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Angle profiles belong to the most common steel profiles used in several types of civil engineering structures, such as in lattice towers. Although, in such towers, they are usually considered as axially loaded (truss) members, an additional bending moment develops due to the eccentricity between the point of load application and the gravity center of the profile. Therefore, this paper focuses on the buckling resistance of single-angle members subjected to combined compression and bending. The investigations have been performed through numerical parametrical studies and have been compared to different normative documents where interaction equations are provided. [ABSTRACT FROM AUTHOR]

In recent years, significant production improvements have been observed in the field of steel structures allowing for a constant increase in the yield strength and consequently for a reduction in the weight of structures. However, considering the required production techniques for high‐strength steels, which are sometimes more demanding in terms of energy as well as more demanding in terms of alloy content, the manufacturing cost generally increases with the yield strength. Accordingly, designers and engineers are sometimes reluctant to consider higher steel grades as they do not know in which cases their use presents an economic benefit. Evaluating reliable relative prices for higher grades is seen as a necessity to realise a prospective study and prove their economic benefit but, looking to the literature, only a few publications address this topic. Thus, this article aims to establish relative price‐strength relationships for different section typologies to help practitioners in choosing cost‐effective steel grades for their applications. These investigations are based on previously available producer price lists to establish relative price intervals for existing and future emerging steel grades. The results of this article demonstrate the base price dependency and the key features which govern the relative prices and thus the economic benefit of such grades. [ABSTRACT FROM AUTHOR]

In terms of mitigation of progressive collapse, structural robustness is a specific safety consideration, which requires particular attention from all professionals involved in the construction industry, including architects, designers and constructors. The design of buildings considering robustness has evolved considerably over the last two decades, during which different research activities have been developed, leading to new methods and design processes. These practice‐oriented methods and concepts have been recently summarized in a design manual prepared in the framework of the FAILNOMORE RFCS project (grant No 899371), providing to the designer a general design strategy for robustness based on these methods as well as easy to follow worked examples. The proposed design strategy allows to ensure the global stability and the mitigation of progressive collapse of steel and composite structures when subjected to exceptional events, such as vehicle impact, explosion, cascading events involving localized fire or events which are not explicitly specified in the typical structural design process. In this paper, the application of these recommendations is demonstrated by means of realistic worked examples. Typical steel and steel‐concrete composite office buildings, designed according to the current European standards, are evaluated for robustness against identified and unidentified threats. The results obtained with simple and more advanced verification approaches are compared, and possible solutions to improve the robustness of the structures are provided. [ABSTRACT FROM AUTHOR]

Thin‐walled cold‐formed sections are extensively used as primary structural elements in storage system structures or steel houses, or as secondary elements like roof and wall systems, floor girders, etc. Despite their many advantages, such as transportability and lightweight, these members are usually susceptible to lateral‐torsional buckling as they are not always laterally restrained. This paper deals with the elastic stability of such beams and, in particular, is focusing on cross‐sections that are symmetrical about their major axis only, like channel or sigma profiles, and loaded perpendicular to their axis of symmetry. Their stability has been studied analytically, in accordance to available provisions in the concerned codes, and numerically with two different finite element tools. [ABSTRACT FROM AUTHOR]