame of a European RFCS research project ductile joint solution have been developed to improve the robustness as characteristic of the structure. Main focus for the joint design was given to obtain the required deformation capacity for acci-dental design situations mainly from the joints and cause at the same time only less additional material and fabrication costs for the joints. As a result deformable and partial-strength joint solution has been chosen. Objective within the project was to determine requirements of the joints concerning deformation capacity as well as M-N-resistance to enable the activation of catenary action for the load case notional column removal. [less ▲]

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See detailNew simplified analytical method for the Prediction of global stability of steel and composite sway frames
Demonceau, Jean-François ULg; Ly, Dong Phuong Lam ULg; Coméliau, Ludivine ULg et al

in Proceedings of the annaual stability conference, 2010 (2010, May)

Eurocode 4 is the European design code for composite construction; in its so-called EN 1994-1-1 version, the design of “non-sway buildings” is mainly covered. As a result, EC4 focuses on the check of ... [more ▼]

Eurocode 4 is the European design code for composite construction; in its so-called EN 1994-1-1 version, the design of “non-sway buildings” is mainly covered. As a result, EC4 focuses on the check of structural elements like beams, columns, slabs and joints. However, in the last years, the construction of taller buildings and larger industrial halls without wind bracing systems tends to make global instability a relevant failure mode, which is not well covered by Eurocode 4. Recently, intensive experimental, numerical and theoretical investigations have been carried out at Liège University. The latter aimed at improving the knowledge in the field of sway composite building frames and at developing appropriate design rules. The rotational behavior of the beam-to-column composite joints is one of the key aspects of the problem to which a special attention has been paid. This paper reflects investigations carried out at Liege University on this topic. In particular, an innovative simplified analytical method to predict the ultimate loading factor and the associated collapse mode of both steel and composite frames subjected to static loadings is presented. [less ▲]

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See detailCombined distortional and overall flexural-torsional buckling of cold-formed stainless steel sections: Experimental investigations
Rossi, Barbara ULg; Jaspart, Jean-Pierre ULg; Rasmussen, Kim J.R.

in Journal of Structural Engineering (2010), 136(4), 354-360

This paper presents a series of 48 full-scale tests on press-braked stainless steel lipped channel section columns subjected to concentric compression. The tests were carried out between fixed ends in the ... [more ▼]

This paper presents a series of 48 full-scale tests on press-braked stainless steel lipped channel section columns subjected to concentric compression. The tests were carried out between fixed ends in the Structures Laboratory of the University of Liège and the test specimens were designed such that distortional buckling developed in the section prior to overall flexural-torsional buckling. The stainless steel alloy was 1.4003 chromium weldable steel, popularly known as 3Cr12. Three different geometries were tested using the same experimental set-up. A critical summary of the standards and methods for calculating the carrying capacity of cold-formed stainless steel compression members is presented in a companion paper by the same authors. [less ▲]

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See detailCombined distortional and overall flexural-torsional buckling of cold-formed stainless steel sections: Design
Rossi, Barbara ULg; Jaspart, Jean-Pierre ULg; Rasmussen, Kim J.R.

in Journal of Structural Engineering (2010), 136(4), 361-369

This paper provides a critical summary of the European standards and design methods available for calculating the strength of cold-formed stainless steel compression members. The standards considered (so ... [more ▼]

This paper provides a critical summary of the European standards and design methods available for calculating the strength of cold-formed stainless steel compression members. The standards considered (so far mainly applied to columns failing by flexural buckling) are applied to the case of lipped channel section columns failing by combined distortional and overall flexural-torsional buckling. As observed during the tests presented in a companion paper, distortional buckling is found to have a considerable effect on the cross-section resistance and is prone to interact with the global flexural-torsional mode. It is investigated how the different formulations account for the two buckling modes and their interaction and how accurate strength predictions they provide. A new Direct Strength Method taking into account these failure modes is then presented and compared to the tests results. [less ▲]

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See detailAnalytical model to characterize bolted beam-to-column joints with four bolts per row
Demonceau, Jean-François ULg; Weynand, Klaus; Jaspart, Jean-Pierre ULg et al

Report (2010)

Eurocode 3 Part 1-8 provides detailed application rules for the design of bolted end-plate connections. Although these rules apply to connections with any number of vertical bolt rows, most of them are ... [more ▼]

Eurocode 3 Part 1-8 provides detailed application rules for the design of bolted end-plate connections. Although these rules apply to connections with any number of vertical bolt rows, most of them are limited to configurations with two bolts only in each horizontal row, i.e. one bolt on each side of the beam or column web. However, it is sometimes more economic to place four bolts in one row, for instance when wide flange H-sections are used. This configuration is commonly met in different countries in Europe and, in particular, in Germany where this configuration is even standardized. The theoretical model on which the Eurocode 3 application rules are founded is general and can be potentially applied to connections with four bolts per horizontal row. However, specific design rules need to be developed. Within the present document, easy-to-apply analytical design rules aimed at predicting the mechanical properties of connections with four bolts per row in full agreement with the Eurocode 3 approach are detailed. The latter are validated through comparisons to experimental tests performed at the University of Dortmund. The present document is organised as follows: • First, the component method, on which the proposed analytical model is founded, is briefly described (§ 2); • Then, the T-stub model used to characterise the joint component in bending is detailed (§ 3) and adapted to connection with four bolts per row (§ 4). • Finally, the proposed adaptations of the analytical model are validated in § 5 and compare to previous analytical methods in § 6. [less ▲]

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See detailDesign of connections in steel and composite structures
Jaspart, Jean-Pierre ULg

in ECCS Eurocode Design Manuals (2010)

Detailed reference viewed: 145 (5 ULg)
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See detailEnhanced proof strength after cold process of fabrication of non-linear metallic profiles – Comparison of two predictive models for hollow sections
Rossi, Barbara ULg; Jaspart, Jean-Pierre ULg

in International Symposium on Tubular Structures : ISTS13, Hong Kong, 15-17 December 2010 (2010)

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See detailMechanical behavior of a ferritic stainless steel under simple and complex loading paths
Rossi, Barbara ULg; Jaspart, Jean-Pierre ULg

in International Conference on Structure and Architecture : ICSA2010, Guimaraes 21-23 July 2010 (2010)

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See detailBehaviour of single sided composite joints at room temperature and in case of fire after an earthquake
Demonceau, Jean-François ULg; Hanus, François ULg; Jaspart, Jean-Pierre ULg et al

in International Journal of Steel Structures (2009), 9(4), 329-342

In 2003, a European research program entitled “PRECIOUS - Prefabricated composite beam-to-concrete filled tube or partially reinforced-concrete-encased column connections for severe seismic and fire ... [more ▼]

In 2003, a European research program entitled “PRECIOUS - Prefabricated composite beam-to-concrete filled tube or partially reinforced-concrete-encased column connections for severe seismic and fire loadings” and funded by the Research Fund for Coal and Steel (RFCS) was initiated for three years (Bursi et al, 2008). The objective of this project was to develop fundamental data, design guidelines and prequalification tools for two types of composite beam-to-column joints able to ensure a suitable behaviour during an earthquake and its eventual subsequent fire. At the University of Liege, as part of this project, analytical and numerical investigations were conducted mainly on single-sided beam-to-column composite joints at room and at elevated temperatures. The present paper summarizes the activities developed within this project and presents the main achievements. [less ▲]

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See detailRECENT STUDIES CONDUCTED AT LIEGE UNIVERSITY IN THE FIELD OF COMPOSITE CONSTRUCTION
Demonceau, Jean-François ULg; Jaspart, Jean-Pierre ULg

Report (2009)

The present informal document summarises recent or ongoing studies conducted at Liège University in the field of steel-concrete composite constructions; they are summarised in a Table presented at the ... [more ▼]

The present informal document summarises recent or ongoing studies conducted at Liège University in the field of steel-concrete composite constructions; they are summarised in a Table presented at the following page. Only the main results are presented herein. For all the addressed topics, references to documents, reports and articles where details are available will be made; a copy of these documents can be obtained by contacting us. At the end of each paragraph, a section dedicated to some perspectives is given. § 9.2 summarises the main topics in which investigations could be conducted in the future; these perspectives are also reported in the Table here after. The activities related to the response of composite structures subjected to seismic or fire actions (mainly covered in Liège by Prof. Plumier and Prof. Franssen respectively) are not reported here as they are covered by other more “transversal” technical committees of ECCS (TC3 for the fire and TC13 for the seismic action). The “composite joints” topic is included here even if a technical committee relative to the behaviour of joints exists within ECCS (TC10); indeed, in the past, all the developments relative to composite joints were discussed and accepted within TC11 and not within TC10. Of course, it is up to the present TC11 members to decide whether this topic has or not to be considered within TC11. Finally, the robustness of composite structures and in particular, the robustness of the structures subjected to the exceptional event “loss of a column further” is also considered herein as this topic is not yet covered by any other technical committee. Again, it is up to the TC11 members to decide whether this topic has to be discussed within TC11. [less ▲]

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See detailDesign of Tubular Steel Sections. Training and Education for the Implementation of Eurocode 3
Boissonnade, Nicolas; Fleischer, Oliver; Franssen, Jean-Marc ULg et al

Learning material (2009)

Both steel and concrete suffer a progressive reduction in both strength and stiffness as their temperature increases in fire conditions. Eurocode 3 and Eurocode 4 provide material models for both ... [more ▼]

Both steel and concrete suffer a progressive reduction in both strength and stiffness as their temperature increases in fire conditions. Eurocode 3 and Eurocode 4 provide material models for both materials over an extensive range of temperatures; Fire resistance of structural elements is quoted as the time at which they cannot maintain their load bearing capacity; It is possible to assess the severity of a natural fire for a particular steel element as a time-equivalent between the peak temperature in the steel element and the same temperature in the element submitted to the ISO834 standard curve; The behaviour of separate elements is very different from that of a complete building frame, but the only practical way of assessing whole-structure behaviour is to use advanced calculation models; Traditional fire protection of steelwork is by covering it with insulating material during construction. However it may be possible under Eurocode 3 to use a combination of passive and active strategies to ensure fire resistance; Eurocode 3 calculation of fire resistance takes account of the loading level on the element, with values of the safety factors lower than those used at room temperatures; Fire resistance may be calculated in terms of time, as a load-bearing resistance at a certain time, or as a critical element temperature appropriate to the load level and required time of exposure; Critical temperature is calculated from a single equation in terms of the load level in fire for members of Classes 1, 2 or 3 sections if there is no instability phenomena involved. Class 4 sections are universally assumed to have a critical temperature of 350°C, but higher critical temperatures can be obtained by calculation; Eurocode 3 provides simple calculations for the load resistance in fire of all types of elements. In cases where the strength is controlled by buckling, a buckling curve that is particular for the fire situation has to be used. The slenderness of the element is temperature dependent; It is possible to calculate the temperature growth of protected or unprotected members in small time increments, in a way which can easily be implemented on a spreadsheet. [less ▲]

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

in Mazzolani, F. M. (Ed.) Protection of historical buildings, Prohitech 09 (2009, June 21)

This paper presents design rules for iron columns under axial compression, strengthened with high modulus carbon fibre reinforced polymer (FRP) sheets. According to experimental and numerical results, it ... [more ▼]

This paper presents design rules for iron columns under axial compression, strengthened with high modulus carbon fibre reinforced polymer (FRP) sheets. According to experimental and numerical results, it is shown that the resistance and stiffness of iron columns can be significantly increased with the use of longitudinal FRP sheets because of the reduction of the column slenderness, but also that transverse FRP sheets should be used to prevent any local buckling of the longitudinal FRP sheets [less ▲]

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See detailExperimental and analytical investigations on the response of structural building frames further to a column loss
Demonceau, Jean-François ULg; Jaspart, Jean-Pierre ULg

(2009, May)

Recent events such as natural catastrophes or terrorism attacks have highlighted the necessity to ensure the structural integrity of buildings under exceptional events. Design requirements are proposed in ... [more ▼]

Recent events such as natural catastrophes or terrorism attacks have highlighted the necessity to ensure the structural integrity of buildings under exceptional events. Design requirements are proposed in some codes but are generally not satisfactory. In particular, it is not demonstrated that, even if these requirements are respected, a structure subjected to an exceptional event will really behave properly. A 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 so as to ensure the structural integrity of steel and composite structures under exceptional events through an appropriate robustness. The investigations performed at the University of Liège, as part of this European project, are mainly dedicated to the exceptional event “loss of a column in a steel or steel-concrete composite building frame”; the main objective is to develop a simplified analytical procedure to predict the frame response further to a column loss. The development of this simplified procedure is detailed in two complementary PhD theses: the thesis of Demonceau J.-F. and the thesis of Luu N.N.H. Present paper describes experimental and analytical studies carried out in [Demonceau, 2008]. In particular, a simplified analytical procedure for the prediction of the global frame response when significant membrane forces develop further to a column loss will be described; it allows: (i) to predict the development of the catenary action in a frame with joints subjected to combined bending moment and tension loads and (ii) to compute the requested rotation capacity at the joint level according to the loads applied on the frame. [less ▲]

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See detailEuropean design recommendations for simple joints in steel structures
Jaspart, Jean-Pierre ULg; Demonceau, Jean-François ULg; Renkin, S. et al

Book published by ECCS (European Convention for Constructional Steelwork) (2009)

This document intends to provide European recommendations for the design of simple joints in steel structures. Eurocode 3 Part 1-8 “Design of Connections” gives precise guidelines for the design of ... [more ▼]

This document intends to provide European recommendations for the design of simple joints in steel structures. Eurocode 3 Part 1-8 “Design of Connections” gives precise guidelines for the design of structural joints aimed at transferring bending moments. But for simple joints, information is only provided in Eurocode 3 for some specific failure modes. The way on how internal forces distribute amongst the various components within the joints is also not explicitly described. The present publication fills this gap by proposing practical guidelines for the design of simple joints commonly used in Europe. The design rules presented in this document are in full agreement with the principles of Eurocode 3, and in particular of Eurocode 3 Part 1-8. This document has been prepared at Liège University, editorially checked by Prof. D. Anderson from Warwick University and approved by the Technical Committee TC10. [less ▲]

Detailed reference viewed: 454 (21 ULg)