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Journal articles on the topic 'Eurocode1'

Author: Grafiati

Published: 4 June 2021

Last updated: 13 February 2022

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1

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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2

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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3

Papic, Jovan, Verka Prolovic, and Ljupco Dimitrievski. "Selection of design approach for designing spread foundatons in our region according to Eurocode 7." Facta universitatis - series: Architecture and Civil Engineering 12, no. 1 (2014): 11–23. http://dx.doi.org/10.2298/fuace1401011p.

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The existing civil engineering standards for designing are to be replaced with a set of Eurocodes. Eurocode 7 is related to a geotechnical design, but its implementation is difficult, due to different geological, geographical and climate conditions which lead to development of different local designing traditions all over Europe. In order to overcome them, Eurocode 7 offers three design approaches and sets of partial factors to be used within. After accepting it, each country has to declare on the selection of design approach according to which designing is going to be performed and to define appropriate partial factors. This paper presents methodology for selection of appropriate design approach for spread foundations in our region where the process of introduction of Eurocodes is still active. The method based on keeping up with the similar designing procedure may also be used for other geotechnical structures.

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4

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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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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6

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 interaction formulae are compared with formulae given in Czech [6] and Slovak [7] standards and interaction formulae given in [13 – 18]. Results of large parametric study authors published in papers [8 – 12, 19].The resistance of the I-section to interaction of bending and torsion internal forces [20 – 22] which is missing in the current Eurocodes is analyzed too. New approach is proposed.

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7

Nožica, Tanja, Đorđe Jovanović, and Drago Žarković. "Software implementation of section class and resistance calculation for general loading case." Gradjevinski materijali i konstrukcije 64, no. 3 (2021): 159–64. http://dx.doi.org/10.5937/grmk2103159n.

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In this paper, the problems arising in implementation of the cross-section class and resistance according to Eurocode, especially for classes 1 and 2 of the steel sections, are presented for general loading case. As Eurocode assumes full plastification of the section, regardless of corresponding strain in the material, it is inevitable to find the position of the plastic neutral axis for ultimate limit state of the section. But, for this purpose, one cannot use the Eurocode's expressions for section resistance. Moreover, solution and strategies used in the steel design module of the Matrix 3D are presented in the paper.

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8

Pinto, P. E. "A look into Eurocode 8." Bulletin of the New Zealand Society for Earthquake Engineering 28, no. 2 (June 30, 1995): 146–52. http://dx.doi.org/10.5459/bnzsee.28.2.146-152.

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The European Union, enlarged to include the EFTA countries for a total of eighteen european states, is concluding the first phase of preparation of a homogeneous set of Standards for structural design, called the Eurocodes. It is intended that these Standards will ultimately acquire a supranational level and will supersede national codes. Eurocode 8, dealing with seismic design, has just recently reached the status of a Pre-Standard, which allows it to be adopted in any of the above states. By providing an outline of the content of Eurocode 8, it is hoped to raise the interest of the international community towards it, both with a view to the benefits that can be expected from their interaction and, in the longer run, to a more far reaching harmonization of technical codes.

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9

Olchawa, Andrzej, and Andrzej Zawalski. "Comparison of shallow foundation design using Eurocode 7 and Polish Standard." Journal of Water and Land Development 20, no. 1 (March 1, 2014): 57–62. http://dx.doi.org/10.2478/jwld-2014-0007.

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Abstract Bearing capacity of cohesive soils was calculated based on PN-B-03020:1981P and Eurocode 7. Strength parameters of cohesive soil modified by the authors: shear strength in undrained conditions cu, effective cohesion c' and effective friction angle φ' were adopted for calculations acc. to Eurocode 7. Values of these parameters depend on a leading parameter - liquidity index IL. Bearing capacity was calculated for two pad foundations of a size B × L = 2.0 × 3.0 m and 1.5 × 2.0 m and for one 2.0 × 14.0 m strip foundation. The capacity calculated acc. to EC 7 was reduced by multiplying by a factor α = 0.87 to account for different bearing capacity coefficients in Polish Norms and Eurocodes. Performed calculations showed comparable bearing capacity of substratum irrespective of adopted norms EC 7 and PN for foundation pads. In all analysed cases, however, the bearing capacity of foundation strips calculated acc. to Eurocode 7 was higher than those calculated acc. to PN-B-03020:1981P. The reason is in the values and ways of accounting partial security coefficients and in differences in the values of shape coefficients used in the equation for ultimate bearing resistance of soil substratum.

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10

Nwoji, CU, and AI Ugwu. "COMPARATIVE STUDY OF BS 8110 AND EUROCODE 2 IN STRUCTURAL DESIGN AND ANALYSIS." Nigerian Journal of Technology 36, no. 3 (June 30, 2017): 758–66. http://dx.doi.org/10.4314/njt.v36i3.14.

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This work was undertaken to compare the use of BS 8110 and Eurocode 2 in the design of structures and focused on outlining the relative gains and/or shortcomings of Eurocode 2 and BS 8110 under certain criteria which are loading, analysis, ease of use and technological advancement. To accomplish this, the analysis and design of the main structural elements in reinforced concrete building was undertaken using the two codes. A modest medium rise building was loaded using the two code and analyzed. Analysis was done using CSI start tedds to obtain the shear force and bending moment envelopes. For the beam, it was found that Eurocode 2 gave higher internal supports moments. For the case of maximum span moments and shear force values, the Euroode 2 values lagged behind. Column load and moments values were generally lower for Euroode 2. In summary, the comparative benefits of using Euroode 2 are that it is logical and organized, less restrictive and more extensive than the BS 8110. The new Eurocodes are claimed to be the most technically advanced code in the world and therefore should be adopted by Nigerian engineers.Â http://dx.doi.org/10.4314/njt.v36i3.14

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11

Marková, Jana, Milan Holicky, Karel Jung, and Miroslav Sýkora. "Basis for Design of Bearings in New the Generation of Eurocodes." Solid State Phenomena 309 (August 2020): 169–73. http://dx.doi.org/10.4028/www.scientific.net/ssp.309.169.

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A new generation of Eurocodes for structural design is currently being prepared within the Technical Committee CEN/TC 250. The revised Eurocode EN 1990 will be supplemented by the new Annex F for the basis of design of bridge bearings. Harmonised European provisions are still missing with recommended procedures for determination of basis of design and actions on bearings, taking into account various types of uncertainties. In particular, problems can occur where it is necessary to replace bearings at existing bridges according to the new procedures of Eurocodes which can lead to the design of a bigger size of new bearings despite the existing bearings served well for many years. The developed amendment of National Annex to EN 1990 for the basis of structural design should refine the design procedures. The submitted paper describes inconsistencies and main principles of the changes focusing on thermal actions.

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12

Zejak, Danijela, Nikolay Vatin, and Vera Murgul. "Analysis of the Masonry Structure Calculation with Vertical Ring Beams According to European Standards." Applied Mechanics and Materials 725-726 (January 2015): 111–17. http://dx.doi.org/10.4028/www.scientific.net/amm.725-726.111.

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Analysis of masonry constructions is done simultaneously by applying the Rules on technical standards for masonry walls (PZZ'81), Regulation on technical standards for the constructions in seismic areas (PIOVS'91) and Eurocodes (EC 6 and EC 8). Eurocode presupposes shear force to be a reliable mechanism form calculating shear wall resistance force, which conflicts to the real behavior of constructions during earthquakes. It is therefore recommended determining the seismic masonry resistance according to the current rules that require verification tensile strain, whose possible exceeding leads to the appearance diagonal wall cracks.

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13

Matejčeková-Farhat, Miroslava, and Rudolf Ároch. "Some Remarks on the Choice of Ductility Class for Earthquake-Resistant Steel Structures." Slovak Journal of Civil Engineering 21, no. 3 (September 1, 2013): 1–10. http://dx.doi.org/10.2478/sjce-2013-0011.

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Abstract The implementation of the Eurocodes in current structural design practice has brought about a new emphasis on the design of earthquake-resistant structures. In some European countries, new earthquake zones have been defined; henceforth, the design requirements of many ongoing projects have changed as well. The choice of the ductility class of steel structures as one of the key design parameters, the consequences of this choice on design procedure, and some applications of the Eurocode 8 design criteria by comparing French and Slovak national practice are discussed, using a practical example of a structure.

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14

Campiche, Alessia, and Silvia Costanzo. "Evolution of EC8 Seismic Design Rules for X Concentric Bracings." Symmetry 12, no. 11 (October 31, 2020): 1807. http://dx.doi.org/10.3390/sym12111807.

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Eurocodes are currently under revision within a six-year program by CEN/TC 250. In this framework, concentric bracings, particularly in cross configuration, have been largely debated; indeed, several criticisms affect the seismic design procedure currently codified within Eurocode 8, entailing significant design efforts and leading to massive and non-economical structural systems, even characterized by poor seismic behavior. The efforts of SC8 have been aimed at improving the codified seismic design criteria for concentrically braced frames, by providing requirements and detailing rules conceived to simplify the design process and to improve the seismic performance. The current paper provides recent advances in the field of computational and structural engineering focusing on symmetric X concentrically bracings in seismic area, outlining the evolution of Eurocode 8 (EC8) seismic design rules, by examining the following aspects: (i) ductility class and behavior factor, (ii) analysis and modelling aspects, (iii) design of dissipative members; (iv) design of non-dissipative zones; (v) brace-to-frame connections.

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15

Serra María-Tomé, Javier. "Los eurocódigos estructurales." Informes de la Construcción 48, no. 446 (December 30, 1996): 65–71. http://dx.doi.org/10.3989/ic.1996.v48.i446.986.

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16

Vida, Radoslav, and Jaroslav Halvonik. "Shear Assessment of Concrete Bridge Deck Slabs." Key Engineering Materials 738 (June 2017): 110–19. http://dx.doi.org/10.4028/www.scientific.net/kem.738.110.

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The transitions from old STN standards to Eurocode standards brought several problems into bridge design and assessment. Shear reinforcement is now often required even in concrete members, which were previously allowed to be built without it. Moreover, assessment of existing reinforced concrete bridge structures often shows their insufficiency in shear capacity, which means that they should be strengthened or replaced. Work on new generation of Eurocodes is currently in progress and current model for shear assessment should be replaced by a new (and more precise) one. This paper deals with the problem of shear assessment of concrete bridge according to current standard and also according to the new shear models that are under consideration.

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17

Croce, Pietro. "Impact of Road Traffic Tendency in Europe on Fatigue Assessment of Bridges." Applied Sciences 10, no. 4 (February 19, 2020): 1389. http://dx.doi.org/10.3390/app10041389.

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Fatigue load models for road bridges given in the Eurocode EN1991-2 have been calibrated considering real traffic measurements that became available around 1990. Since then, traffic composition has evolved considerably, also considering the issuing of the 96/53/EC Directive, which legitimated member states, on an equal and not discriminatory basis, to allow the circulation of Long and Heavy Vehicles (LHVs). Thus, the appropriateness of fatigue load models to cover also the effects of these vehicles, which are longer, heavier and potentially more damaging than common Heavy Goods Vehicles (HGVs), became an issue. The aim of the study is to assess how the evolution of European traffic influences the fatigue assessment of bridges. To capture the essence of the problem, three different real traffic measurements are compared in terms of fatigue damage: the Auxerre (FR) traffic, adopted to define fatigue load models in EN1991-2; the Moerdijk (NL) traffic, characterized by a high percentage of LHVs; and the Igualada (ES) traffic. To assess the current relevance of fatigue load models LM2 and LM4 of EN1991-2, the aptitude of these models to adequately reproduce the effects caused by LHVs is discussed in detail. The results demonstrate that the Auxerre traffic is still the most onerous; that the Moerdijk traffic is generally more severe than the Igualada traffic, and that the fatigue load models of Eurocode do not require major updates. The study is further supplemented by investigating the suitability of the formulae provided in the Eurocodes for the damage equivalence factors λ2 and λ3 to express the influence of the total lorry volume on the fatigue damage. In that latter case, the conclusion is that the formulae proposed in the Eurocodes, based on the assumption of a linear fatigue strength S–N curve with constant conventional slope m, could lead to erroneous, even unsafe, estimates of the fatigue life, especially when details are characterized by constant amplitude fatigue limit ΔσD, thus calling for further improvements of the formulae themselves.

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18

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 (November 1999): 880–88. http://dx.doi.org/10.1002/stab.199903130.

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19

Çırpıcı, Burak Kaan, Süleyman Nazif Orhan, and Türkay Kotan. "Numerical modelling of heat transfer through protected composite structural members." Challenge Journal of Structural Mechanics 5, no. 3 (September 11, 2019): 96. http://dx.doi.org/10.20528/cjsmec.2019.03.003.

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Among many various types of passive fire protection materials (i.e. plaster boards, sprayed materials and intumescent coatings) thin film intumescent coatings have become the preferable option owing to their good advantages such as flexibility, good appearance (aesthetics), light weight to the structure and fast application. Despite their popularity, there is also a lack of good understanding of fire behaviour. In general, experimental methods are used to push this knowledge with labour and high-energy consumption and extremely expensive processes. With the development of computer technology, numerical models to predict the heat transfer phenomena of intumescent coatings have been developed with time. In this work, the numerical model has been established to predict the heat transfer performance including material properties such as thermal conductivity and dry film thickness of intumescent coating. The developed numerical model has been divided into different layers to understand the sensitivity of steel temperature to the number of layers of intumescent coating and mesh sizes. The temperature-dependent thermal conductivity of intumescent coatings can be calculated based on inverse solution of the equation for calculating temperatures in protected steel according to the Eurocodes (EN 1993-1-2 and EN 1994-1-2). However, as the temperature distribution in the intumescent coatings is highly non-uniform, that Eurocode equation does not give accurate coating thermal conductivity-temperature relationship for use in numerical heat transfer modelling when the coating is divided into a number of layers, each having its characteristic thermal conductivity values. The comparison study of steel temperature under Standard (ISO 834) and Fast fire conditions against Eurocode analytical solution has also been made by assuming both constant thermal conductivity and variable thermal conductivity. The obtained results show close agreement with the Eurocode solution choosing a minimum certain mesh, number of layer and best-fitted thermal conductivity of the intumescent coating.

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20

Wittler, M., and L. Arab. "Eurocode." Food Sciences and Nutrition 42, no. 1 (June 1988): 1–7. http://dx.doi.org/10.1080/09543465.1988.11904121.

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21

Firket, Patrick, and Karine Vermeylen. "EuroCODE." World Journal of Urology 8, no. 3 (September 1990): 134–35. http://dx.doi.org/10.1007/bf01576757.

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22

Vokál, Marek, and Michal Drahorád. "NON-LINEAR ANALYSIS OF SLENDER MASONRY COLUMN SUBJECTED TO BIAXIAL BENDING." Acta Polytechnica 61, no. 2 (April 30, 2021): 391–405. http://dx.doi.org/10.14311/ap.2021.61.0391.

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The article deals with a method for analysing slender masonry columns. The proposed method uses material and geometric non-linearity. Various stress-strain diagrams can be used: linear, linear-plastic, parabolic-plastic, two various parabolic and rigid-plastic. In all cases, the tensile strength is neglected. The method can be used for analysing the column in accordance with Eurocodes in two ways: SLS (serviceability limit state) and ULS (ultimate limit state). The internal forces are calculated on a general beam model, with imperfections in both directions, which result in two bending moments in two perpendicular planes – biaxial bending. This case is not covered by the current code – Eurocode, even though all columns are more or less loaded in both directions. In this numerical study, using Matlab software, an algorithm was developed for modelling a real 3D case. The results of this study are also compared to the results of laboratory tests of masonry columns.

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23

Gulvanessian, H., and J. B. Menzies. "The Eurocode for Structural loading: Eurocode 1." Progress in Structural Engineering and Materials 2, no. 4 (October 2000): 472–82. http://dx.doi.org/10.1002/pse.50.

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24

Croce, Pietro, Paolo Formichi, and Filippo Landi. "Probabilistic Assessment of Roof Snow Load and the Calibration of Shape Coefficients in the Eurocodes." Applied Sciences 11, no. 7 (March 26, 2021): 2984. http://dx.doi.org/10.3390/app11072984.

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In modern structural codes, the reference value of the snow load on roofs is commonly given as the product of the characteristic value of the ground snow load at the construction site multiplied by the shape coefficient. The shape coefficient is a conversion factor which depends on the roof geometry, its wind exposure, and its thermal properties. In the Eurocodes, the characteristic roof snow load is either defined as the value corresponding to an annual probability of exceedance of 0.02 or as a nominal value. In this paper, an improved methodology to evaluate the roof snow load characterized by a given probability of exceedance (e.g., p=0.02 in one year) is presented based on appropriate probability density functions for ground snow loads and shape coefficients, duly taking into account the influence of the roof’s geometry and its exposure to wind. In that context, the curves for the design values of the shape coefficients are provided as a function of the coefficient of variation (COVg) of the yearly maxima of the snow load on the ground expected at a given site, considering three relevant wind exposure conditions: sheltered or non-exposed, semi-sheltered or normal, and windswept or exposed. The design shape coefficients for flat and pitched roofs, obtained considering roof snow load measurements collected in Europe during the European Snow Load Research Project (ESLRP) and in Norway, are finally compared with the roof snow load provisions given in the relevant existing Eurocode EN1991-1-3:2003 and in the new version being developed (prEN1991-1-3:2020) for the “second generation” of the Eurocodes.

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25

Zsarnóczay, Ádám, Tamás Balogh, and László Gergely Vigh. "On the European Norms of Design of Buckling Restrained Braced Frames." Open Civil Engineering Journal 11, no. 1 (June 30, 2017): 513–30. http://dx.doi.org/10.2174/1874149501711010513.

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The application of buckling restrained braced frames is hindered in Europe by the absence of a standardized design procedure in Eurocode 8, the European seismic design standard. The presented research aims to develop a robust design procedure for buckling restrained braced frames. A design procedure is proposed by the authors. Its performance has been evaluated for buckling restrained braced frames with two-bay X-brace type brace configurations using a state-of-the-art methodology based on the recommendations in the FEMA P695 document. A special numerical material model was developed within the scope of this research to represent the behavior of buckling restrained braces more appropriately in a numerical environment. A total of 24 archetype designs were prepared and their nonlinear dynamic response was calculated using real ground motion records in incremental dynamic analyses. Evaluation of archetype collapse probabilities confirms that the proposed design procedure can utilize the advantageous behavior of buckling restrained braces. Resulting reliability indices suggest a need for additional regulations in the Eurocodes that introduce reasonable structural reliability index limits for seismic design.

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26

Foroughi, Saeid, and Süleyman Bahadır Yüksel. "Investigation of moment-curvature and effective section stiffness of reinforced concrete columns." Challenge Journal of Structural Mechanics 7, no. 3 (September 15, 2021): 135. http://dx.doi.org/10.20528/cjsmec.2021.03.003.

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In determining the seismic performance of reinforced concrete (RC) structures in national and international seismic code, it is desired to use effective section stiffness of the cracked section in RC structural elements during the design phase. Although the effective stiffness of the cracked section is not constant, it depends on parameters such as the dimension of the cross-section, concrete strength and axial force acting on the section. In this study, RC column models with different axial load levels, concrete strength, longitudinal and transverse reinforcement ratios were designed to investigate effective stiffness. Analytically investigated parameters were calculated from TBEC (2018), ACI318 (2014), ASCE/SEI41 (2017), Eurocode 2 (2004) and Eurocode8 (2004, 2005) regulations and moment-curvature relationships. From the numerical analysis results, it is obtained that the axial load level, concrete strength, longitudinal and transverse reinforcement ratios have an influence on the effective stiffness factor of RC column sections. The calculated effective stiffness for RC columns increases with increasing transverse reinforcement ratio, longitudinal reinforcement ratio and concrete strength. Due to the increase of axial force, effective stiffness values of concrete have increased.

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27

Breitschaft, Günter. "The Structural Eurocodes." Structural Engineering International 1, no. 2 (May 1991): 47–49. http://dx.doi.org/10.2749/101686691780617724.

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28

Andrä, Hans-Peter. "Einführung der Eurocodes." Bautechnik 89, no. 4 (April 2012): 219–20. http://dx.doi.org/10.1002/bate.201290050.

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29

Tsuji, Y., and K. Matsui. "Future Stipulation of Structural Eurocodes and Contents of Present Eurocodes." Concrete Journal 50, no. 6 (2012): 520–23. http://dx.doi.org/10.3151/coj.50.520.

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30

CHATTERJEE, TJ, P. BARTLE, RP JOHNSON, RP OSBORNE, P. DAWE, D. ANDERSON, JC TAYLOR, DGE SMITH, A. LAWSON, and A. MCLEISH. "EUROCODE 4. SEMINAR." Proceedings of the Institution of Civil Engineers 84, no. 4 (August 1988): 787–819. http://dx.doi.org/10.1680/iicep.1988.185.

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31

Eggert, Helmut. "Zwischenruf: Gespenst Eurocode." Bautechnik 83, no. 9 (September 2006): 653–55. http://dx.doi.org/10.1002/bate.200690149.

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32

Timm, G. "Einwirkungen nach Eurocode." Beton- und Stahlbetonbau 91, no. 6 (June 1996): 125–26. http://dx.doi.org/10.1002/best.199600230.

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33

Ramírez, J. L. "El eurocódigo 9 "Proyecto de estructuras de aluminio"." Informes de la Construcción 51, no. 461 (June 30, 1999): 31–37. http://dx.doi.org/10.3989/ic.1999.v51.i461.848.

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34

Bellová, Mária. "EUROCODES: Structural Fire Design." Procedia Engineering 65 (2013): 382–86. http://dx.doi.org/10.1016/j.proeng.2013.09.059.

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35

Gulvanessian, Haig, and Ton Vrouwenvelder. "Robustness and the Eurocodes." Structural Engineering International 16, no. 2 (May 2006): 167–71. http://dx.doi.org/10.2749/101686606777962396.

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36

Tsuji, Y. "Stipulation of Structural Eurocodes and Influence of System and Contents of Eurocodes." Concrete Journal 48, no. 10 (2010): 10–17. http://dx.doi.org/10.3151/coj.48.10_10.

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37

Ruge, T. "Momentenumlagerung nach Eurocode 2." Beton- und Stahlbetonbau 88, no. 9 (September 1993): 241–47. http://dx.doi.org/10.1002/best.199300360.

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Cheung, Karen, Kim West, Hoe Yeow, and Brian Simpson. "Do Eurocodes make a difference?. Was ändert sich durch die Einführung der Eurocodes?" Geomechanics and Tunnelling 3, no. 1 (February 2010): 35–47. http://dx.doi.org/10.1002/geot.201000003.

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Gulvanessian, Haig. "EN 1990 Eurocode âBasis of structural designâ â the innovative head Eurocode." Steel Construction 2, no. 4 (December 2009): 222–27. http://dx.doi.org/10.1002/stco.200910030.

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Byfield, M. P., and D. A. Nethercot. "Eurocodes?failing to standardise safety." Civil Engineering 144, no. 4 (November 2001): 186–88. http://dx.doi.org/10.1680/cien.144.1.186.39550.

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Byfield, M. P., and D. A. Nethercot. "Eurocodes—failing to standardise safety." Proceedings of the Institution of Civil Engineers - Civil Engineering 144, no. 4 (November 2001): 186–88. http://dx.doi.org/10.1680/cien.2001.144.4.186.

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Stroetmann, Richard. "Zur Einführung der EN-Eurocodes." Stahlbau 79, no. 11 (November 2010): 777–78. http://dx.doi.org/10.1002/stab.201090134.

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Poutanen, Tuomo. "Code Calibration of the Eurocodes." Applied Sciences 11, no. 12 (June 12, 2021): 5474. http://dx.doi.org/10.3390/app11125474.

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This article addresses the process to optimally select safety factors and characteristic values for the Eurocodes. Five amendments to the present codes are proposed: (1) The load factors are fixed, γG = γQ, by making the characteristic load of the variable load changeable, it simplifies the codes and lessens the calculation work. (2) Currently, the characteristic load of the variable load is the same for all variable loads. It creates excess safety and material waste for the variable loads with low variation. This deficiency can be avoided by applying the same amendment as above. (3) Various materials fit with different accuracy in the reliability model. This article explains two options to reduce this difficulty. (4) A method to avoid rounding errors in the safety factors is explained. (5) The current safety factors are usually set by minimizing the reliability indexes regarding the target when the obtained codes include considerable safe and unsafe design cases with the variability ratio (high reliability/low) of about 1.4. The proposed three code models match the target β50 = 3.2 with high accuracy, no unsafe design cases and insignificant safe design cases with the variability ratio 1.07, 1.03 and 1.04.

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Lee, Su-Hyeon, and Byong-Jeong Choi. "Post Fire Residual Strength of the Wall-Slab Using Siliceous Concrete." Materials 14, no. 7 (April 5, 2021): 1793. http://dx.doi.org/10.3390/ma14071793.

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It is very important to understand the residual performance of a structure for repair, retrofit, and reuse of a building after a fire. In this study, an experiment is conducted on the residual performance of real-scale siliceous aggregates-based reinforced concrete (RC) wall-slab connection (WSC) after the fire, using the simple calculation method (SCM) of standards (Eurocode, ACI, and NIST) for comparison and analysis. A description of the WSC specimen and detailed methods for the experiment are introduced. The fire test is conducted according to the fire scenario by dividing it into one-sided and two-sided heating based on the wall. In the post-fire residual performance test, the load–displacement and moment-deflection angle relationship according to the fire time are derived and discussed. In addition, the residual mechanical properties after the fire are derived for the 35 MPa siliceous concrete used in the wall-slab specimen. The load and moment, derived using SCM, are compared with the experimental results. Our results show that the one-sided heating test result is close to that of Eurocode’s SCM, and the two-sided heating test result is close to that of ACI (NIST)’s SCM. This study provides a database on the residual strength through a real-scale fire test and standard comparison.

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Zhanabayeva, Assel, Nazerke Sagidullina, Jong Kim, Alfrendo Satyanaga, Deuckhang Lee, and Sung-Woo Moon. "Comparative Analysis of Kazakhstani and European Design Specifications: Raft Foundation, Pile Foundation, and Piled Raft Foundation." Applied Sciences 11, no. 7 (March 31, 2021): 3099. http://dx.doi.org/10.3390/app11073099.

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The introduction of Eurocode in Kazakhstan allows for the application of modern technological innovations and the elimination of technical barriers for the realization of international projects. It is significant to study the international standards and design requirements provided in Eurocode. This study presents a comparative analysis of Kazakhstani and European approaches for the geotechnical design of foundations and provides the design methods in the considered codes of practice. Three different types of foundations (i.e., raft, pile, and piled raft foundations) were designed following SP RK 5.01-102-2013—Foundations of buildings and structures, SP RK 5.01-103-2013—Pile foundations, and Eurocode 7: Geotechnical design for the Nur-Sultan soil profile. For all three types of foundations, the calculated results of bearing resistance and elastic settlement showed the conservativeness of Eurocode over SNiP-based Kazakhstani building regulations, as the values of bearing resistance and elastic settlement adhering to Kazakhstani code exceeded the Eurocode values. The difference between the obtained results can be explained by the application of higher values of partial safety factors by Eurocode 7. Sensitivity analysis of the bearing resistance on foundation parameters (i.e., raft foundation width and pile length) for the Kazakhstani and European approaches was performed to support the conclusions of the study.

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LEVI, F. "BRIEFING. EUROPEAN INFLUENCES - EUROCODE 2." Proceedings of the Institution of Civil Engineers - Civil Engineering 97, no. 2 (May 1993): 50–54. http://dx.doi.org/10.1680/icien.1993.23256.

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H. Ahmad, Shuaib, S. F. A. Rafeeqi, and Shamsoon Fareed. "Shear Predictions of Eurocode EC2." American Journal of Civil Engineering and Architecture 1, no. 2 (April 20, 2013): 43–46. http://dx.doi.org/10.12691/ajcea-1-2-4.

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Motzkus, Ulrich. "Berechnung von Wellblechsilos nach Eurocode." Stahlbau 87, no. 1 (January 2018): 38–43. http://dx.doi.org/10.1002/stab.201810551.

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Lener, Gerhard. "Beulnachweis nach Eurocode im Kranbau." ce/papers 1, no. 5-6 (December 2017): 116–23. http://dx.doi.org/10.1002/cepa.574.

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Larsen, H. J. "An introduction to Eurocode 5." Construction and Building Materials 6, no. 3 (January 1992): 145–50. http://dx.doi.org/10.1016/0950-0618(92)90005-j.

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