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Journal articles on the topic 'Eurocode 3'

Author: Grafiati

Published: 4 June 2021

Last updated: 25 July 2025

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1

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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2

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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4

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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5

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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6

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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7

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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8

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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9

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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10

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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11

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

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12

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 (2021): 2–13. http://dx.doi.org/10.1002/stco.202000048.

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13

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

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14

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

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15

Kuhlmann, Ulrike, Christina Schmidt-Rasche, Jennifer Spiegler, Fabian Jörg, Vahid Pourostad, and Mathias Euler. "Development of Eurocode 3 and Research Contributions." Hormigón y Acero 73, no. 298 (2022): 13–24. http://dx.doi.org/10.33586/hya.2022.3113.

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This paper gives an overview on recent work regarding the revision of EN 1993 on European level including selected scientific and technical issues and a summary of the activities executed within the European Standardization committee CEN/TC250/SC3 “Design of Steel Structures“ under the chair of Prof. Dr.-Ing. Ulrike Kuhlmann. This includes the description of current normative developments for the 2nd Generation of Eurocodes which aim at an evolution by improvements and harmonisation of the existing codes. In addition, a technical review of selected rules is given on a number of issues, which s

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16

Maquoi, R., and V. de Ville de Goyet. "Some tracks for possible improvement and implementation of Eurocode 3 (Möglichkeiten zur Verbesserung und Vollendung des Eurocodes 3)." Stahlbau 68, no. 11 (1999): 880–88. http://dx.doi.org/10.1002/stab.199903130.

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17

Šapalas, Vaidotas, and Gintas Šaučiuvėnas. "THE STABILITY OF BUILT-UP AXIAL LOADED COLUMN IN LIGHT OF STR AND EC3." Engineering Structures and Technologies 3, no. 4 (2011): 150–56. http://dx.doi.org/10.3846/skt.2011.17.

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Straipsnyje pateikta plieninių spragotinio skerspjūvio kolonų laikomųjų galių, apskaičiuotų vadovaujantis Lietuvoje galiojančių plieninių konstrukcijų projektavimo normų STR 2.05.08:2005 ir Eurokodo 3 nuostatomis, lyginamoji analizė. Skaičiavimai buvo atliekami vienodomis pradinėmis sąlygomis, tik naudoti skirtingi skaičiavimo metodai. Kai kuriais atvejais gautieji rezultatai yra labai prieštaringi ir reikalingi išsamesnės analizės ar eksperimentinių tyrimų. The paper presents the analysis of built-up laced axially loaded steel columns in light of Eurocode 3 and Lithuanian design code STR 2.05

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18

P.J. Fanning and M.J. Tucker. "Experimental Nonlinear FE Modelling & Eurocode 3 Analyses of Steel Flush Endplate Joints." Electronic Journal of Structural Engineering 10 (January 1, 2010): 36–44. http://dx.doi.org/10.56748/ejse.10123.

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Structural steel joints form an integral part of all structural steel frames and regardless of the joint type employed the behaviour and response of the joints is of primary importance in determining the manner in which the frame resists both vertical and horizontal loading. An understanding of joint stiffness, strength and ductility is required. Eurocode 3 provides guidance for predicting the ultimate strength, rotational capacity and rotational stiffness of steel flush endplate joints. This paper examines in detail the correlation be-tween Eurocode 3 predictions and actual behaviour recorded

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19

Toric, Neno, Rui Rui Sun, and Ian W. Burgess. "Creep-free fire analysis of steel structures with Eurocode 3 material model." Journal of Structural Fire Engineering 7, no. 3 (2016): 234–48. http://dx.doi.org/10.1108/jsfe-09-2016-016.

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Purpose This paper aims to propose a methodology to remove inherent implicit creep from the Eurocode 3 material model for steel and to present a creep-free analysis on simply supported steel members. Design/methodology/approach Most of the available material models of steel are based on transient coupon tests, which inherently include creep strain associated with particular heating rates and load ratios. Findings The creep-free analysis aims to reveal the influence of implicit creep by investigating the behaviour of simply supported steel beams and columns exposed to various heating regimes. T

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20

Balaz, Ivan, Michal Kovac, Tomáš Živner, and Yvona Kolekova. "Resistances of I-Section to Internal Forces Interactions." Key Engineering Materials 710 (September 2016): 309–14. http://dx.doi.org/10.4028/www.scientific.net/kem.710.309.

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Comparison of the formulae taken from 5 Eurocode parts EN 1993-1-1 [1], EN 1993-1-3 [2], EN 1993-1-5 [3], EN 1999-1-1 [4] and EN 1999-1-4 [5] valid for calculation of resistance of I-section under bending moment – shear force interaction. An attempt to create basis for harmonization of different rules used in EN 1993 Design of steel structures and EN 1999 Design of aluminium structures. The rules concerning verification of metal I-section resistance under bending moment – shear force interaction could be simplified and harmonized in the above five parts of metal Eurocodes. Eurocodes interactio

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21

Naumes, Johannes, Isabel Strohmann, Dieter Ungermann, and Gerhard Sedlacek. "Die neuen Stabilitätsnachweise im Stahlbau nach Eurocode 3." Stahlbau 77, no. 10 (2008): 748–61. http://dx.doi.org/10.1002/stab.200810090.

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22

Gatheeshgar, Perampalam, Marina Bock, Dilanka Chandrasiri, and Thadshajini Suntharalingam. "Assessment of Eurocode 3 Shear Design Provisions for Cold‐Formed Steel Beams with Web Holes." ce/papers 6, no. 3-4 (2023): 1983–88. http://dx.doi.org/10.1002/cepa.2697.

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AbstractCold‐formed steel beams are often provided with web holes to accommodate service conduits. These web holes result in reduced structural strength. Accurate estimation of the structural strength, including shear strength, is crucial during the design phase. There are a lot of studies available in the literature investigating the shear strength reduction in cold‐formed steel beams due to web holes. However, the experiments and parametric finite element results were not assessed against Eurocode 3 shear design provisions. Therefore, the shear design of cold‐formed steel beams with web hole

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23

Desmaliana, Erma, Amatulhay Pribadi, and Yopi Faisal Nurrachmam. "Analisis Perancangan Jembatan Rangka Batang Canai Dingin Pejalan Kaki Tipe Lower Deck berdasarkan Eurocode 3 dan SNI 7971:2013." RekaRacana: Jurnal Teknil Sipil 6, no. 1 (2020): 12. http://dx.doi.org/10.26760/rekaracana.v6i1.12.

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ABSTRAKJembatan rangka batang canai dingin pejalan kaki merupakan jembatan yang terdiri dari batang-batang profil yang terhubung berbentuk segitiga dan dominan menerima gaya tarik atau tekan, serta ditujukan khusus untuk pejalan kaki dan kendaraan ringan. Penelitian ini bertujuan untuk mengkaji tentang perancangan jembatan pejalan kaki tipe dek bawah menggunakan material canai dingin berdasarkan Standar Nasional Indonesia (SNI) 7971:2013 dan Eurocode 3 dengan menggunakan program SAP2000. Hasil perancangan awal didapatkan profil 2C95x64x2 untuk gelagar memanjang dan melintang, batang vertikal d

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24

Niessner, M., and T. Seeger. "Fatigue strength of structural steel with powder actuated fasteners according to Eurocode 3 (Ermüdungsfestigkeit von Stahl mit Setzbolzen nach Eurocode 3)." Stahlbau 68, no. 11 (1999): 941–48. http://dx.doi.org/10.1002/stab.199903220.

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25

Sánduly, Annabella, Anett Tóth, and Barnabás-Attila Lőrincz. "Értelmezési hézagok az Eurocode 3 szabvány előírásainak alkalmazása során." Műszaki Tudományos Közlemények 11, no. 1 (2019): 171–74. http://dx.doi.org/10.33895/mtk-2019.11.38.

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26

Gyulai, Klára, Ene Jakab, and József Tajnafói. "Bordázott lemezek költségelemzése és méretezése az eurocode 3 alaján." Fiatal Műszakiak Tudományos Ülésszaka 1. (1998) (1998): 173–76. http://dx.doi.org/10.36243/fmtu-1998.44.

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27

Hicks, Stephen, Brian Uy, and Won-Hee Kang. "Barriers to global adoption of Eurocode 3 and 4." IABSE Symposium Report 105, no. 36 (2015): 1–2. http://dx.doi.org/10.2749/222137815818357827.

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28

Johansson, Bernt, René Maquoi, and Gerhard Sedlacek. "New design rules for plated structures in Eurocode 3." Journal of Constructional Steel Research 57, no. 3 (2001): 279–311. http://dx.doi.org/10.1016/s0143-974x(00)00020-1.

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29

Baptista, A. M., and J. P. Muzeau. "Design of tapered compression members according to Eurocode 3." Journal of Constructional Steel Research 46, no. 1-3 (1998): 146–48. http://dx.doi.org/10.1016/s0143-974x(98)00064-9.

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30

Pogonowska-Płatek, Sylwia, and Wojciech Dornowski. "Stability analysis of steel frames according to Eurocode 3." Bulletin of the Military University of Technology 68, no. 2 (2019): 145–63. http://dx.doi.org/10.5604/01.3001.0013.3008.

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In the paper, the qualitative and quantitative comparison of EC3 methods to verify the global stability of the structure is presented. The steel portal frame subjected to varied loads is considered. The initial global sway imperfection and the initial local bow imperfections of member frame are taken into account. The sensitivity of a structure to the 2nd order effects is assessed indirectly using the elastic critical load. The elastic critical load of a frame is calculated according to the buckling mode. The 2nd order effects are taken into account using the finite element method. Keywords: s

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Dulevski, Encho, Vasil Nikolov, and Alexander Jiponov. "Investigations On the Effective Width of Wide Flange Steel Girders." ce/papers 7, no. 3-4 (2024): 204–12. http://dx.doi.org/10.1002/cepa.3089.

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AbstractEffective width, as presented in Eurocode 3 is analysed. Efforts have been made to distinguish between the behaviour of the various structural parts acting as wide flanges. Different mechanical models are adopted: for the bridge deck plate between girders, for the cantilever deck part, and for the bottom plate of box girders with the presumption to reflect more adequately their actual participation in the complex girder work at bending. Also, the interaction between girders in a superstructure at loading is simulated as far as possible in order to replace to some extent a sophisticated

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32

Zulkhibri, N. S., and M. I. Adiyanto. "Cost Assessment for 12-Story Medium-Rise Reinforced Concrete Residential Building Models in Sabah, Considering Seismic Design." IOP Conference Series: Earth and Environmental Science 1509, no. 1 (2025): 012014. https://doi.org/10.1088/1755-1315/1509/1/012014.

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Abstract On June 5th, 2015, the Ranau region experienced a notable seismic event with a magnitude, M w 6.1. Hence, seismic designs shall be implemented to mitigate damage to structures, particularly in Sabah. The seismic designs increased the required steel reinforcement, which elevated the cost estimations of the building models. Therefore, this research investigated the impact of seismic designs on cost estimation at varying values of the reference peak ground acceleration (PGA), α gR. Phase 1 encompassed analysing and designing a non-seismic model of an irregularly 12-story reinforced concr

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33

Goldschmidt, Konstantin, and Hamid Sadegh-Azar. "Sicherheitstechnische Grundlagen der Erdbebenauslegung/Safety-related fundamentals of earthquake design." Bauingenieur 96, no. 12 (2021): 411–20. http://dx.doi.org/10.37544/0005-6650-2021-12-33.

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Die Grundlage aller Baunormen ist der Versuch materielle und immaterielle Schäden durch unsichere Bauweisen zu verhindern. Auch wenn es wünschenswert wäre, ist es doch prinzipiell unmöglich eine absolute Zuverlässigkeit und Sicherheit zu erreichen. Hierfür wird im Eurocode 0 [1] eine Grundlage geschaffen, indem eine einzuhaltende maximale Versagenswahrscheinlichkeit für die Auslegung definiert wird. Aufbauend hierauf, versuchen alle Bemessungsnormen und Berechnungsvorschriften eine Sicherheit zu erreichen, die dieser Versagenswahrscheinlichkeit entspricht. Zur genaueren Bestimmung der Versagen

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Carazo Alvarez, D., M. Haq, J. D. Carazo Alvarez, and Eann A. Patterson. "Thermoelastic Stress Analysis of T-Stub Model." Applied Mechanics and Materials 70 (August 2011): 464–69. http://dx.doi.org/10.4028/www.scientific.net/amm.70.464.

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Thermoelastic Stress Analysis (TSA) has been used to obtain the stress field in bolted T-Stub joint models (as defined by Eurocode 3) subject to cyclic loading which were employed to validate a Finite Element (FE) model. It was concluded from the results of the experiments and modeling that the behavior of the T-Stub is more complex than claimed by Eurocode due to contact forces, bolt interaction and plastic behavior.

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35

Kala, Zdeněk. "Probabilistic Verification of Structural Stability Design Procedures." Open Civil Engineering Journal 12, no. 1 (2018): 283–89. http://dx.doi.org/10.2174/1874149501812010283.

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Introduction: This contribution presents a comparison of three methods of the statistical computation of the design load-carrying capacity of a steel plane frame. Two approaches of the European Standard Eurocode 3 and one stochastic approach are applied. The stochastic approach takes into account the random influence of all imperfections and can be applied to the reliability verification of design according to Eurocode 3. Methods: The columns and beams in the steel frame are modelled with beam elements using the stability solution with buckling length and the geometrically nonlinear solution.

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Bahaz, Abdesselam, Attia Bachiri, and Salah Amara. "Finite element analysis of the behaviour of double-row bolted fin-plate connections." STUDIES IN ENGINEERING AND EXACT SCIENCES 5, no. 2 (2024): e11664. https://doi.org/10.54021/seesv5n2-660.

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Fin-plate connections are among the most prevalent shear connections in the United States and Australia due to their simplicity in manufacturing and erection. Eurocode 3 Part 1-8 (Eurocode 3, 2005) classifies fin-plates as connection components that can transmit significant moments despite being classified as pinned connections. This study aims to investigate fin-plate connections with double rows of bolts and their effect on joint behaviour and strength, including the effect of plate thickness on the Torsional Moment-Angle of Twist and Moment-Rotation relationship. The results were analysed t

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Evans, Siân, Fangda Xu, and Jie Wang. "Experimental Study on the Local Buckling Response of WAAM Stainless Steel Square Hollow Sections." ce/papers 6, no. 3-4 (2023): 684–89. http://dx.doi.org/10.1002/cepa.2341.

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AbstractWire Arc Additive Manufacturing (WAAM) has the potential to produce free form metallic structures, suitable for use in the construction industry, and so is currently being rapidly developed by structural engineers. This paper details an experimental program investigating the stability performance of ten WAAM 316L stainless steel square hollow section stub columns with varying cross‐sectional slenderness. Tensile coupon tests were also carried out to determine the material properties of the WAAM builds in three different directions relative to the printing direction. The tensile coupon

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Abimbola, Yusuf Zainab, Jibrin Mohammed Kaura, and Uwemedimo Nyong Wilson. "Reliability-Based Analysis of Steel Portal Frame Eurocode Design Criteria Subjected to Flexural and Lateral Torsional Instability." Saudi Journal of Civil Engineering 9, no. 02 (2025): 37–48. https://doi.org/10.36348/sjce.2025.v09i02.002.

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Steel portal frames, used in factories, workshops, shopping complexes, and warehouses, provide large clear spans. Eurocode 3, a semi-probabilistic design code based on limit state design and adopted in Nigeria, does not fully address uncertainties in load and resistance variables, affecting frame performance in service. This study evaluates the reliability of three-hinged steel portal frames by analyzing three primary failure modes: flexural instability of frame stanchions (failure mode 1), flexural instability of frame rafters (failure mode 2), and lateral torsional instability of stanchions

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39

Csiky, Vidor. "Félmerev keretcsomópont nyomaték-szögelfordulás karakterisztikájának meghatározása az eurocode 3 alapján." Fiatal Műszakiak Tudományos Ülésszaka 1. (1998) (1998): 181–84. http://dx.doi.org/10.36243/fmtu-1998.46.

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40

Bijlaard, Frans. "Eurocode 3, a basis for further development in joint design." Journal of Constructional Steel Research 62, no. 11 (2006): 1060–67. http://dx.doi.org/10.1016/j.jcsr.2006.06.012.

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41

Fedghouche, Ferhat. "Minimum cost plastic design of steel beams using Eurocode 3." KSCE Journal of Civil Engineering 22, no. 2 (2017): 629–36. http://dx.doi.org/10.1007/s12205-017-0546-5.

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42

Kuhlmann, Ulrike, and Christina Schmidt-Rasche. "NEXT GENERATION OF EUROCODE 3 - EVOLUTION BY IMPROVEMENTS AND HARMONIZATION." ce/papers 1, no. 4 (2017): 497–506. http://dx.doi.org/10.1002/cepa.549.

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43

Kuhlmann, Ulrike. "Eurocode 3 Part 1.5: Plated Structures - new chances and developments." Steel Construction 5, no. 1 (2012): 1–2. http://dx.doi.org/10.1002/stco.201210010.

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44

Stranghöner, Natalie, Markus Schiborr, Ralf Glienke, Martin-Christoph Wanner, and Detlef Ulbrich. "Gleitfeste Verbindungen nach Eurocode 3 und DIN EN 1090-2." Stahlbau 82, no. 10 (2013): 750–61. http://dx.doi.org/10.1002/stab.201310098.

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45

Flederer, Holger. "Dresdener Stahlbaufachtagung 2009 - Eurocode 3 und DIN EN 1090-2." Stahlbau 78, no. 7 (2009): 518–19. http://dx.doi.org/10.1002/stab.200990096.

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Schlundt, Andreas. "Eurocode 6 Teil 3 - Grundlagen und Anwendungsbedingungen des vereinfachten Berechnungsverfahrens." Mauerwerk 16, no. 3 (2012): 116–20. http://dx.doi.org/10.1002/dama.201200535.

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Dodigović, Filip, Krešo Ivandić, Božo Soldo, and Kristijan Grabar. "Calibration of Undrained Shear Strength Partial Factor Using Probability Theory." Tehnički glasnik 16, no. 1 (2022): 8–15. http://dx.doi.org/10.31803/tg-20201113132539.

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Design in accordance with Eurocode 7 applies the partial factors of geotechnical parameters to take into account uncertainties of various sources. The prescribed values of partial factors are unique, even though the degree of uncertainty can vary significantly. This can lead to an unequal reliability level of structures designed using the same procedures and methods. This paper analyses the influence of undrained shear strength variability on the reliability index (β), using reliability theory and statistical methods. Analyses were performed in the case of a shallow footing designed in accorda

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Lakhal, A., A. Bougara, and N. Benlakehal. "Equivalent fire resistance of composite slab made with lightweight concrete." Journal of the South African Institution of Civil Engineering 67, no. 1 (2025): 13–25. https://doi.org/10.17159/2309-8775/2025/v67n1a2.

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This study examines the fire behaviour of composite slabs made with lightweight concrete, following the fire insulation criteria "I" outlined in Eurocode 4 (CEN 2005). The parametric analysis includes the effect of the airgap, moisture content, thermal properties of the lightweight concrete, and geometrical aspects. Fire resistance time is calculated using two methods - the analytical method from Appendix D of Eurocode 4 (CEN 2005) and a numerical method (ANSYS n.d.). Finite element analysis shows that the moisture content of lightweight concrete significantly impacts fire resistance time. Whe

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Chruściel, Wojciech, and Paweł Sulik. "The use of simplified methods for designing according to EC6 and safety of masonry structures." Budownictwo i Architektura 12, no. 3 (2013): 013–20. http://dx.doi.org/10.35784/bud-arch.1982.

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The article describes the calculation method of masonry walls loaded vertically according to PN-EN 1996-1-1 and PN-EN 1996-3. The Calculation method is given and the differences between Eurocode 6 and "old Polish standard" are indicated. Additionally, the differences between calculations according to exact and simplified method described in Eurocode 6 that show adverse consequences of the use of simplified method. The places (formulas and assumptions), which causes the discrepancies in calculation methods are pointed out in the study.

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Shin, Dong Ku, and Kyungsik Kim. "Evaluation of Compressive Strengths of HPS Plate Systems Stiffened with Trapezoidal Stiffeners." Advanced Materials Research 671-674 (March 2013): 1025–28. http://dx.doi.org/10.4028/www.scientific.net/amr.671-674.1025.

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The ultimate compressive strengths of high performance steel (HPS) plate system stiffened longitudinally by closed stiffeners have been investigated by the nonlinear finite element analysis. Both conventional and high performance steels were considered in models following multi-linear strain hardening constitutive relationships. Initial geometric imperfections and residual stresses were also incorporated in the analysis. Numerical results have been compared to compressive strengths from Eurocode 3 EN 1993-1-5 and FHWA-TS-80-205. It has been found that although use of Eurocode 3 EN 1993-1-5 and

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