During high wind or earthquake action, high‐rise multi‐storey buildings respond with relatively large storey drifts. The building envelope, in this case a curtain wall, exposed to this in‐plane shear resists the action with its drift capacity. This paper describes tests on two different configurations of a newly developed unitized curtain wall, “Qbiss Air” (QAir), using three different cyclic protocols. The protocols were derived on the basis of the serviceability limit state for regions with moderate to high wind and seismicity. The details and configuration influence the response of the system significantly, so the design of the structure can provide accurate information for the design of such systems.

The BRACED project investigated the ultimate behaviour of concentrically braced frames (CBFs). The research programme was designed to validate empirical models for the ductility capacity of hollow section bracing members and recent proposals for the improved detailing of gusset plate connections, to identify active yield mechanisms and failure modes in different brace member/connection configurations, and to provide essential data on the earthquake response of European CBFs. The central element of the integrated experimental and numerical research programme is a series of shake table experiments on full-scale model single-storey CBFs designed to Eurocode 8 (CEN EN 1998-1:2004, Eurocode 8: Design of structures for earthquake resistance—Part 1: General rules, seismic actions and rules for buildings. European committee for standardization, 2004). Twelve separate experiments were performed on the Azalee seismic testing facility at CEA Saclay. The properties of the brace members and gusset plate connections were varied between experiments to examine a range of feasible properties and to investigate the influence of conventional and improved design details on frame response. Each experiment examined the response of the test frame and brace-gusset plate specimens to table excitations scaled to produce elastic response, brace buckling/yielding and brace fracture. These experiments were supported by complementary quasi-static cyclic tests and correlative numerical simulations using pushover and time-history analysis using the OpenSees seismic analysis software. The outputs of the research programme represent a unique set of data on the ultimate earthquake response of CBFs with realistic brace members and connections. The principal experimental outcomes include measurements of elastic frame stiffness and its evolution with brace damage, measurements of the displacement ductility capacity of the brace specimens; an evaluation of the influence of brace connection configuration and gusset plate detailing on frame stiffness, damping and ductility; and observations on the contributions of brace and connection yielding to overall inelastic deformation of CBFs.

Unstiffened cylindrically curved panels constitute a common subset of shell structures and therefore share the advantages and disadvantages of such structural solution. One of the bigger disadvantages of shells is their sensitivity to imperfections that lower significantly their ultimate strength.At the European level, in the scope of plate design by FEM, imperfections are treated in EN 1993-1-5 (Annex C) and in shell structures designed by global numerical analysis using GMNIA, recommendations are given in EN 1993-1-6 (clause 8.7.2). Since curved panels are neither flat nor full revolution cylinders, rules for estimating equivalent geometric imperfections remain unclear. In order to tackle this problem, this paper introduces a numerical parametric study on the imperfection sensitivity of cylindrically curved panels. The effect of the amplitude and shape of initial geometric imperfections (together with different values of curvature and aspect ratio) on the ultimate strength of unstiffened cylindrically curved steel panels is studied, results are presented and conclusions are drawn. (C) 2014 Elsevier Ltd. All rights reserved.

Currently bolted flange cleat beam-to-column joints are not sufficiently applied, especially in European construction practice. The assembly of this type of joints is simple, quick and inexpensive. Nevertheless, although there are nowadays several theoretical models available for the characterisation of the behaviour of the mentioned joints, there are no clear recommendations related to the selection of an optimum model.The first aim of the present research is to validate the existing theoretical models of the flange cleats in bending as a component, as well as whole flange cleat joints. Validation is carried out by comparison with the experimental results. Additionally, research work was extended to include stiffened flange cleats and their influence on the total behaviour of the four different joint configurations. By upgrading the existing models, new original resistance models for stiffened cleats in bending are developed. In order to investigate the application of the component method on the joints with stiffened flange cleats, the experimental programme was extended to joint testing and a corresponding level arm is determined.The methodology related to the behaviour assessment of four tested configurations of joints regarding resistance and stiffness is presented. Finally, the accuracy of the developed models for the characterisation of stiffness and resistance of the tested joint configurations is confirmed through comparison with the experimental results.

Sixteen cyclic tests on full‐strength welded stiffened beam‐to‐column joints were carried out to study their seismic performance. High‐strength steel (HSS) was used for composite columns acting as non‐dissipative elastic members and mild carbon steel (MCS) for the beams acting as dissipative members. Two types of welded full‐strength connections were studied: rib‐stiffened and cover‐plate connections. Additional parameters in the study were: different cyclic loadings and the presence of axial force in the column. Experimental results revealed the good behaviour of the joints in terms of relocation of inelastic action away from the face of the beam‐to‐column connection into the beam section, with correspondingly large ductility, low‐cycle fatigue resistance and minimization of damage in the column.

The paper presents experiments on connections with one and two bolts made of mild steel grade S235. The results are compared with the tests on connections made of high strength steel. The test results are substantiated with numerical parametric analysis. The effect of bolt bearing is thoroughly analysed. The bearing strength at bolt holes according to standard EN 1993-1-8 is critically evaluated and a modified design check is proposed. The modified check is conceptually the same as the current one, but it is simpler, less conservative and it is in better correlation to the test results. The block shear strength and net cross-section strength are also discussed and modifications to the EN 1993 design rules are given.

The market offers new large steel angle profiles, the largest being L300/35. To check their buckling resistance, the investigation of the residual stress field is presented in this paper. Since the buckling behaviour of steel angles is significantly affected by the residual stresses, the stresses were measured on six hot rolled and two welded equal angles by sectioning method. The traditional sectioning method was improved by introducing the water jet cutting. The released deformations were measured by the strain gauges. On the basis of the statistical evaluation of the test results, the most appropriate residual stress distribution models were considered in the numerical analysis. The results of the geometrical and material nonlinear numerical analysis were equal angle buckling curves. (C) 2014 Elsevier Ltd. All rights reserved.

This publication describes and discusses the aspects and issues in EN 1998-1:2004 that need clarification and/or further development. This book is the result of the activities carried out by Technical Committee "Seismic Design" (TC13) of the European Convention for Constructional Steelwork (ECCS) in the field of codification and technical specifications. The publication is organized into 12 sections and one annex. The basic topics discussed in the text are material overstrength, selection of steel toughness, local ductility, design rules for connections in dissipative zones, new links in eccentrically braced frames, behaviour factors, capacity design rules, design of concentrically braced frames, dual structures, drift limitations and second-order effects, new structural types and low-dissipative structures. URI: Authors: LANDOLFO Raffaele NEGRO Paolo [1] BEG Darko ARIBERT Jean-Marie CASTRO Jose Miguel DEGEE Herve DINU Florea DUBINA Dan ELGHAZOULI Ahmed ELNASHAI Amr GERGELY VIGH Laszlo GIONCU Victor HJIAJ Mohammed HOFFMEISTER B. MARTIN Pierre-Olivier MAZZOLANI Federico PILUSO Vincenzo PLUMIER Andre REBELO Carlos SEDLACECK Gerhard STRATAN Aurel Publication Year:

This paper focuses on to single bolt connections with plate in bolt bearing that present a basic component of a multi bolt connection. The bearing strengths of mild as well as high strength steel connections are given. An extensive numeric parametric study was executed to obtain additional data. A modified bolt bearing resistance formula is presented. The stiffness of the connections according to Eurocode is also presented and compared to the experimental one.

Plate girders are usually stiffened with a set of longitudinal and transversal stiffeners to increase buckling resistance. EN 19931-5 gives provisions for the determination of internal forces in the stiffener due to deviation forces and due to tension field action. The tests and numerical simulations showed that the force due to tension field action is much smaller than provided by EN 1993-1-5. To simplify design rule and to evaluate actual action of tension field action on transverse stiffeners a numerical parametric study was performed. The idea is to simplify design of intermediate transverse stiffener only on stiffness requirement which is much more practical than checking the maximum stresses and out of plane displacement of the transverse stiffener due to effect of deviation forces and tension field action on geometrical nonlinear model. The parametric study that was performed takes into account all possible load situations such as: deviation forces only (only normal stresses in the web) , tension field action only (only shear stresses in the web) and interaction of both effects (normal stresses and shear stresses in the web plate).

Steel ConstructionVolume 6, Issue 4 p. 302-302 People Ioannis Vayas reaches 60 Prof. Darko Beg, Prof. Darko BegSearch for more papers by this author Prof. Darko Beg, Prof. Darko BegSearch for more papers by this author First published: 07 November 2013 https://doi.org/10.1002/stco.201390032AboutPDF ToolsRequest permissionExport citationAdd to favoritesTrack citation ShareShare Give accessShare full text accessShare full-text accessPlease review our Terms and Conditions of Use and check box below to share full-text version of article.I have read and accept the Wiley Online Library Terms and Conditions of UseShareable LinkUse the link below to share a full-text version of this article with your friends and colleagues. Learn more.Copy URL Share a linkShare onFacebookTwitterLinked InRedditWechat No abstract is available for this article. Volume6, Issue4November 2013Pages 302-302 RelatedInformation

The paper deals with the resistance of plated girders subjected to normal stresses due to bending moment. The elastic critical plate-like buckling stress calculated according to simplified analytical method from EN 1993-1-5 was compared against elastic critical stress calculated with EBPlate software which was further on used to determine bending resistance. This was determined by four proposed methods those were compared against numerical simulations. Finally, the results of numerical analysis were used to statistically evaluate all resistance models and to determine partial safety factors.

The paper deals with the resistance of longitudinally stiffened plate girders subjected to moment–shear interaction. Based on a verified numerical model an extensive numerical parametric study was performed. Altogether 630 girders were analysed and the results were used for reliability analysis of resistance models. Five different resistance models were considered and the corresponding partial safety factors were determined. The resistance models were: moment–shear (M–V) interaction model from EN 1993-1-5, modified M–V interaction model, gross cross-section bending resistance model and two additional resistance models that present combination of the first three resistance models. It was shown that M–V interaction can be covered using EN 1993-1-5 M–V interaction resistance model with partial safety factor 1.1 or with only bending resistance check of gross cross-section taking partial safety factor equal to 1.1.

Results of four full-scale tests on plate girders stiffened with transverse and longitudinal stiffeners subjected to interaction of high bending moment and shear force are presented and discussed. In longitudinal direction the web was stiffened with open or closed stiffeners positioned in the compression zone. Detailed information on initial geometric imperfection and residual stresses is given. The experimental results were used to verify numerical model. The resistance is compared against reduced stress method and effective width method given in EN 1993-1-5.

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