Relevant bibliographies by topics / Eurocode 3

Contents

  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: 25 July 2025

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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 (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
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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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Maca, Natalia, Klaus Dietz, Håkan Stille, and Didier Virely. "Felsbauplanung im geotechnischen Werkzeugkasten von morgen: Eurocode 7 – Geotechnische Bauwerke: Anker, Felsnägel, Bodennägel und Grundwasserkontrolle (EN 1997‐3:2024)." Geomechanics and Tunnelling 16, no. 5 (2023): 536–58. http://dx.doi.org/10.1002/geot.202300026.

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AbstractIn 2025 the new generation of the Eurocode 7 will be introduced and set a framework for geotechnical design for the next 20 years. As Eurocode 7 is an essential design code, the changes will affect numerous practising geotechnical Engineers. The paper provides an overview of significant changes in rock engineering design introduced in the new EN 1997 part 3, considering limit state design, durability, reliability, testing and other crucial design aspects. It focuses on the anchor clause revision and first introduced design rules for rock bolts and soil‐nailed structures. The improvemen
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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 (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 a
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Tulebekova, A., and A. Zhankina. "Technical regulation in the construction." BULLETIN of L.N. Gumilyov Eurasian National University. Technical Science and Technology Series 136, no. 3 (2021): 56–66. http://dx.doi.org/10.32523/2616-7263-2021-136-3-56-66.

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The system of technical regulation is considered as foundation for the creation of a high construction culture, increasing the competitiveness of the industry in Kazakhstan. Key actions to reform regulatory framework which was established by the government focused on achieving a sustainable balance of economic and social interests of construction participants and consumers. The process of adopting international standards to Kazakhstan soil and construction conditions is gradual. The first step was to adapt foreign technical documentation to the national technological environment. In this way,
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GIRÃO COELHO, ANA M. "En Eurocodes second generation, FprEN 1993-1-8 – Eurocode 3: design of steel structures – part 1-8: Joints." Inżynieria i Budownictwo LXXIX, no. 9-10 (2023): 464–68. http://dx.doi.org/10.5604/01.3001.0053.8868.

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The revision of Structural Eurocodes started in 2015, following an agreement between the European Commission and CEN from 2012. This paper gives an overview of the key changes introduced in each section of the second generation of part 1-8 of Eurocode 3, which gives methods for the design of steel joints and is currently submitted for formal vote of countries
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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
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Martinolli, Stefan, Robert Kroyer, and Andreas Taras. "Review of the damage equivalence factors for steel railway bridges in the Eurocodes." ce/papers 6, no. 3-4 (2023): 2576–81. http://dx.doi.org/10.1002/cepa.2722.

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AbstractProper fatigue design is essential for the sustainable operation of bridge structures. The fatigue design concept in the Eurocodes follows the damage equivalent concept allowing to conduct this relatively extensive design check as efficiently as possible. However, those factors cover a rather complex phenomenon and the code provides them in a standardized format. The actually required values are typically lower, but the parameter calibration and the included reserves are non‐transparent from the design standards.The objective of this paper is to recall the methodology for calibration o
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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 (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 (1997): 780–87. http://dx.doi.org/10.1016/s0141-0296(96)00152-6.

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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
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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 Structu
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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<br>design, fabrication and erection of steel structures can be taken place at different locations as a result of rapid globalization<br>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 pre
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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 imp
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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.<br>Submitted by giuliana silveira (giulianagphoto@gmail.com) on 2016-01-29T16:08:06Z No. of bitstreams: 1 DISSERTAÇÃO_DimensionamentoLigaçõesChapa.pdf: 2214163 bytes, checksum: 63f369f7c7a4e90976c64db8681603a9 (MD5)<br>Approved for entry into archive by Oliveira Flávia (flavia@sisbin.ufop.br) on 2016-02-01T15:42:39Z (GMT) No. of bitstreams: 1 DISSERTAÇÃO_DimensionamentoLigaçõesChapa.pdf: 2214163 bytes, checksum: 63f369f7c7a4e90976c64db8681603a9 (MD5)<br>Made av
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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 c
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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
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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 m
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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
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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 à
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Books on the topic "Eurocode 3"

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Piechatzek, Erwin. Einführung in den Eurocode 3. 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. 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. 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. 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. John Wiley & Sons, Ltd, 2016. http://dx.doi.org/10.1002/9781118631201.

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

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1935-, Taylor J. C., and Steel Construction Institute, eds. Steelwork design guide to Eurocode 3: Part 1.1 : introducing Eurocode 3: A comparison of EC3: part 1.1 with BS 5950: part 1. Steel Construction Institute, 1993.

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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. Steel Construction Institute, 1995.

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1931-, Narayanan R., and Steel Construction Institute (Great Britain)., eds. Introduction to concise Eurocode 3 (C-EC3) with worked examples. Steel Construction Institute, 1993.

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

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Book chapters on the topic "Eurocode 3"

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Ericson, Th, and V. A. Zinoviev. "Concatenated spherical codes codes sphériques concaténés." In EUROCODE '90. 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. 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. 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. 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. 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. 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. 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. 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. 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. 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"

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Mameng, Sukanya Hägg, Lena Wegrelius, Claes Tigerstrand, and Marco Frigo. "Atmospheric Corrosion Resistance of Stainless Steel: Results of a Field Exposure in Italy." In CONFERENCE 2024. AMPP, 2024. https://doi.org/10.5006/c2024-20931.

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Abstract Different material selection procedures exist for stainless steel in infrastructure applications. The most common is the EN 1993-1-4: 2015 (Eurocode 3)–Annex A, which is applicable to all of Europe. The guideline can be used to reduce necessary testing time, but they do not describe the behaviour of stainless steel under practical conditions. The atmospheric corrosion resistance of stainless steel depends on the material-related parameters and environmental conditions. The atmospheric corrosion performance of stainless steel grades in a marine environment in Genoa, Italy, was investig
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Knobloch, Markus, Sara Uszball, Anna-Lena Bours, Helen Bartsch, and Markus Feldmann. "Do we need normative guidance on the design of reused structural components? On the contribution of structural and bridge engineering to solve global challenges." In IABSE Congress, San José 2024: Beyond Structural Engineering in a Changing World. International Association for Bridge and Structural Engineering (IABSE), 2024. https://doi.org/10.2749/sanjose.2024.0039.

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&lt;p&gt;Along with the global debate on climate protection, the construction industry faces new challenges. The reduction of the environmental impacts of the construction sector plays a major role as it still consumes high amounts of resources and continues to be responsible for a high amount of industrial carbon emissions. The (i) &lt;i&gt;rethink &lt;/i&gt;and &lt;i&gt;reduce&lt;/i&gt;, (ii) &lt;i&gt;remanufacture &lt;/i&gt;and &lt;i&gt;retrofit&lt;/i&gt;, (iii) &lt;i&gt;recycle&lt;/i&gt;, and (iv) &lt;i&gt;reuse &lt;/i&gt;waste management hierarchy has to become a guiding framework for eng
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Mameng, Sukanya Hägg, Wanida Pongsaksawad, Claes Tigerstrand, and Pranpreeya Wangjina. "Atmospheric Corrosion Resistance of Stainless Steel: Field Exposures of Stainless Steel in Chloride-rich Atmospheric Conditions." In CONFERENCE 2025. AMPP, 2025. https://doi.org/10.5006/c2025-00487.

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Abstract Corrosion can significantly impact the service life of structures and their components in maritime coastal regions. One of the primary reasons for selecting stainless steel for structural applications in marine environments is its exceptional corrosion resistance, which ensures long-term durability. Additionally, aesthetic considerations are crucial when choosing stainless steel for architectural purposes. The atmospheric corrosion resistance of stainless steel can vary significantly across different marine regions. Factors such as the concentration of sea salt aerosols and climatic c
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Karatkevich, Andrei, and Iwona Grobelna. "Deadlock-Prone Circuits in S3PR Petri Nets." In IEEE EUROCON 2025 - 21st International Conference on Smart Technologies. IEEE, 2025. https://doi.org/10.1109/eurocon64445.2025.11073308.

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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
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Fanton, Andreia Romero, Camila de Queiroz Moreira, Rangel Costa Lage, Carla Neves Costa, Luiz Carlos de Almeida, and Leandro Mouta Trautwein. "Eurocode structural fire design of Brazilian masonry buildings." In IABSE Congress, Ghent 2021: Structural Engineering for Future Societal Needs. International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/ghent.2021.1823.

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&lt;p&gt;This paper presents a structural fire design of a loadbearing external wall from a Brazilian 3-storey structural masonry building based on Eurocode EN 1996-1-2, through an adaptation of tabular data and simplified calculation methods for buildings designed according to Brazilian standards for the ultimate and serviceability states. The building fire safety regulation of the State of São Paulo instructs the use of Eurocodes in the absence of a specific national standard for structural fire design. EN 1996-1-2 procedures are applied to provide information to Brazilian standardization, c
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Fanton, Andreia Romero, Camila de Queiroz Moreira, Rangel Costa Lage, Carla Neves Costa, Luiz Carlos de Almeida, and Leandro Mouta Trautwein. "Eurocode structural fire design of Brazilian masonry buildings." In IABSE Congress, Ghent 2021: Structural Engineering for Future Societal Needs. International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/ghent.2021.1823.

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&lt;p&gt;This paper presents a structural fire design of a loadbearing external wall from a Brazilian 3-storey structural masonry building based on Eurocode EN 1996-1-2, through an adaptation of tabular data and simplified calculation methods for buildings designed according to Brazilian standards for the ultimate and serviceability states. The building fire safety regulation of the State of São Paulo instructs the use of Eurocodes in the absence of a specific national standard for structural fire design. EN 1996-1-2 procedures are applied to provide information to Brazilian standardization, c
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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. 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. 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 sl
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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. 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
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Reports on the topic "Eurocode 3"

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

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CHARACTERISATION OF THE BEHAVIOUR OF BEAM-TO-COLUMN STEEL JOINTS UP TO FAILURE. The Hong Kong Institute of Steel Construction, 2022. http://dx.doi.org/10.18057/ijasc.2022.18.3.5.

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The design of steel joints is currently dealt with in Eurocode 3 through the well-known “component method”. In particular, Part 1-8 of this standard provides guidance on how to apply the method to a wide range of joint configurations allowing to assess the latter’s initial rotational stiffness and resistance. Nonetheless, whenever a global structural plastic analysis is contemplated, provisions of Eurocode 3 are insufficient since no clear guidance on how to determine the ultimate resistance and the ultimate rotation capacity of joints is provided. In this paper, the full-range behaviour of be
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WEB CRIPPLING BEHAVIOUR OF COLD-FORMED STEEL CHANNELS WEB HOLES UNDER END TWO FLANGE (ETF) LOADING. The Hong Kong Institute of Steel Construction, 2024. https://doi.org/10.18057/ijasc.2024.20.4.9.

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The design of the web-crippling behavior of cold-formed steel elements (CFS), which have been widely used in recent years, is essential. The concentrated loads acting on CFS members cause the section's web to crush and buckle. For this reason, it is necessary to calculate the web crippling strength correctly in the design of CFS sections. In order to observe the web-crippling behavior of CFS channel sections with holes drilled in the webs, this paper presents experimental and numerical experiments. Seven sections of the real-world system intended for End Two Flange (ETF) loading scenarios unde
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