Relevant bibliographies by topics / Eurocode 3

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  1. Journal articles
  2. Dissertations / Theses
  3. Books
  4. Book chapters
  5. Conference papers
  6. Reports

Academic literature on the topic 'Eurocode 3'

Author: Grafiati
Published: 4 June 2021
Last updated: 1 February 2022

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Journal articles on the topic "Eurocode 3"

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Sánduly, Annabella, Anett Tóth, and Barnabás-Attila Lőrincz. "The Missing Holistic Approach in Design Application of Eurocode 3." Műszaki Tudományos Közlemények 11, no. 1 (October 1, 2019): 171–74. http://dx.doi.org/10.33894/mtk-2019.11.38.

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Abstract Steel Eurocodes have an important role in the correct and adequate design of steel structures. Most of the programs, which are used for the static analysis of these structures take into consideration the information offered by the Eurocodes, thus giving the opportunity to entrust them with the task of solving those problems which are not clear and easily understandable for the user. As will be proven in this article, Eurocode 3 in some cases does not offer proper, clear explanations regarding some decisions. The main criticism for the whole Eurocode package is that the user might not see clearly the connection between the scattered parts of the final solution.
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Stachura, Zbigniew, and Marian A. Gizejowski. "Buckling resistance evaluation of steel beam-columns using refined General Method approach." MATEC Web of Conferences 262 (2019): 09010. http://dx.doi.org/10.1051/matecconf/201926209010.

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Different aspects of Eurocode 3 General Method (GM) approaches are discussed in this paper. The purpose of present study is to improve the application of GM approach for both beam-columns without intermediate lateral-torsional restraints and with these restraints. The results from the proposed GM are compared with those from Eurocode 3-1-1 interaction equations according to Method 1 and Method 2. A better consistency between the developed GM approach and the Eurocode's interaction equation approach than Eurocode 3 GM approach is observed.
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Giżejowski, Marian, and Zbigniew Stachura. "A Consistent Ayrton-Perry Approach for the Flexural-Torsional Buckling Resistance Evaluation of Steel I-Section Members." Civil and Environmental Engineering Reports 25, no. 2 (June 1, 2017): 89–105. http://dx.doi.org/10.1515/ceer-2017-0022.

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Abstract Steel I-section members subjected to compression a monoaxial bending about the major axis are dealt with in this paper. The current Eurocode’s design procedure of such members is based on a set of two interpolation equations. In this paper a simple and yet consistent Ayrton-Perry methodology is presented that for beam-columns yields the Ayrton-Perry design strategy similar to that utilized in the steel Eurocodes for design of beams and columns but not used so far for the beam-column design. The results from developed design criterion are compared with those of Method 1 of Eurocode 3 and the Ayrton-Perry formulation of a different format that has been recently published.
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TRAVUSH, Vladimir, and Yuri VOLKOV. "APPLICATION ISSUES OF EUROCODES IN BUILDING DESIGN IN THE RUSSIAN FEDERATION." Bulletin of Science and Research Center “Stroitelstvo”, no. 3 (30) (August 31, 2021): 117–23. http://dx.doi.org/10.37538/2224-9494-2021-3(30)-117-123.

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With the development and simplification of The article describes the application of European norms in the domestic practice for the design of reinforced concrete structures using European norms Eurocode-2. For Eurocode-2, the number of nationally defined parameters is more than a hundred. These are different coefficients, shrinkage, creep of concrete, thickness of protective layers of concrete for steel fittings depending on the type, environment of operation, etc. Differ in the SNIP on the design of designs and individual Eurocodes, the size and shape of the samples tested to determine the strength (regulatory) characteristics of building materials, making it impossible to apply many of the calculation formulas directly. Addressing these issues is a rather capacious task. Many series of prototypes will be required only to determine statistically reliable transitional coefficients for the strength of the materials used in SNIP and Eurocodes.
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Gent, Dave, and Anton Ianakiev. "Assessing riveted connections to Eurocode 3." Proceedings of the Institution of Civil Engineers - Engineering History and Heritage 170, no. 2 (May 2017): 87–92. http://dx.doi.org/10.1680/jenhh.17.00002.

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Byfield, M. P., and D. A. Nethercot. "A new look at Eurocode 3." Engineering Structures 19, no. 9 (September 1997): 780–87. http://dx.doi.org/10.1016/s0141-0296(96)00152-6.

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Euler, Mathias, and Ulrike Kuhlmann. "Ermüdungsnachweis für Kranbahnträger nach Eurocode 3." Stahlbau 88, S1 (November 2019): 74–83. http://dx.doi.org/10.1002/stab.201900093.

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Kishi, N., R. Hasan, W. F. Chen, and Y. Goto. "Study of Eurocode 3 steel connection classification." Engineering Structures 19, no. 9 (September 1997): 772–79. http://dx.doi.org/10.1016/s0141-0296(96)00151-4.

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Sedlacek, Gerhard, and Christian Müller. "Zur Vereinheitlichung der Stabilitätsregeln im Eurocode 3." Stahlbau 73, no. 9 (September 2004): 733–44. http://dx.doi.org/10.1002/stab.200490177.

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Kuhlmann, Ulrike, Christina Schmidt‐Rasche, Fabian Jörg, Vahid Pourostad, Jennifer Spiegler, and Mathias Euler. "Update on the revision of Eurocode 3." Steel Construction 14, no. 1 (January 29, 2021): 2–13. http://dx.doi.org/10.1002/stco.202000048.

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Dissertations / Theses on the topic "Eurocode 3"

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Byfield, Michael Patrick. "Steel design and reliability using Eurocode 3." Thesis, University of Nottingham, 1996. http://eprints.nottingham.ac.uk/11145/.

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The twin aims of this research were to improve the presentation of codified design information and to investigate the methods used to calibrate the partial safety factors applied to resistance functions (ΎR-factors) so as to improve both the economy and the reliability of the predictions. A restructured version of EC3 (known as F-EC3) was developed by rearranging the design clauses on the basis of design tasks. This system enables the code to become more user-friendly. Hypertext versions of both EC3 and F-EC3 have been created on PC-based Microsoft Windows compatible software. The implications of hypertext on structural codes are investigated. The procedure used for calibrating the ΥR-factors contained within EC3 - (the Annex Z method) was reviewed and an alternative technique involving less assumption is proposed. A comprehensive set of measurements recording the material strength and the geometric properties of steel were obtained and collated. The large data set (over 7000 tests) was sufficient to evaluate the type of probability distribution characterising the variability of the basic material and geometric properties of structural steel. The resulting data were combined with experimental test results to determine the reliability of plate girder design and restrained beam design. The theoretical shear buckling resistance of plate girders (predicted by the simple post-critical and tension field, methods) was compared with experimental test results to determine reliability. The analysis demonstrated that plate girder design falls well short of the target reliability and an adjustment to the design methods is required in order to ensure safe design. A series of 4-point bending tests on laterally restrained beams were conducted to establish the accuracy of the Mpl.Rd resistance function. This study quantifies the degree of conservatism inherent in the Mpl.Rd design method and provides convincing evidence of the need to reduce the ΥR-factor applied to this resistance function. A modification is proposed to the design formulae which improves accuracy and permits the full moment capacity of restrained beams to be utilised.
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Zervent, Altan. "Evaluation Of Steel Building Design Methodologies: Ts648,eurocode 3 And Lrfd." Master's thesis, METU, 2009. http://etd.lib.metu.edu.tr/upload/3/12610541/index.pdf.

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The aim of this study is designing steel structures with the same geometry, material and soil conditions but in the different countries, and comparing these designs in terms of material savings. According to three steel building codes, namely TS 648, LRFD, Eurocode 3, same structures with various stories (2, 4, 6, 8, and 10) are analyzed and designed. To calculate the design loads, Turkish Earthquake Code 2007 and Turkish Standard 498 (Design Load for Buildings) are utilized when TS 648 is applied. When LRFD is concerned, ASCE Standard 7-05 (Minimum Design Loads for Buildings and Other Structures) and AISC Standard 341-05 (Seismic Provisions for Structural Steel Buildings) are used for calculation of the design loads and earthquake loads. When Eurocode 3 is applied, Eurocode 8 (Earthquake Resistance Code), Eurocode 1 (Actions of Structures) and Eurocode-EN 1990 (Basis of Structural Design) are used in order to determine the design and earthquake loads. Weight of steel used on 1 m²
is almost the same for procedures of LRFD and EC3. It is important to note that those procedures consider 20 % of material saving compared to TS648.
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Sahin, Serkan. "A Comparative Study Of Aisc-360 And Eurocode 3 Strength Limit States." Master's thesis, METU, 2009. http://etd.lib.metu.edu.tr/upload/12610894/index.pdf.

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Nowadays
design, fabrication and erection of steel structures can be taken place at different locations as a result of rapid globalization
owners may require the use of widely accepted steel design codes. Therefore, engineers are faced with the challenge of being competent with several design specifications for a particular material type. AISC-360 and EC3 are widely accepted steel structure design specifications that utilize limit state principles with some similarities and differences in application. Hereby a study has been undertaken to put together the nominal strength expressions presented in both AISC-360 and EC3 codes in a single document, to identify the similarities and the differences in calculated strengths and to facilitate rapid learning of either of the specifications with prior knowledge of the other. Because of the wide scope of specifications, only fundamental failure modes are considered in this thesis. Resistance equations are directly compared with each other wherever possible. For cases where the treatment of specifications is entirely different, representative members were considered for comparison purposes.
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Hirani, Aliasgar, George John, and Henry Mupeta. "Resistance of Members to Flexural Buckling According to Eurocode 3 : - Focus on Imperfections." Thesis, Linnéuniversitetet, Institutionen för maskinteknik (MT), 2015. http://urn.kb.se/resolve?urn=urn:nbn:se:lnu:diva-46636.

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This work focuses mainly on the resistance of members to flexural buckling according to Eurocode 3. The work provides the mathematical backgrounds to the equations and buckling curves presented in Eurocode 3. The work also, attempts to reveal how different imperfections influence the flexural buckling resistance which is demonstrated through Finite Element (FE) simulations. The work presents modeling and analysis on a steel column in ABAQUS 6.14. Linear and non-linear buckling analyses of the steel column, with the influence of imperfections, are implemented in this work. Specifically, the imperfections considered in this study are material plasticity, initial bow and residual stress. The influence of initial bow imperfection of 0.1% of the length of the column considering flexural buckling was found to be 45.28% of the Euler buckling load. The influence of residual stresses, with a magnitude of maximum about 13% in the flange and 35% in the web, of the yielding strength, on flexural buckling is about 31.9% of the design Euler buckling load. The combined effect of residual stress and initial bow imperfection on flexural buckling is about 45.34% of the design Euler buckling load.
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Romano, Victor Pereira. "Dimensionamento de ligações viga-coluna com chapa de topo : modelo do Eurocode 3." reponame:Repositório Institucional da UFOP, 2001. http://www.repositorio.ufop.br/handle/123456789/6286.

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Programa de Pós Graduação em Engenharia Civil. Departamento de Engenharia Civil, Escola de Minas, Universidade Federal de Ouro Preto.
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Este trabalho apresenta o modelo proposto pelo Anexo J do EUROCODE 3, para o dimensionamento de ligações parafusadas com chapa de topo e para a determinação da sua rigidez à rotação. Faz-se a análise do embasamento teórico e das verificações propostas comparando-as às recomendações da NBR 8800 (1986). Compara-se o modelo de dimensionamento em relação à fundamentação teórica do modelo de dimensionamento apresentado pelo Manual Brasileiro de Construção Metálica. Em particular avalia-se a veracidade do modelo de dimensionamento apresentado, utilizando-se resultados experimentais conhecidos. Finalmente apresentam-se as conclusões obtidas bem como tabelas de dimensionamento para vigas e pilares elaboradas a partir de um programa computacional, segundo a metodologia de dimensionamento apresentada. _________________________________________________________________________________
ABSTRACT : This work presents the proposed model of Annex J of EUROCODE 3, to design of bolted connections with extended end plate and to determination of its rotation stiffness. It’s analysed the background theory and the proposed verification. Comparisons are made between design model and the Brazilian Standard (NBR 8800) recommendations. It’s also compared the Annex J model in relation to background theory of Brazilian Manual of Steel Construction model. Special attention is paid to evaluate the behaviour of the presented model using experimental results already knew. Finally, the remarks and conclusion are presented. It’s also presented design tables for beams and columns and a computational program obtained by Annex J model.
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Khamisi, Ali. "Stability of Tubular Steel Structures : Buckling and Lateral Torsional Buckling." Thesis, Université de Lorraine, 2016. http://www.theses.fr/2016LORR0172.

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Ce sujet est d’actualité suite à une évolution rapide des types de conception de structures élancées utilisées dans les installations provisoires. C’est seulement depuis une vingtaine d’années que ces structures sont préfabriquées en cadres multidirectionnels (de sections tubulaires en acier ou en aluminium). Ces structures sont légères et leur stabilité réside seulement dans les raideurs internes au niveau des files de montants et au niveau horizontal par les planchers ainsi que dans les liaisons avec l’ouvrage. Ce travail concerne l’étude des instabilités (flambement-déversement) en tenant compte de différents types d’imperfections. De nouvelles courbes de flambement ainsi que les facteurs d’imperfection associés sont proposés dans cette thèse. Ces courbes sont obtenues en imposant une déformée initiale représentant les défauts géométriques et mécaniques (contraintes résiduelles). Les résultats expérimentaux confrontés avec les prévisions théoriques de l’Eurocode 3 montrent que les valeurs des imperfections figurant dans la littérature sont extrêmement exagérées. Les valeurs préconisées dans ce travail pourraient présenter un certain intérêt pour une modification éventuelle des courbes européennes de flambement pour ce type de structure. En ce qui concerne l’instabilité latérale, une méthodologie originale d’essais en vraie grandeur de poutres à treillis formés d’éléments tubulaires a été également mise au point. Le système de chargement à « roues libres » développé permet de libérer le point d’application de l’effort dès le début de l’instabilité. Cette technique conduit à des mesures plus précises du moment critique de déversement
This subject becomes topical following a rapid evolution of design procedures for slender structures used widely in the temporary installations. Only through the last twenty years that these structures are prefabricated of multidirectional frames (steel or aluminium tubular sections). These structures are lightweight and their stability lies only in the internal stiffness at rows of posts and horizontally by the planking as well as the links with the building. This work concerns the study of instabilities (buckling - lateral torsional buckling) taking into account different types of imperfections. New buckling curves and the associated imperfection factors are proposed in this thesis. These curves are obtained by imposing an initial deformed representing the geometrical and mechanical defects (residual stress). The experimental results were confronted with theoretical predictions of Eurocode 3 which show that the values of the imperfections in the literature are extremely exaggerated. The values advocated in this work could be of interest for a possible adjustment of the European buckling curves for this type of structure. Regarding the lateral instability, an original methodology in real scale tests of trusses consist of tubular elements was also developed. The developed loading system of "free wheels" allows releasing the point of application of the force from the beginning of instability. This technique leads to more accurate measurements of the critical lateral torsional buckling moment
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Beyer, André. "Résistance des barres en acier à section ouverte soumises à une combinaison d’effort normal, de flexion et de torsion." Thesis, Université de Lorraine, 2017. http://www.theses.fr/2017LORR0204/document.

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Des barres en acier à section ouverte sont, dans la majorité des cas, soumises à une combinaison d’effort normal et de flexion bi-axiale. Cependant, en raison de leur utilisation elles peuvent également être soumises à un moment de torsion. Même si les barres à section ouverte peuvent être soumises à des charges de torsion en pratique, l’Eurocode 3, ne définit pas comment la résistance de la barre peut être déterminée dans ces conditions. Ce pourquoi, l’objectif principal de cette thèse est de remplir cette lacune. Pour atteindre cet objectif, le comportement des barres métalliques soumises à une combinaison complexe de charges est étudié par voie théorique, expérimentale et numérique. Tout d’abord, la résistance plastique des barres est étudiée. En cas de torsion, il a été montré que les barres à section ouverte possèdent une réserve plastique importante qui ne peut pas être mise en évidence à l’aide d’une simple analyse élastique. Afin de tenir compte de l’effet bénéfique de la réserve plastique en torsion, une méthode d’analyse simplifiée est développée et validée par des analyses numériques. Ensuite, l’interaction plastique entre les efforts internes est étudiée. Des essais en laboratoire ont été réalisés afin de caractériser l’interaction entre l’effort tranchant et le moment de flexion. L’étude est ensuite étendue à l’aide de simulations numériques sur des cas d’interaction plus complexes incluant notamment des moments de torsion. Les essais accompagnés par l’étude numérique ont permis de mettre au point un modèle de résistance basé sur la méthode « Partial Internal Force Method » développée dans le passé. La dernière partie de la thèse concerne la résistance des barres à l’instabilité. Un modèle de résistance incluant l’effet de l’instabilité élasto-plastique est développé pour les barres métalliques en présence de torsion. Cette méthode est basée sur une extension des formules d’interaction proposées dans l’Eurocode. Afin de franchir certaines limitations liées à cette méthode, un deuxième modèle de résistance est développé pour les barres en I dans le format du « Overall Interaction Concept »
Structural steel members with open cross-section are, in the majority of cases, subject to a combination of axial forces and mono- or bi-axial bending. Nonetheless, owing to specific use they may be subject to torsion as well. Even if torsional loads are of practical interest for steel members of open section, the European standard for the design of steel structures, Eurocode 3, does not contain a generally accepted design method addressing the resistance of these members. Consequently, the main objective of this thesis is to close the lack in the current standard. So as to attain this objective the behaviour of members of open section subject to a complex load combination has been studied theoretically, experimentally and numerically. First, the plastic resistance of steel members has been analysed. It has been shown that members subject to torsion may possess a high plastic system reserve that cannot be predicted by simple elastic analysis. So as to account for the beneficial effect of the plastic reserve, a simplified analysis method has been developed and validated with numerical simulations. After this, the plastic interaction between all internal forces and moments has been studied. Several laboratory tests have been performed to characterise the interaction between bending moments and the shear force. The study is then extended to more complex interaction cases including torsion by means of numerical simulations. The laboratory test and the numerical simulations allowed the development of a precise resistance model based on the “Partial Internal Force Method” developed in the past. The last part of this thesis was dedicated to the member resistance including instability. A resistance model has been developed based on the Eurocode 3 interaction equations. So as to overcome some of the limitations linked to this method, a second design approach is developed based on the “Overall Interaction Concept”
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Gerland, Jonas. "Cm-faktorer för böjd och tryckt stång : Lösning av nya elementarfall." Thesis, KTH, Byggvetenskap, 2018. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-235318.

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I den mest grundläggande delen av Eurocode 3, SS-EN 1993-1-1, finns olika sätt att kontrollera bärförmågan för en balkpelare som utsätts för böjknäckning, d.v.s. en kombination av transversell och axiell last. Genom att använda formler där det dimensionerande värdet på andra ordningens moment ingår kan man kontrollera om balkpelaren håller för den aktuella belastningen.   Beräkningar av andra ordningens moment ger differentialekvationer som kan vara besvärliga och tidskrävande att lösa, men beräkningarna kan förenklas om man känner till den momentfaktor, kallad Cm-faktor, som tar hänsyn till momentfördelningens form i det aktuella lastfallet.   Denna rapport visar hur man kan härleda både exakta och approximativa värden på Cm-faktorer genom att studera två lastfall som skulle kunna vara av intresse för praktiskt bruk då konsolbalkar utsätts för böjknäckning. Resultaten visar att den approximativa metoden, som innebär avsevärt förenklade beräkningar, ger fullgoda resultat för de två fall som behandlas i rapporten.   Cm-faktorerna presenteras som grafer för att kunna läsas av då normalkraften som angriper i konsolbalkens fria ände varierar. I rapporten ges även bakgrunden till begreppet momentfaktor genom förklaring och beräkning av förstoringsfaktorn, ofta kallad f.
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Silva, Paulo Henrique Lubas. "Dimensionamento de pilares mistos de aço e concreto." Universidade de São Paulo, 2012. http://www.teses.usp.br/teses/disponiveis/3/3144/tde-17062013-150832/.

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Os pilares mistos de aço e concreto consistem em um ou mais perfis de aço ligados entre si, trabalhando em conjunto com o concreto, simples ou armado, solicitados à compressão ou à flexocompressão. Os pilares mistos são, basicamente, de dois tipos: revestidos ou preenchidos. O sistema misto apresenta grandes vantagens estruturais, uma vez que herda a capacidade resistente dos pilares de aço e, dos pilares de concreto, sua robustez. Este trabalho estuda o emprego dessa solução de acordo com as principais normas internacionais de dimensionamento à temperatura ambiente, comparando-as entre si e às normas brasileiras. A ABNT NBR 8800:2008, apresenta dois modelos de cálculo simplificados para o dimensionamento de pilares mistos com seções transversais simétricas, com base em duas normas internacionais. O primeiro, o Modelo I, com base no ANSI/AISC 360 (2005) e o segundo, o Modelo II, no Eurocode 4 Part 1-1 (2004). Fica a critério do engenheiro estruturista a escolha do método a ser utilizado. Apresenta-se uma comparação gráfica e tabular da capacidade resistente à temperatura ambiente entre os dois modelos de cálculo da norma brasileira e as normas internacionais. No caso de seções transversais não simétricas, são propostos dois roteiros de dimensionamento inéditos em aplicações de pilares mistos: um com base no Fiber Elemento Method e nas recomendações do Eurocode 4 Part 1-1 (2004), e outro adaptando o primeiro às normas brasileiras. Ambos são avaliados graficamente e por meio de tabelas. Para o auxílio de todos esses estudos, foi utilizado o código CalcPM v1.0, desenvolvido especialmente para esse estudo.
The composite columns have the concrete and the steel profile working together to support loads. The composite columns are basically of two types: encased and filled. The composite system has the advantage to unite the inherent robustness of the concrete columns and high resistance of the steel columns. This work studies the use of this solution according to the main international standards, comparing them with each other and with the Brazilian norms. The Brazilian standard ABNT NBR 8800:2008, presents two simplified models of the composite columns design with symmetrical cross sections, based on two international standards. Model I, based on American standard ANSI/AISC 360 (2005) and Model II, with reference to the European standard Eurocode 4 Part 1-1 (2004). Is up to the engineer to choose the method to be used. It presents a tabular and graphical comparison of the strength between the two calculation models of the Brazilian and international standards. In the case of non-symmetrical cross sections there are two proposed routes unprecedented scale applications of composite columns: one based on \"Fiber Element Method\" and the recommendations of Eurocode 4 Part 1-1 (2004) and another one to adapt the first one to the Brazilian standards. Both are evaluated graphically and by the use of tables. To support all these studies the software CalcPM v1.0 was used and specially developed for this study.
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Jansson, Fredrik, and Nils Nilsson. "Buckling of End-Bearing Retaining Walls in Clay." Thesis, KTH, Jord- och bergmekanik, 2018. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-229808.

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The design of back-anchored retaining walls in Sweden has traditionally not included global elastic instability of the retaining wall as a possible failure mode. Eurocode 3 part 5 (SS-EN 1993-5) requires design of steel structural members for retaining walls to assess the risk of buckling if the normal force exceeds 4 % of the critical buckling load of the retaining wall. The geological conditions in Eastern Sweden are characterized by the intersection of very hard Precambrian rock and very soft Holocene clays. Thus often ground anchors anchored in rock at a 30-50 degree angle to the vertical plane are used to support retaining walls, resulting in a very high utilization of the ground anchor and a significant normal force in the retaining wall. The threshold value for buckling risk is consequently frequently exceeded and the specific failure mode, of global buckling, is often limiting the use of the structural members in practical design. The buckling load can either be calculated using Euler’s second or third buckling mode, or by modelling the soil-structure interaction by a suitable model. Since no such model is specified in the code, the aim of this thesis was to develop a model which takes into account the stabilizing effect of the soil for the calculation of the buckling force and to model the soil-structure interaction with a beam-spring model connected to Winkler springs. The model simulations show that the soil has a significant influence on the critical load, especially when the retaining wall base is driven to depths greater than 2 meters below excavation depth. The model simulations suggest that higher utilization, with up to 4 times greater critical load, of the steel members is possible for some specific cases and an idealized design factor is also elaborated.
Dimensioneringen av bakåtförankrade spontväggar har traditionellt sett i Sverige inte tagit hänsyn till risken för global knäckning. I och med införandet av Eurokod 3 kapitel 5 (SS-EN 1993-5) som styrande dokument vid dimensionering av sponter måste risken för knäckning nu mera beaktas när normalkraften överstiger 4 % av den kritiska knäckningslasten. De geologiska förhållandena i de östra delarna av Sverige, med lösa leror som täcker hårt berg, leder till att bakåtförankrade sponter med brant lutande stag ofta används. Detta leder till en hög utnyttjandegrad av ankaret och också stora normalkrafter i sponten, vilket leder till att knäckning ofta blir dimensionerande brottmod för sponten. Metoden för att beräkna knäckningslasten kan enligt SS-EN 1993-5 göras med Eulers andra eller tredje knäckningsfall eller med en modell som tar hänsyn till jordens stabiliserande effekt. Idag finns ingen sådan numerisk modell att hitta i litteraturen, varför målet med detta arbete har varit att finna en lämplig modell för att ta hänsyn till jordens inverkan vid bestämning av knäckningslasten. För att modellera samverkan mellan jorden och sponten användes en balkmodell med Winkler fjädrar. Simuleringarna visar att jorden har en signifikant inverkan på den kritiska knäckningslasten, särskilt när nedslagsdjupet är större än 2 meter. Flera simulerade geometrier har gett drygt fyra gånger högre knäcklast jämfört med den knäcklast som erhålls om SS-EN 1993-5 följs. Om jorden tas hänsyn till i dimensioneringen av en spont skulle således slankare konstruktioner kunna användas.
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Books on the topic "Eurocode 3"

1

Piechatzek, Erwin. Einführung in den Eurocode 3. Wiesbaden: Vieweg+Teubner Verlag, 2002. http://dx.doi.org/10.1007/978-3-322-80206-4.

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Hejazi, Farzad, and Tan Kar Chun. Steel Structures Design Based on Eurocode 3. Singapore: Springer Singapore, 2018. http://dx.doi.org/10.1007/978-981-10-8836-0.

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Cohen, Gérard, and Pascale Charpin, eds. EUROCODE '90. Berlin, Heidelberg: Springer Berlin Heidelberg, 1991. http://dx.doi.org/10.1007/3-540-54303-1.

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Camion, P., P. Charpin, and S. Harari, eds. Eurocode ’92. Vienna: Springer Vienna, 1993. http://dx.doi.org/10.1007/978-3-7091-2786-5.

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Bernuzzi, Claudio, and Benedetto Cordova. Structural Steel Design to Eurocode 3 and AISC Specifications. Chichester, UK: John Wiley & Sons, Ltd, 2016. http://dx.doi.org/10.1002/9781118631201.

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Taylor, J. C. Steelwork design guide to Eurocode 3, Part 1.1 - Introducing Eurocode 3: A comparison of EC3, Part 1.1 with BS 5950, Part 1. 2nd ed. Ascot: Steel Construction Institute, 1995.

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Androić, Boris. International structural steel sections: Design tables according to Eurocode 3. Berlin: Ernst & Sohn, 2000.

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Bieger, Klaus-Wolfgang, ed. Stahlbeton- und Spannbetontragwerke nach Eurocode 2. Berlin, Heidelberg: Springer Berlin Heidelberg, 1993. http://dx.doi.org/10.1007/978-3-662-10010-3.

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Jean, Morel. Calcul des structures métalliques selon l'Eurocode 3. 6th ed. Paris: Eyrolles, 2005.

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European Convention for Constructional Steelwork. Advisory Committee 5. Essentials of Eurocode 3: Design manual for steel structures in building. Brussels: European Convention for Constructional Steelwork, 1991.

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Book chapters on the topic "Eurocode 3"

1

Ericson, Th, and V. A. Zinoviev. "Concatenated spherical codes codes sphériques concaténés." In EUROCODE '90, 1–5. Berlin, Heidelberg: Springer Berlin Heidelberg, 1991. http://dx.doi.org/10.1007/3-540-54303-1_112.

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Elia, M., and G. Taricco. "A note on automorphism groups of codes and symbol error probability computation." In EUROCODE '90, 6–20. Berlin, Heidelberg: Springer Berlin Heidelberg, 1991. http://dx.doi.org/10.1007/3-540-54303-1_113.

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Berger, Thierry. "A direct proof for the automorphism group of reed solomon codes." In EUROCODE '90, 21–29. Berlin, Heidelberg: Springer Berlin Heidelberg, 1991. http://dx.doi.org/10.1007/3-540-54303-1_114.

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Beth, T., D. E. Lazić, and V. Šenk. "A family of binary codes with asymptotically good distance distribution." In EUROCODE '90, 30–41. Berlin, Heidelberg: Springer Berlin Heidelberg, 1991. http://dx.doi.org/10.1007/3-540-54303-1_115.

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Carlet, Claude. "A transformation on boolean functions, its consequences on some problems related to reed-muller codes." In EUROCODE '90, 42–50. Berlin, Heidelberg: Springer Berlin Heidelberg, 1991. http://dx.doi.org/10.1007/3-540-54303-1_116.

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Langevin, Philippe. "Covering radius of RM(1,9) in RM(3,9)." In EUROCODE '90, 51–59. Berlin, Heidelberg: Springer Berlin Heidelberg, 1991. http://dx.doi.org/10.1007/3-540-54303-1_117.

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Fodier, François. "The weights of the duals of binary bch codes of designed distance δ=9." In EUROCODE '90, 60–64. Berlin, Heidelberg: Springer Berlin Heidelberg, 1991. http://dx.doi.org/10.1007/3-540-54303-1_118.

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Augot, D., P. Charpin, and N. Sendrier. "The minimum distance of some binary codes via the newton's identities." In EUROCODE '90, 65–73. Berlin, Heidelberg: Springer Berlin Heidelberg, 1991. http://dx.doi.org/10.1007/3-540-54303-1_119.

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Burger, J., H. Chabanne, and M. Girault. "Minimum-change binary block-codes which are well balanced." In EUROCODE '90, 75–86. Berlin, Heidelberg: Springer Berlin Heidelberg, 1991. http://dx.doi.org/10.1007/3-540-54303-1_120.

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Mabogunje, A. O., and P. G. Farrell. "Construction of unequal error protection codes." In EUROCODE '90, 87–93. Berlin, Heidelberg: Springer Berlin Heidelberg, 1991. http://dx.doi.org/10.1007/3-540-54303-1_121.

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Conference papers on the topic "Eurocode 3"

1

Neumann, Nicolas. "Study of ISO 19901-3 Building Code Correspondence Factor for Eurocode 3." In ASME 2013 32nd International Conference on Ocean, Offshore and Arctic Engineering. American Society of Mechanical Engineers, 2013. http://dx.doi.org/10.1115/omae2013-10271.

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For topside structures ISO 19901-3 rely on national or regional building codes to derive the resistance of structural components. It is, however, required that the design resistance(s) of the building code is matched to the design resistance(s) of ISO 19902 through the use of a building code correspondence factor Kc. Recently, Kc was proposed in the literature to be taken as 0.95 for the European code for steel structures, Eurocode 3 (EN 1993). The present study does not support this value. Instead a value of 0.86 is derived. This lower value is based on the investigation of a topside project in the North Sea, and intends to cover for the stricter requirements to component resistance in ISO 19902 compared to Eurocode 3 for plastic and compact cross-sections.
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Amaddeo, C., K. Taskin, and T. Orhan. "Drift design approach for steel tall buildings according to Eurocode." In The 2nd International Conference on Engineering Sciences and Technologies. Taylor & Francis Group, 6000 Broken Sound Parkway NW, Suite 300, Boca Raton, FL 33487-2742: CRC Press, 2016. http://dx.doi.org/10.1201/9781315393827-3.

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Yang, Jie, Dennis Lam, Xianghe Dai, and Therese Sheehan. "Experimental study on demountable shear connectors in profiled composite slabs." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.6959.

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This paper presents an experimental study on demountable shear connectors in profiled composite slabs. Overall, three groups of push-off tests were conducted to assess the shear capacity, stiffness and ductility of the shear connectors. In all the specimens, a pair of shear studs were used per trough and were bolted to each side of the flange of a loading beam. Different concrete strength, embedment height of the shear studs and reinforcement cage were considered. Particularly, a joint was made between the pair studs in two groups of specimens when casting and formed two completely separate slabs per half specimen, to evaluate the load transfer between the pair studs. The experimental results showed that the shear capacity and behavior of the demountable connectors in separate slabs and continuous slab were both similar to the welded connectors and could fulfill the 6mm minimum ductility requirement stated in Eurocode 4 if proper embedment height of connector was used. The shear capacities of the tested specimens were compared against the calculated results obtained from the equations used for welded shear connectors in Eurocode 4 and bolted connections in Eurocode 3. Generally, the Eurocodes prediction underestimated the shear capacities of the push-off specimens.
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Kuhlmann, Ulrike, Simon Bove, Stephanie Breunig, and Karl Drebenstedt. "Fatigue of steel bridges." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7212.

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Highway and railway bridges are exposed to cyclic stressing due to traffic loads and, therefore, have to be evaluated concerning fatigue. In most cases the fatigue evaluation is performed according to Eurocode 3 Part 1-9 on nominal stresses. To apply this nominal stress approach a detail catalogue is required classifying all relevant constructional details in terms of fatigue. Unfortunately, the existing detail catalogue of Eurocode 3 Part 1-9 reflects the state of the art of the 1990s and misses constructional details being important for today’s bridge design. As an example the derivation of a new detail, the so-called lamellae joint, is presented. Furthermore, for two new types of innovative steel bridges, where Eurocode 3 Part 1-9 does not yet specify rules able to evaluate the characteristics of these bridges, research results are shown. These are the thick-plate trough bridges and truss bridges made of thick-walled circular hollow sections (CHS). The paper starts with an overview on the recent Eurocode developments, addressing more specific the fatigue verification according to EN 1993-1-9 and the statistical analysis of fatigue test data. In the following, information is given on the outcome of some recent research projects striving to extend the application range of Eurocode 3 Part 1-9. The final conclusion, in spite of all differences, show a common tendency.
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Gizejowski, Marian, and Anna Barszcz. "Second Order Analysis for Eurocode 3 Implementation at the National Level in Poland." In Research, Development and Practice in Structural Engineering and Construction. Singapore: Research Publishing Services, 2012. http://dx.doi.org/10.3850/978-981-08-7920-4_st-10-0059.

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Lorenc, W. "Composite Dowels: the Way to the New Forms Of Steel-Concrete Composite Structures." In IABSE Symposium, Wroclaw 2020: Synergy of Culture and Civil Engineering – History and Challenges. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2020. http://dx.doi.org/10.2749/wroclaw.2020.0093.

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<p>The introduction of composite dowels in Europe at the beginning of the last decade led to the creation of new forms of composite bridges in which a T-profile is used instead of an I-beam. Both the construction and design methods are new. The paper presents the bridges using this new type of shear connection. The variety of forms and dynamic development of a new type of construction is presented. The development history and the latest shear connection design guidelines are summarized. Reference was made to the basic design principle for composite beams with the associated concrete slab: the omission of part of the transverse force transmitted by the concrete slab. To understand design basis for new forms is to deeply understand that they are beyond current version of Eurocode 4: "3 + 2 ≠ 4 and Eurocode 3 + Eurocode 2 ≠ Eurocode 4". The above in a good way reflects the sense of what new forms are and why their design is complicated.</p>
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Kassoul, Amar, Abdelkader Zerrouk, and Imane Djafar Henni. "REHABILITATION OF AN EDIFIED BUILDING IN A SEISMIC ZONE IN ALGERIA ACCORDING TO THE EUROCODE 8-3." In 5th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering Methods in Structural Dynamics and Earthquake Engineering. Athens: Institute of Structural Analysis and Antiseismic Research School of Civil Engineering National Technical University of Athens (NTUA) Greece, 2015. http://dx.doi.org/10.7712/120115.3666.799.

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Unterweger, Harald, and Markus Kettler. "Design of composite columns based on Eurocode – comparison between general and simplified methods." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7064.

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In this paper, the results of a comprehensive parametric study for the member capacity of columns subjected to axial forces on the one hand and axial forces plus bending moments on the other hand are presented, considering all relevant types of composite sections: a) concrete encased sections, b) partially encased sections, c) concrete filled rectangular and circular tubes. Different steel grades and concrete strength classes are also considered. Firstly, the different methods of design in the Eurocode are briefly summed up: a) simplified method, based on buckling curves, for axial forces only, b) simplified method, based on a section verification with 2nd order moments, including equivalent geometric imperfections, c) a general method, based on geometrical and material nonlinear calculations with 3D-FEM-models. In the main part of the paper, the buckling resistance of the columns, based on these 3 methods, are compared, over the whole range of relative slenderness, for different section types, material strengths and type of loading (N, N + Mz, N + My). Also in the case of columns subjected to bending moments about the strong axis and axial forces, buckling about both axis is studied in detail.
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Bijlaard, Ir Frans. "The Use of Eurocode 3 in the Design of Steel Structures and Developments Towards the Application of High Performance Steel." In 4th International Conference on Steel & Composite Structures. Singapore: Research Publishing Services, 2010. http://dx.doi.org/10.3850/978-981-08-6218-3_key-1.

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Mudrov, Andrej, Antanas Šapalas, and Gintas Šaučiuvėnas. "Experimental study of CFST column to steel beam bolted connection with curved end-plates." In The 13th international scientific conference “Modern Building Materials, Structures and Techniques”. Vilnius Gediminas Technical University, 2019. http://dx.doi.org/10.3846/mbmst.2019.055.

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This paper presents results of experimental study of a bolted column-beam connection with an extended curved end-plate joining steel beam and a hollow core Concrete-Filled Steel Tube (CFST). Column concrete hollow core was formed by centrifugal casting process that allowed decreasing porosity, increasing homogeneity and strength of the concrete. It was expected that strength and stiffness of the joint would be significantly affected by spalling of the concrete core due to transverse action, which would limit rotation of the joint and bearing capacity of the column. However, the concrete hollow core had no prominent signs of fracture – bending strength of the joint was determined by punching shear of the steel tube wall. Further result analysis has shown that, in reference to Eurocode 3, the joint may be classified as semi-rigid and that non-uniform initial contact between the end-plates and the column can reduce stiffness of the joint. In addition to this, it has been found that the analytical Eurocode component method is in close agreement with the attained test results, but its feasibility should be validated against additional tests with other failure modes.
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Reports on the topic "Eurocode 3"

1

SAFETY ASSESSMENT OF EUROCODE 3 STABILITY DESIGN RULES FOR THE LATERAL-TORSIONAL BUCKLING OF PRISMATIC BEAMS. The Hong Kong Institute of Steel Construction, January 2019. http://dx.doi.org/10.18057/ijasc.2018.14.4.9.

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