{"title":"Science and engineering practice prosper from personal exchange – SDSS 2022 and the special session of ECCS‐TC8 in Aveiro","authors":"R. Stroetmann, M. Knobloch","doi":"10.1002/stco.202270403","DOIUrl":"https://doi.org/10.1002/stco.202270403","url":null,"abstract":"","PeriodicalId":54183,"journal":{"name":"Steel Construction-Design and Research","volume":null,"pages":null},"PeriodicalIF":1.6,"publicationDate":"2022-11-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"45822129","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
{"title":"Place and date – Event – Details","authors":"","doi":"10.1002/stco.202270407","DOIUrl":"https://doi.org/10.1002/stco.202270407","url":null,"abstract":"","PeriodicalId":54183,"journal":{"name":"Steel Construction-Design and Research","volume":null,"pages":null},"PeriodicalIF":1.6,"publicationDate":"2022-11-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"42974101","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
{"title":"Content: Steel Construction 4/22","authors":"","doi":"10.1002/stco.202270402","DOIUrl":"https://doi.org/10.1002/stco.202270402","url":null,"abstract":"","PeriodicalId":54183,"journal":{"name":"Steel Construction-Design and Research","volume":null,"pages":null},"PeriodicalIF":1.6,"publicationDate":"2022-11-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"49264454","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
A. Bureau, (Bert) Snijder, M. Knobloch, U. Kuhlmann, L. Gardner, A. Taras, Luís Simões Silva
In the framework of the revision of Eurocode 3, Part 1–1, several amendments have been proposed and accepted in order to improve the rules for the resistance to member buckling. For clarification, a flow chart connecting the global analysis (first or second order), the imperfections and the type of verification has been implemented for ease of use. Since the publication of the standard in 2005, many research projects have been conducted across Europe on this topic and their results have contributed to provide appropriate answers to problems identified in practice. Therefore, the revised code provides new design rules for stability. Important works of calibration have been performed in these different projects to derive appropriate values of the partial factor on the resistance side. For example, a new formulation for lateral–torsional buckling has been introduced for the calculation of the reduction factor. The consequence is a reduction of the discrepancy between the results obtained by these new methods and those from experimental or numerical tests. In order to extend the scope of Eurocode 3, Part 1–1, additional methods have been implemented in an annex to cover the stability of members with mono‐symmetric cross‐section under compression axial force, biaxial bending, with or without torsion. The format of the resistance criteria remains similar to the format of the current interaction formulae so that the designers can easily identify the evolution of the rules. This article presents in a systematic way the new implementations in the formal vote version FprEN 1993‐1‐1 of the code.
{"title":"Revision of EN 1993‐1‐1 – Design rules for structural analysis, cross‐sectional resistance and member buckling","authors":"A. Bureau, (Bert) Snijder, M. Knobloch, U. Kuhlmann, L. Gardner, A. Taras, Luís Simões Silva","doi":"10.1002/stco.202200029","DOIUrl":"https://doi.org/10.1002/stco.202200029","url":null,"abstract":"In the framework of the revision of Eurocode 3, Part 1–1, several amendments have been proposed and accepted in order to improve the rules for the resistance to member buckling. For clarification, a flow chart connecting the global analysis (first or second order), the imperfections and the type of verification has been implemented for ease of use. Since the publication of the standard in 2005, many research projects have been conducted across Europe on this topic and their results have contributed to provide appropriate answers to problems identified in practice. Therefore, the revised code provides new design rules for stability. Important works of calibration have been performed in these different projects to derive appropriate values of the partial factor on the resistance side. For example, a new formulation for lateral–torsional buckling has been introduced for the calculation of the reduction factor. The consequence is a reduction of the discrepancy between the results obtained by these new methods and those from experimental or numerical tests. In order to extend the scope of Eurocode 3, Part 1–1, additional methods have been implemented in an annex to cover the stability of members with mono‐symmetric cross‐section under compression axial force, biaxial bending, with or without torsion. The format of the resistance criteria remains similar to the format of the current interaction formulae so that the designers can easily identify the evolution of the rules. This article presents in a systematic way the new implementations in the formal vote version FprEN 1993‐1‐1 of the code.","PeriodicalId":54183,"journal":{"name":"Steel Construction-Design and Research","volume":null,"pages":null},"PeriodicalIF":1.6,"publicationDate":"2022-11-01","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"41830903","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Lukas Schaper, Trayana Tankova, Luís Simões Silva, M. Knobloch
Residual stresses have considerable effect on both the local and the member stability behaviour of steel structures. Previous studies have shown that the structural stability behaviour depends on both the distribution and the amplitude of the residual stresses. The residual stress distribution is affected by the cross‐section geometry, the steel grade and the manufacturing process, e.g. flame cutting and the welding procedure. A realistic consideration of residual stresses is necessary for an efficient and safe design of steel structures.
{"title":"Effects of state‐of‐the‐art residual stress models on the member and local stability behaviour","authors":"Lukas Schaper, Trayana Tankova, Luís Simões Silva, M. Knobloch","doi":"10.1002/stco.202200027","DOIUrl":"https://doi.org/10.1002/stco.202200027","url":null,"abstract":"Residual stresses have considerable effect on both the local and the member stability behaviour of steel structures. Previous studies have shown that the structural stability behaviour depends on both the distribution and the amplitude of the residual stresses. The residual stress distribution is affected by the cross‐section geometry, the steel grade and the manufacturing process, e.g. flame cutting and the welding procedure. A realistic consideration of residual stresses is necessary for an efficient and safe design of steel structures.","PeriodicalId":54183,"journal":{"name":"Steel Construction-Design and Research","volume":null,"pages":null},"PeriodicalIF":1.6,"publicationDate":"2022-10-28","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"47967714","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Due to the commonly eccentric connection on only one angle leg (bolted or welded), additional bending moments are acting on the angle member under compression axial force, leading to a complex load‐carrying behaviour with flexural and/or flexural torsional buckling phenomena. Furthermore, type and size of rotational restraints at the member's ends (provided by the adjacent structure) significantly influence the compression capacity of these members. In this article, a recently developed design model for angle members in compression with welded or bolted end connection is presented. The design model considers the accurate rotational spring stiffness of three common joint types. The presented procedure allows for calculating the internal forces based on elastic second‐order theory for an individual member with eccentricities, equivalent geometric imperfection and rotational spring stiffness at both ends. The detailed analytical equations for the rotational spring stiffness of all studied joint configurations are summed up. In addition, calibration factors fDi are presented, to get accurate compression capacities with the design model. Finally, the accuracy of the design model for all three studied joint types of angle members with welded connections is shown through comparison with sophisticated finite element calculations, code provisions (EN 1993‐1‐1, AISC) and experimental tests from the literature.
{"title":"Calibrated design model for the compression capacity of angle members – Consideration of welded or bolted joint configurations","authors":"H. Unterweger, M. Kettler, P. Zauchner","doi":"10.1002/stco.202200023","DOIUrl":"https://doi.org/10.1002/stco.202200023","url":null,"abstract":"Due to the commonly eccentric connection on only one angle leg (bolted or welded), additional bending moments are acting on the angle member under compression axial force, leading to a complex load‐carrying behaviour with flexural and/or flexural torsional buckling phenomena. Furthermore, type and size of rotational restraints at the member's ends (provided by the adjacent structure) significantly influence the compression capacity of these members. In this article, a recently developed design model for angle members in compression with welded or bolted end connection is presented. The design model considers the accurate rotational spring stiffness of three common joint types. The presented procedure allows for calculating the internal forces based on elastic second‐order theory for an individual member with eccentricities, equivalent geometric imperfection and rotational spring stiffness at both ends. The detailed analytical equations for the rotational spring stiffness of all studied joint configurations are summed up. In addition, calibration factors fDi are presented, to get accurate compression capacities with the design model. Finally, the accuracy of the design model for all three studied joint types of angle members with welded connections is shown through comparison with sophisticated finite element calculations, code provisions (EN 1993‐1‐1, AISC) and experimental tests from the literature.","PeriodicalId":54183,"journal":{"name":"Steel Construction-Design and Research","volume":null,"pages":null},"PeriodicalIF":1.6,"publicationDate":"2022-10-26","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"48678171","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
André Dias Martins, D. Camotim, Pedro Borges Dinis, Man-Tai Chen, B. Young
Nominee Professor Eduardo de Arantes e Oliveira Award 2021
提名教授Eduardo de Arantes e Oliveira奖2021
{"title":"Local‐distortional interaction in cold‐formed steel lipped channel beams: Experimental investigation","authors":"André Dias Martins, D. Camotim, Pedro Borges Dinis, Man-Tai Chen, B. Young","doi":"10.1002/stco.202200018","DOIUrl":"https://doi.org/10.1002/stco.202200018","url":null,"abstract":"Nominee Professor Eduardo de Arantes e Oliveira Award 2021","PeriodicalId":54183,"journal":{"name":"Steel Construction-Design and Research","volume":null,"pages":null},"PeriodicalIF":1.6,"publicationDate":"2022-10-11","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"50856178","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Web holes are commonly seen in cold‐formed steel channel sections to accommodate the technical services. The presence of the web holes has resulted in the reduction of the sectional capacities of the cold‐formed steel sections and has been considered in the design according to the American Specification AISI S100‐16 using a new approach in the design called the Direct Strength Method (DSM). This article, therefore, will use this design method to investigate the sectional capacities of perforated channel sections under compression or bending with the variation of hole sizes in relation to those of gross channel sections. Elastic buckling analysis – a compulsory requirement for application of the DSM – can be conducted using a module CUFSM software program recently developed by the American Iron and Steel Institute. The investigated channel sections are taken from the availably commercial sections. The obtained sectional capacities are seen as the opposite trends for local and distortional buckling modes, although a downtrend of the sectional capacities is found in general with the increase of hole dimensions. It was found that perforated channel sections with smaller hole height and longer hole lengths were recommended to obtain the optimum section capacities in terms of the same web hole area, but the opposite trend was seen for these sections under bending with long hole lengths.
{"title":"Investigation of sectional capacities of cold‐formed perforated steel channel sections","authors":"Ngoc Hieu Pham","doi":"10.1002/stco.202200007","DOIUrl":"https://doi.org/10.1002/stco.202200007","url":null,"abstract":"Web holes are commonly seen in cold‐formed steel channel sections to accommodate the technical services. The presence of the web holes has resulted in the reduction of the sectional capacities of the cold‐formed steel sections and has been considered in the design according to the American Specification AISI S100‐16 using a new approach in the design called the Direct Strength Method (DSM). This article, therefore, will use this design method to investigate the sectional capacities of perforated channel sections under compression or bending with the variation of hole sizes in relation to those of gross channel sections. Elastic buckling analysis – a compulsory requirement for application of the DSM – can be conducted using a module CUFSM software program recently developed by the American Iron and Steel Institute. The investigated channel sections are taken from the availably commercial sections. The obtained sectional capacities are seen as the opposite trends for local and distortional buckling modes, although a downtrend of the sectional capacities is found in general with the increase of hole dimensions. It was found that perforated channel sections with smaller hole height and longer hole lengths were recommended to obtain the optimum section capacities in terms of the same web hole area, but the opposite trend was seen for these sections under bending with long hole lengths.","PeriodicalId":54183,"journal":{"name":"Steel Construction-Design and Research","volume":null,"pages":null},"PeriodicalIF":1.6,"publicationDate":"2022-08-24","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"45395514","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
Sinusoidal corrugated profile webs have been popularly used in steel structural designs to replace the flat webs in conventional welded beams, while there are better performances in corrugated web beams (CWBs) regarding more stability and less material used to against beam failures caused by buckling. Previous studies have provided that CWBs enabled numerous favourable benefits to be recognised as alternatives to the traditional weld beams in designing structures. Furthermore, as CWBs are proposed as the major load‐carrying elements, the maximum deflection in the elastic range is one of the important beam properties that should be precisely estimated and calculated. To find an appropriate method in computing the maximum deflection of CWBs based on the first yield for civil communities in Australia, proposed equations based on other standards will be employed to calculate the theoretical results for the comparisons with simulation‐based results. While applying the linear analysis simulations provided by SAP 2000, ultimate limit state design theory has also been used with requirements stated by AS 4100. In this study, the results in theoretical calculations and numerical simulations have been compared to conclude that the highly defined equations by ASTM [37] and Sause et al. [38] could precisely estimate the maximum deflections of CWBs based on the first yield in conjunction with requirements and limitations in Australian standards, which could be adequate for the structural design calculations in Australian design fields.
{"title":"Deflection analysis of welded steel I‐girders with corrugated webs based on first yield","authors":"Xutong Zhang, H. Far, Xuqun Lin","doi":"10.1002/stco.202200001","DOIUrl":"https://doi.org/10.1002/stco.202200001","url":null,"abstract":"Sinusoidal corrugated profile webs have been popularly used in steel structural designs to replace the flat webs in conventional welded beams, while there are better performances in corrugated web beams (CWBs) regarding more stability and less material used to against beam failures caused by buckling. Previous studies have provided that CWBs enabled numerous favourable benefits to be recognised as alternatives to the traditional weld beams in designing structures. Furthermore, as CWBs are proposed as the major load‐carrying elements, the maximum deflection in the elastic range is one of the important beam properties that should be precisely estimated and calculated. To find an appropriate method in computing the maximum deflection of CWBs based on the first yield for civil communities in Australia, proposed equations based on other standards will be employed to calculate the theoretical results for the comparisons with simulation‐based results. While applying the linear analysis simulations provided by SAP 2000, ultimate limit state design theory has also been used with requirements stated by AS 4100. In this study, the results in theoretical calculations and numerical simulations have been compared to conclude that the highly defined equations by ASTM [37] and Sause et al. [38] could precisely estimate the maximum deflections of CWBs based on the first yield in conjunction with requirements and limitations in Australian standards, which could be adequate for the structural design calculations in Australian design fields.","PeriodicalId":54183,"journal":{"name":"Steel Construction-Design and Research","volume":null,"pages":null},"PeriodicalIF":1.6,"publicationDate":"2022-08-16","publicationTypes":"Journal Article","fieldsOfStudy":null,"isOpenAccess":false,"openAccessPdf":"","citationCount":null,"resultStr":null,"platform":"Semanticscholar","paperid":"43157755","PeriodicalName":null,"FirstCategoryId":null,"ListUrlMain":null,"RegionNum":0,"RegionCategory":"","ArticlePicture":[],"TitleCN":null,"AbstractTextCN":null,"PMCID":"","EPubDate":null,"PubModel":null,"JCR":null,"JCRName":null,"Score":null,"Total":0}
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