Relevant bibliographies by topics / Eurocode1

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

Academic literature on the topic 'Eurocode1'

Author: Grafiati
Published: 4 June 2021
Last updated: 13 February 2022

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Journal articles on the topic "Eurocode1"

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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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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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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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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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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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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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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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. http://dx.doi.org/10.4314/njt.v36i3.14
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Dissertations / Theses on the topic "Eurocode1"

1

Al-Thairy, Haitham Ali Bady. "Behaviour and design of steel columns subjected to vehicle impact." Thesis, University of Manchester, 2012. https://www.research.manchester.ac.uk/portal/en/theses/behaviour-and-design-of-steel-columns-subjected-to-vehicle-impact(66efd62e-76d7-4847-9907-6004af34b63a).html.

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Columns are critical elements of any structure and their failure can lead to the catastrophic consequences of progressive failure. In structural design, procedures to design structures to resist conventional loads are well established. But design for accidental loading conditions is increasingly requested by clients and occupants in modern engineering designs. Among many accidental causes that induce column failure, impact (e.g. vehicular impact, ship impact, crane impact, impact by flying debris after an explosion) has rarely been considered in the modern engineering designs of civil engineering structures such as buildings and bridges. Therefore, most of the design requirements for structural members under vehicle impact as suggested by the current standards and codes such as Eurocode 1 are based on simple equations or procedures that make gross assumptions and they may be highly inaccurate. This research aims to develop more accurate methods of assessing steel column behaviour under vehicle impact.The first main objective of this study is to numerically simulate the dynamic impact response of axially loaded steel columns under vehicle impact, including the prediction of failure modes, using the finite element method. To achieve this goal, a numerical model has been proposed and validated to simulate the behaviour and failure modes of axially loaded steel columns under rigid body impact using the commercial finite element code ABAQUS/Explicit. Afterwards, an extensive parametric study was conducted to provide a comprehensive database of results covering different impact masses, impact velocities and impact locations in addition to different column boundary conditions, axial load ratios and section sizes. The parametric study results show that global buckling is the predominant failure mode of axially unrestrained compressed steel columns under transverse impact. The parametric study results have also revealed that column failure was mainly dependent on the value of the kinetic energy of impact. The parametric study has also shown that strain rate has a minor effect on the behaviour and failure of steel columns under low to medium velocity impact. The parametric study results have been used to develop an understanding of the detailed behaviour of steel columns under transverse impact in order to inform the assumptions of the proposed analytical method.To account for the effect of vehicle impact on the behaviour of steel columns, a simplified numerical vehicle model was developed and validated in this study using a spring mass system. In this spring mass system, the spring represents the stiffness characteristics of the vehicle. The vehicle stiffness characteristics can be assumed to be bilinear, with the first part representing the vehicle deformation behaviour up to the engine box and the second part representing the stiffness of the engine box, which is almost rigid. The second main objective of this research is to develop a simplified analytical approach that can be used to predict the critical velocity of impact on steel columns. The proposed method utilizes the energy balance principle with a quasi-static approximation of the steel column response and assumes global plastic buckling as the main failure mode of the impacted column. The validation results show very good agreement between the analytical method results and the ABAQUS simulation results with the analytical results tending to be on the safe side. A detailed assessment of the design requirements suggested by Eurocode 1, regarding the design of steel columns to resist vehicle impact, has shown that the equivalent static design force approach can be used in the design of moderately sized columns that are typically used in low multi-storey buildings (less than 10 storeys). For bigger columns, it is unsafe to use the Eurocode 1 equivalent static forces. It is acceptable to use a dynamic impulse in a dynamic analysis to represent the dynamic action of vehicle impact on columns, but it is important that both the column and vehicle stiffness values should be included when calculating the equivalent impulse force – time relationship. It is also necessary to consider the two stage behaviour of the impacting vehicle, before and after the column is in contact with the vehicle engine. A method has been developed to implement these changes.
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Widarda, Dina Rubiana. "Longitudinal forces in continuously welded rails due to nonlinear track-bridge interaction for loading sequences." Doctoral thesis, Saechsische Landesbibliothek- Staats- und Universitaetsbibliothek Dresden, 2009. http://nbn-resolving.de/urn:nbn:de:bsz:14-ds-1238081328011-05497.

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The use of continuously welded rails (CWR) governs the longitudinal stress caused by seasonal temperature changes, bending of supporting structure and braking/accelerating due to passing trains. Those three loads have been regulated in Eurocode1 and accomplished by the national codes like DIN Fb-101 in Germany. An additional loading case identified and treated in this thesis is the load due to a change of the coupling stiffness in longitudinal direction between the track and bridge. This additional load occurs as a consequence of the employment of a nonlinear stiffness law which increases the restoring force by a factor of 3 when the situation of the track changes from ‘unloaded’ to ‘loaded’ due to a passing train. This particular phenomenon has not been mentioned in the codes so far though it is a natural consequence of fundamental conditions in those codes. For CWR the longitudinal coupling between the rail and bridge plays an important role. This coupling interface is created either by a ballast, for a ballasted track, or by a fastening system in the case of slab track. The deformation state of the coupling interface characterizes the behaviour of the system, whether elastic or plastic. Therefore, the nonlinear behaviour is valid for the system. To accommodate the nonlinear nature, a sequential loading analysis is used, taking into account the loading history. As the change situation due to a passing train happens in a short time, the influence of the mass acceleration should be taken into account in the system’s equilibrium. This aspect is investigated by treating the dynamic load as an impulse-like load. However, a realistic load needs some time to affect the whole bridge, thus the continuous change of stiffness is used to simulate the dynamic analysis. There is a lack of information on determining the value of coupling stiffness in longitudinal direction caused by a passing train. Therefore, it is important to evaluate the coupling stiffness from field measurements in order to find reliable values. The implementation of the load onto several typical bridges shows that the change of the coupling stiffness increases the stresses and it should not be neglected. The evaluation of the load due to a change of the coupling stiffness accompanied by bending of the supporting structure gives satisfactory results by using the static analysis only. Thus, a dynamic analysis can be avoided. Multiple cycles of passing trains occurring after seasonal temperature change indicate a significant increase of elastic parts along the track-bridge coupling interface and a decrease in stresses in the rails. Thus the danger of deterioration is reduced significantly
Die Verwendung von durchgehend geschweißten Schienen auf Brücken führt zu zusätzlichen Längsspannungen infolge der Lastfälle jahreszeitliche Temperaturänderung, Brückendurchbiegung und Bremsen/Anfahren. Diese drei Lasten sind durch den Eurocode 1 vorgegeben und in die nationale deutsche Norm DIN Fb-101 integriert. In dieser Arbeit wird erstmals ein weiterer Lastfall identifiziert und behandelt, der durch den Wechsel der Koppelsteifigkeit in Längsrichtung zwischen Gleis und Tragwerk bei der Zugüberfahrt begründet wird. Dieser Lastfall wird hier mit „Ruck“ bezeichnet und ist eine zwangsläufige Konsequenz des nichtlinearen Längsverschiebewiderstandes, wie er im EC 1 und im DIN Fb-101 vorgegeben ist. Dennoch wurden die Auswirkungen auf das Systemverhalten bisher nicht untersucht. Bei einem Wechsel vom unbelasteten Gleis zum belasteten Gleis während einer Zugüberfahrt erhöht sich zum Beispiel der Längsverschiebewiderstand für ein Schottergleis um den Faktor 3! Die dadurch bedingte Veränderung des Zusammenwirkens zwischen Gleis und Tragwerk führt zu einer Veränderung des Systemzustandes und damit zu veränderten Schienenspannungen. Für durchgehend geschweißte Schienen spielt die Längskopplung zwischen Schiene und Brücke eine wesentliche Rolle. Beim Schottergleis wird sie dargestellt durch die Einbettung des Gleisrostes im Schotterbett im Zusammenwirken mit der Schienenbefestigung. Bei der festen Fahrbahn durch das Befestigungssystem. Für kleine Deformationen ist die Koppelsteifigkeit proportional zur Relativverschiebung zwischen Gleis und Brücke. Darüberhinaus geht das linear elastische Verhalten in ein quasi plastisches Verhalten mit konstanter Koppelkraft über. Folgerichtig ist die Behandlung einer Lastenfolge nur in inkrementeller Weise unter Einbeziehung der Verformungsgeschichte mechanisch korrekt. Die Lastfälle Bremsen/Anfahren, Brückendurchbiegung und Ruck ereignen sich nur während der Zugüberfahrt; also in relativ kurzer Zeit, dann allerdings mit einem erheblichen Lastgradienten. Somit stellt sich die Frage nach dem Einfluss der Massenbeschleunigungen, die in dieser Arbeit geklärt wird. Die im Fachbericht genanntenWerte für den Längsverschiebewiderstand des belasteten Gleises basieren auf einer relativ geringen Datenmenge. Aus diesem Grund werden die Messdaten einer umfangreichen Feldmessung mit Zugüberfahrten zu Aussagen über den Längsverschiebewiederstand herangezogen und die Problematik derartiger Messungen beleuchtet. Die unterschiedlichen Modellierungen des Lastfalls „Ruck“, einmal rein statisch und zum anderen dynamisch, ergeben übereinstimmende Schienenlängsspannungen für die statische und die kontinuierliche dynamische Variante. Somit kann auf die aufwändige dynamische Analyse verzichtet werden. Mehrere Zyklen von Zugüberfahrten im Anschluss an eine jahreszeitliche Temperaturänderung bewirken einen signifikanten Abbau der Durchrutschbereiche, also eine Erhöhung der elastischen Abschnitte in der Koppelfuge zwischen Bauwerk und Gleis verbunden mit einer Abnahme der Schienendruckspannungen. Somit hilft dieser Effekt dem System, der jahreszeitlichen Temperaturänderung zu widerstehen
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Widarda, Dina Rubiana. "Longitudinal forces in continuously welded rails due to nonlinear track-bridge interaction for loading sequences." Doctoral thesis, Technische Universität Dresden, 2008. https://tud.qucosa.de/id/qucosa%3A23616.

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The use of continuously welded rails (CWR) governs the longitudinal stress caused by seasonal temperature changes, bending of supporting structure and braking/accelerating due to passing trains. Those three loads have been regulated in Eurocode1 and accomplished by the national codes like DIN Fb-101 in Germany. An additional loading case identified and treated in this thesis is the load due to a change of the coupling stiffness in longitudinal direction between the track and bridge. This additional load occurs as a consequence of the employment of a nonlinear stiffness law which increases the restoring force by a factor of 3 when the situation of the track changes from ‘unloaded’ to ‘loaded’ due to a passing train. This particular phenomenon has not been mentioned in the codes so far though it is a natural consequence of fundamental conditions in those codes. For CWR the longitudinal coupling between the rail and bridge plays an important role. This coupling interface is created either by a ballast, for a ballasted track, or by a fastening system in the case of slab track. The deformation state of the coupling interface characterizes the behaviour of the system, whether elastic or plastic. Therefore, the nonlinear behaviour is valid for the system. To accommodate the nonlinear nature, a sequential loading analysis is used, taking into account the loading history. As the change situation due to a passing train happens in a short time, the influence of the mass acceleration should be taken into account in the system’s equilibrium. This aspect is investigated by treating the dynamic load as an impulse-like load. However, a realistic load needs some time to affect the whole bridge, thus the continuous change of stiffness is used to simulate the dynamic analysis. There is a lack of information on determining the value of coupling stiffness in longitudinal direction caused by a passing train. Therefore, it is important to evaluate the coupling stiffness from field measurements in order to find reliable values. The implementation of the load onto several typical bridges shows that the change of the coupling stiffness increases the stresses and it should not be neglected. The evaluation of the load due to a change of the coupling stiffness accompanied by bending of the supporting structure gives satisfactory results by using the static analysis only. Thus, a dynamic analysis can be avoided. Multiple cycles of passing trains occurring after seasonal temperature change indicate a significant increase of elastic parts along the track-bridge coupling interface and a decrease in stresses in the rails. Thus the danger of deterioration is reduced significantly.
Die Verwendung von durchgehend geschweißten Schienen auf Brücken führt zu zusätzlichen Längsspannungen infolge der Lastfälle jahreszeitliche Temperaturänderung, Brückendurchbiegung und Bremsen/Anfahren. Diese drei Lasten sind durch den Eurocode 1 vorgegeben und in die nationale deutsche Norm DIN Fb-101 integriert. In dieser Arbeit wird erstmals ein weiterer Lastfall identifiziert und behandelt, der durch den Wechsel der Koppelsteifigkeit in Längsrichtung zwischen Gleis und Tragwerk bei der Zugüberfahrt begründet wird. Dieser Lastfall wird hier mit „Ruck“ bezeichnet und ist eine zwangsläufige Konsequenz des nichtlinearen Längsverschiebewiderstandes, wie er im EC 1 und im DIN Fb-101 vorgegeben ist. Dennoch wurden die Auswirkungen auf das Systemverhalten bisher nicht untersucht. Bei einem Wechsel vom unbelasteten Gleis zum belasteten Gleis während einer Zugüberfahrt erhöht sich zum Beispiel der Längsverschiebewiderstand für ein Schottergleis um den Faktor 3! Die dadurch bedingte Veränderung des Zusammenwirkens zwischen Gleis und Tragwerk führt zu einer Veränderung des Systemzustandes und damit zu veränderten Schienenspannungen. Für durchgehend geschweißte Schienen spielt die Längskopplung zwischen Schiene und Brücke eine wesentliche Rolle. Beim Schottergleis wird sie dargestellt durch die Einbettung des Gleisrostes im Schotterbett im Zusammenwirken mit der Schienenbefestigung. Bei der festen Fahrbahn durch das Befestigungssystem. Für kleine Deformationen ist die Koppelsteifigkeit proportional zur Relativverschiebung zwischen Gleis und Brücke. Darüberhinaus geht das linear elastische Verhalten in ein quasi plastisches Verhalten mit konstanter Koppelkraft über. Folgerichtig ist die Behandlung einer Lastenfolge nur in inkrementeller Weise unter Einbeziehung der Verformungsgeschichte mechanisch korrekt. Die Lastfälle Bremsen/Anfahren, Brückendurchbiegung und Ruck ereignen sich nur während der Zugüberfahrt; also in relativ kurzer Zeit, dann allerdings mit einem erheblichen Lastgradienten. Somit stellt sich die Frage nach dem Einfluss der Massenbeschleunigungen, die in dieser Arbeit geklärt wird. Die im Fachbericht genanntenWerte für den Längsverschiebewiderstand des belasteten Gleises basieren auf einer relativ geringen Datenmenge. Aus diesem Grund werden die Messdaten einer umfangreichen Feldmessung mit Zugüberfahrten zu Aussagen über den Längsverschiebewiederstand herangezogen und die Problematik derartiger Messungen beleuchtet. Die unterschiedlichen Modellierungen des Lastfalls „Ruck“, einmal rein statisch und zum anderen dynamisch, ergeben übereinstimmende Schienenlängsspannungen für die statische und die kontinuierliche dynamische Variante. Somit kann auf die aufwändige dynamische Analyse verzichtet werden. Mehrere Zyklen von Zugüberfahrten im Anschluss an eine jahreszeitliche Temperaturänderung bewirken einen signifikanten Abbau der Durchrutschbereiche, also eine Erhöhung der elastischen Abschnitte in der Koppelfuge zwischen Bauwerk und Gleis verbunden mit einer Abnahme der Schienendruckspannungen. Somit hilft dieser Effekt dem System, der jahreszeitlichen Temperaturänderung zu widerstehen.
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Källung, Patrik, and Pontus Staaf. "Eurocodes : Beräkningsjämförelser mellan eurocodes och BKR." Thesis, Mälardalen University, School of Sustainable Development of Society and Technology, 2008. http://urn.kb.se/resolve?urn=urn:nbn:se:mdh:diva-4591.

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In the year 2010 a transition will take place here in Sweden from the present rules how to dimension buildings in to the common rules with have been developed in Europe, the Eurocodes. Eurocode is the term for a collection standard that contains calculation rules in how to dimension constructions and buildings. They are developed by the European standardize committee.

The purpose with this examination work is to get an insight of what changes this will contribute to, and how it will affect the dimensioning. Are there going to be any differences in the dimension you finally chose?

To investigate these possible differences two constructions will be calculated first in the present Swedish rules, and then in the coming eurocodes.

One of these two constructions will be build completely in steel, while the other will be build completely in concrete. The steel building will have a beam and a column dimensioned, the concrete building will likewise have a beam and a column dimensioned. To reach as equivalent comparison as possible will the same load, geometry and circumstance prevail for both standards. Limitation has been done to only dimensioning the beam and the column who is most charged.      

After we performed the calculations we could make the conclusion that dimensioning with Eurocode a higher efficiency was received, a 10 % higher efficiency on the materials. The strength of the material is with calculations with Eurocode higher, and so are the loads. One of the reasons for this is that the securityclass is added to the loads in Eurocodes and are drawn off from the strength of the materials in BKR.         


År 2010 kommer en övergång att ske i Sverige från de nuvarande reglerna att dimensionera bärverk enligt BBK till de gemensamma reglerna som tagits fram i Europa de så kallade Eurocodes. Eurokoder är benämningen på en samling standarder som innehåller beräkningsregler för dimensionering av bärverk till byggnader och anläggningar. De tas fram av den europeiska standardiseringskommittén.

Syftet med examensarbetet är att skapa en överblick om vilka förändringar detta kommer att leda till och hur detta kommer att påverka dimensionering av bärverk samt om det kommer att bli några skillnader i vilken dimension man slutligen väljer.

För att komma fram till skillnaderna mellan de två olika standarderna så kommer två byggnader att dimensioneras, Byggnaderna kommer först att dimensioneras enligt de nuvarande reglerna enligt BBK, därefter så kommer samma beräkningar göras enligt de nya reglerna enligt eurocodes.

Byggnaderna som kommer att dimensioneras kommer att bestå av två material antingen bestående av stål eller betong. Byggnaden bestående av stål kommer att ha balk och pelare i stål och den andra byggnaden kommer att ha en pelare och balk bestående av betong. För att få en så likvärdig jämförelse som möjligt mellan de två olika standarderna så kommer samma typ av laster och förhållanden att verka på elementen. Begräsningar har gjorts att bara dimensionera den mest belastade balken respektive pelaren.

Efter att vi utfört beräkningarna drog vi slutsatsen att vid dimensionering enligt Eurocode erhålls en 10 % högre utnyttjandegrad av materialet än vi dimensionering enligt BKR.   Generellt vid beräkningarna så blir hållfasthetsvärdena större för Eurocode, kompenserande blir då också lasten större. En anledning till detta är att säkerhetsfaktorn läggs på lasten i Eurocode och reducerar kapaciteten i materialet för BKR.


Beräkningsanalyser
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Arman, Björn, and Nordqvist Markus Damm. "Practical use of Eurocodes for design engineers." Thesis, Linköpings universitet, Institutionen för teknik och naturvetenskap, 2011. http://urn.kb.se/resolve?urn=urn:nbn:se:liu:diva-93180.

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In January 2011, Boverket’s Design Regulations (BKR) expired in Sweden. New so-called Eurocodes will be implemented instead. Eurocodes are design rules that will be the same for the whole Europe and the members of the European Free Trade Association (EFTA). In order to be efficient in all countries, despite different conditions regarding climate and geography, each country can select Nationally Determined Parameters (NDP). These parameters will be published by Boverket and Trafikverket in Sweden. This in the form of regulations called EKS (European construction standards) and VVFS (Vägverket’s traffic regulations). The purpose of this report is to make the transition from BKR to Eurocodes easier. The report responds to how the elements of the new Eurocodes are structured, what differences there are between BKR and Eurocodes and how the Eurocodes are used in practice. This is shown through a literature study that has been performed on parts from the material on which the Eurocodes are based and a number of example calculations there the Eurocodes has been used. These example calculations form the base for an annex in form of a collection of examples. By having this annex at hand the designer will be helped in his work when the transition occurs. From the collection of examples a "calculation of cumulative loads template" has been created. This is an Excel sheet that will help the designer in his work.
Den 1 januari 2011 slutade Boverkets konstruktionsregler (BKR) att gälla i Sverige. Istället ska nya europastandarder som kallas Eurokoder användas. Eurokoder är gemensamma konstruktionsregler för länder i EU samt medlemmar i Europeiska frihandelssammanslutningen (EFTA) . För att de ska fungera i alla länder, trots olika förutsättningar i till exempel klimat och geografi får varje land ge ut nationella bilagor. Dessa bilagor ges i Sverige ut av Boverket och Trafikverket i form av föreskrifter vid namn EKS (Europeiska konstruktionsstandarder) och VVFS (Vägverkets författningssamling). Syftet med denna rapport är att underlätta övergången från BKR till Eurokoder. Rapporten ger svar på hur delar av de nya Eurokoderna är uppbyggda samt vad det finns för skillnader gentemot BKR och hur de tillämpas i praktiken. Skillnaderna redovisas genom en litteraturstudie som gjorts på delar av det stora material som Eurokoderna omfattar. Till detta har exempelberäkningar med de nya Eurokoderna utförts. Dessa exempelberäkningar ligger sedan till grund för en bilaga i form exempelsamling. Genom att ha denna till hands när övergången sker, kan en konstruktör få hjälp i arbetet vid övergången. Med hjälp av exempelsamling har sedan en ”Lastnedräningsmall” skapats. Detta är ett Excelblad där laster matas in, för att på så sätt få ut dimensionerande värden.
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Engström, Jens. "A comparison between the Eurocodes and BKR." Thesis, Linköpings universitet, Institutionen för teknik och naturvetenskap, 2006. http://urn.kb.se/resolve?urn=urn:nbn:se:liu:diva-97169.

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Between the year 2008 and 2011 a new code of pracitce for construction of buildings will replace our present code. This new code is called Eurocodes and consists of ten different parts. In this degree thesis the different calculationmodels in Eurocodes and in our Swedish code of practice, BKR, is presented and compared. The fields included are Loads and combination of loads, Classes of safety and Concrete-/Steelstructures. The main purpose with this degree thesis is to investigate if there are any differences in the safetylevel between the codes. In order to do this, results from loadcalculations and calculations of materialcharaceristics have been compared. It can be stated that the safetyaspects is treated differently in the two codes. BKR gives the opportunity to adapt the safetylevel according to the buildings usage, which gives a more exact and costefficient system. At the same time calculations according to Eurocodes gives rougher dimensions and because of this a higher safetylevel.
Mellan år 2008 och 2011 kommer ett nytt regelverk för dimensionering av bärande konstruktioner i byggnader ersätta vårat nuvarande. Detta heter Eurocodes och består av tio olika delar. I detta examensarbete presenteras och jämförs de olika beräkningsmodeller som finns i Eurocodes och vårat svenska regelverk, BKR. De områden som berörs är Laster och lastkombinationer, Säkerhetsklasser och Betong-/Stålkonstruktioner. Det huvudsakliga syftet med examensarbetet är att klargöra eventuella skillnader i säkerhetsnivån mellan de olika normsystemen. För att kunna göra detta har resultat av beräkning av laster och materialegenskaper jämförts. Man kan konstatera att säkerhetsaspekten behandlas på olika sätt i de olika normerna. BKR ger möjligheten att anpassa säkerhetsnivån efter byggnadens användningsområde, vilket ger ett mera exakt och kostnadseffektivt system. Samtidigt ger beräkning med Eurocodes grövre dimensioner och med detta en högre säkerhetsnivå.
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Byfield, Michael Patrick. "Steel design and reliability using Eurocode 3." Thesis, University of Nottingham, 1996. http://eprints.nottingham.ac.uk/11145/.

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The twin aims of this research were to improve the presentation of codified design information and to investigate the methods used to calibrate the partial safety factors applied to resistance functions (ΎR-factors) so as to improve both the economy and the reliability of the predictions. A restructured version of EC3 (known as F-EC3) was developed by rearranging the design clauses on the basis of design tasks. This system enables the code to become more user-friendly. Hypertext versions of both EC3 and F-EC3 have been created on PC-based Microsoft Windows compatible software. The implications of hypertext on structural codes are investigated. The procedure used for calibrating the ΥR-factors contained within EC3 - (the Annex Z method) was reviewed and an alternative technique involving less assumption is proposed. A comprehensive set of measurements recording the material strength and the geometric properties of steel were obtained and collated. The large data set (over 7000 tests) was sufficient to evaluate the type of probability distribution characterising the variability of the basic material and geometric properties of structural steel. The resulting data were combined with experimental test results to determine the reliability of plate girder design and restrained beam design. The theoretical shear buckling resistance of plate girders (predicted by the simple post-critical and tension field, methods) was compared with experimental test results to determine reliability. The analysis demonstrated that plate girder design falls well short of the target reliability and an adjustment to the design methods is required in order to ensure safe design. A series of 4-point bending tests on laterally restrained beams were conducted to establish the accuracy of the Mpl.Rd resistance function. This study quantifies the degree of conservatism inherent in the Mpl.Rd design method and provides convincing evidence of the need to reduce the ΥR-factor applied to this resistance function. A modification is proposed to the design formulae which improves accuracy and permits the full moment capacity of restrained beams to be utilised.
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Karlsson, Niklas, and Jenny Öjemyr. "Rostfria stålkonstruktioner och rostskyddsbehandling av stålkonstruktioner enligt Eurocode." Thesis, KTH, Byggteknik och design, 2012. http://urn.kb.se/resolve?urn=urn:nbn:se:kth:diva-101825.

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Steel is an excellent material to build with, but consideration must be given to the fact that unprotected steel corrodes, rusts, therefore, as a rule, the steel must be protected in some way. This can be done by reducing the tendency of the steel to corrode by using stainless steel or by treating the steel with a protection method. The two most common methods of protection are corrosion protection paint and zinc coating. To determine the method, the corrosive category must first be evaluated and this is done in accordance to EN ISO 12944-2:1998. Stainless steel is available in many varieties but only some of them have properties that make them suitable for use as construction steels. There are many factors to be considered in the design of stainless steel to prevent corrosion from occurring. Design of stainless steel is slightly different from the design of plain carbon steel. In this thesis, only the differences are considered. There are many different systems of protective coating. These consist of at least two different layers of paint. Before the steel is painted, it must be pretreated to remove any impurities in the steel in order to get good adhesion. Galvanizing with a zinc coating can be done in a couple of ways, including hot-dip galvanizing and zinc spraying, where galvanizing is the most common method. When both galvanizing and painting is used it is called duplex systems. Which method that should be used depends on several factors such as economics, aesthetics and environmental impact. There is no simple solution, everything must be weighed and considered in each individual case.
Stål är ett utmärkt material att bygga med, men hänsyn måste tas till att oskyddat stål korroderar, rostar, därför ska stålet i regel rostskyddsbehandlas. Detta kan göras genom att minska stålets benägenhet för att korrodera genom att använda rostfritt stål eller genom att behandla stålet med någon skyddsmetod. De två vanligaste skyddsmetoderna är rostskyddsmålning och förzinkning. För att bestämma metod måste först korrosivitetsklassen bedömmas och det görs enligt SS-EN ISO 12944-2:1998. Rostfritt stål finns i många olika varianter och det är bara några av dessa som har egenskaper som gör att de kan användas till byggande. Det finns även många faktorer att tänka på för att förhindra att korrosion i rostfria konstruktioner uppstår. Dimensionering av rostfritt stål skiljer sig något från dimensionering av vanligt kolstål. I detta arbete tas endast skillnaderna upp. Det finns många olika färgsystem inom rostskyddsmålning. Dessa består av minst två stycken olika skikt med färg. Innan ett stål rostskyddsmålas måste det förbehandlas så att eventuella föroreningar på stålet försvinner och ger färgen bra vidhäftning. Förzinkning kan göras på ett par olika sätt, däribland varmförzinkning och sprutförzinkning där varmförzinkning är den vanligaste metoden. När både förzinkning och målning används fås så kallade duplexa system. Vilken metod som ska väljas för att skydda stålet mot korrosion beror på flera olika faktorer så som ekonomi, estetik och miljöpåverkan. Det finns ingen enkel lösningsmetod utan allt måste vägas samman och beaktas utefter varje enskilt fall.
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Jacobson, Linnea, and Viktor Karlsson. "Design Model for Driven Concrete Piles According to Eurocode." Thesis, Linköpings universitet, Kommunikations- och transportsystem, 2015. http://urn.kb.se/resolve?urn=urn:nbn:se:liu:diva-118573.

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Pålning är en vanlig grundläggningsmetod för att överföra laster från överliggande konstruktioner genom svaga eller instabila jordlager till fasta jordlager eller berg. En typ av påle som ofta används är den slagna spetsburna betongpålen som slås ned genom till exempel lös lera till fast berg. 2011 trädde Eurokod in som gällande regelverk för dimensionering av bärverk. Införandet innebar förändringar i dimensionering av bland annat slagna spetsburna betongpålar. Företaget WSP i Norrköping har tidigare använt ett beräkningshjälpmedel för att få en uppfattning om en spetsburen betongpåles bärförmåga. Detta beräkningshjälpmedel blev i och med införandet av Eurokod inte längre giltigt. En önskan från WSP var att klargöra vad som gäller för dimensionering av spetsburna betongpålar enligt Eurokod och att ett nytt beräkningshjälpmedel skulle skapas om så var möjligt. När litteraturstudien för examensarbetet utfördes stod det klart att inget samlat dokument som beskrev alla delar av dimensionering av slagna spetsburna betongpålar fanns. Syftet med examensarbetet blev i och med det att sammanställa och tydliggöra gällande regelverk kring dimensionering av slagna spetsburna betongpålar. I den teoretiska referensramen sammanställs gällande regler och tillvägagångssätt för att utföra dimensioneringsberäkningar för en slagen spetsburen betongpåle. Det som sammanställts kan ses som ett förslag på hur dimensionering av en slagen spetsburen betongpåle kan genomföras. Resultatet visar att det är möjligt att skapa ett tillförlitligt beräkningsprogram som kan beräkna bärförmågan hos en spetsburen betongpåle enligt Eurokod. Vid jämförelsen av bärförmågan beräknad med det tidigare beräkningshjälpmedlet och det nya visade det sig att det nya ger en högre bärförmåga och framförallt ett noggrannare beräknat resultat.
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Rabelo, Antonio Carlos Nogueira. "Dimensionamento de alvenaria estrutural segundo recomendações do Eurocode 6." Universidade Federal de Minas Gerais, 2004. http://hdl.handle.net/1843/FACO-6AYPLC.

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This work describes a study about the design of walls and lintels of structural masonry buildings. The safety verifications and limit states are based on Eurocode 6 [1996], following the global trend of probabilistic based design. Design aspects are discussed within this context and formulas based on ultimate limit state design are presented. In order to ilustrate the performed studies a pilot design of a fifteen floor builiding was developed, where the typical storey, mechanical storey and water reservoir are presented. The formwork project is also presented, with the description of the structural and non structural masonry. Wind effects are based on NBR 6123 [1988] and the design model consists of aligned frames, taking into account the pilot building symmetry. Vertical actions are based on NBR 6120 [1980] and slabs are considered to be in the elastic range. Safety checks and of structural member stability are performed in the design, as well as the reinforcement calculation, when required. In the event where design stresses are higher than the limit stresses in the blocks, but not high enough to indicate reinforcement, a grouting criteria is indicated in order to increase masonry strength. Another part of the present work is the determination of the masonry walls to be grouted and reinforced, as well as the design and detailing of a lintel (i.e., a beam over a window and/or door).
Este trabalho apresenta um estudo sobre o dimensionamento de paredes e lintéis de edifícios em alvenaria estrutural. As verificações de segurança e estados limites estão baseadas no Eurocode 6 [1996] seguindo a tendência mundial de fazer o dimensionamento através de métodos probabilísticos. Para isto, são abordados aspectos do cálculo, com deduções das fórmulas utilizadas tomando-se como base o método dos estados limites últimos. Para ilustrar os estudos realizados foi desenvolvido um projeto piloto de um edifício de 15 pavimentos, do qual se apresenta a planta do pavimento tipo, da casa de máquinas dos elevadores e da caixa dagua. Apresenta-se também os respectivos desenhos de formas, com a indicação das alvenarias estruturais e não estruturais. As ações devidas ao vento são baseadas na NBR 6123 [1988] e o processo de cálculo é o de pórticos alinhados, tendo em vista a simetria do edifício piloto. As ações verticais são baseadas na NBR 6120 [1980] e as lajes são calculadas no regime elástico. No dimensionamento são feitas as verificações de segurança e estabilidade das peças estruturais, bem como o cálculo das armaduras onde necessário. Nos casos em que as tensões de cálculo atuantes superam as tensões de cálculo resistentes dos blocos, mas não suficientemente altas para a indicação de armaduras, utiliza-se o critério de grauteamento dos blocos, com o intuito de aumentar a resistência da alvenaria. Faz parte do presente trabalho, indicações de todas as alvenarias grauteadas, das alvenarias armadas e um exemplo de cálculo e detalhamento de um lintel (viga sobre janela e/ou porta).
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Books on the topic "Eurocode1"

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

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

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IABSE Conference (1992 Davos, Switzerland). Structural Eurocodes: Report. Zürich: International Association for Bridge and Structural Engineering (IABSE), 1992.

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Bond, Andrew. Decoding Eurocode 7. London: Taylor & Francis, 2008.

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Delliou, Patrick Le. Béton précontraint aux eurocodes. Lyon: ENTPE, 2003.

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Johnson, R. P. Designers' handbook to Eurocode4. London: Thomas Telford, 1993.

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European Committee for Standardization. Eurocode 7: Geotechnical design. London: British Standards Institution, 1995.

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European Committee for Standardization. Eurocode 7: A commentary. London: Construction Research Communications Ltd., 1998.

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S, Narayanan R., ed. Designers' handbook to Eurocode 2. London: T. Telford, 1995.

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Milan, Holický, ed. Designers' handbook to Eurocode 1. London: T. Telford, 1996.

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Book chapters on the topic "Eurocode1"

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Barnes, Graham. "Geotechnical Eurocodes." In Soil Mechanics, 243–54. London: Macmillan Education UK, 2010. http://dx.doi.org/10.1007/978-0-230-36677-0_8.

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Rodier, F. "On a Conjecture of Macwilliams and Sloane." In Eurocode ’92, 89–95. Vienna: Springer Vienna, 1993. http://dx.doi.org/10.1007/978-3-7091-2786-5_8.

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Levy-dit-Vehel, F. "On Duals of Binary Primitive BCH Codes." In Eurocode ’92, 51–63. Vienna: Springer Vienna, 1993. http://dx.doi.org/10.1007/978-3-7091-2786-5_5.

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

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

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

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

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

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

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

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Conference papers on the topic "Eurocode1"

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Braun, Markus, Bernd Schuppener, Thomas Richter, Franz Ruppert, and Martin Ziegler. "German Proposals for the Revision of Eurocode 7 “Geotechnical design”." In The 13th Baltic Sea Region Geotechnical Conference. Vilnius Gediminas Technical University, 2016. http://dx.doi.org/10.3846/13bsgc.2016.006.

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After implementing the Eurocodes, concerns were raised that the set of rules and regulations is not suitable for the designer’s day-to-day use. The first generation of Eurocodes consists of 58 codes with more than 5,200 pages. Moreover, practitioners have to cope with national supplementary codes. As a result, an “Initiative on Improving the Practicability of Technical Rules for Building Constructions” (PRB) was established by the German construction industry and associations of structural engineers in 2011. As part of the initiative, a Project Group for Geotechnical Design was established alongside groups for the other Eurocodes, with the aim of streamlining Eurocode 7 and reducing the number of design approaches and partial safety factors. The paper will analyse the shortcomings of the two parts of Eurocode 7 and present a concept for a more concise and user-friendly code. Furthermore, comparative calculations have been performed for standard geotechnical design applications to investigate the potential for European harmonization in geotechnical design. The results are described and it is shown how they can be incorporated in the revision of EC 7. Moreover, a new formula for verifying geotechnical ultimate limit states is presented which formally covers all design approaches and also enables other parameters such as consequence classes, human error etc. to be incorporated by applying different multiplicative partial safety factors.
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Yang, Jie, Dennis Lam, Xianghe Dai, and Therese Sheehan. "Experimental study on demountable shear connectors in profiled composite slabs." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.6959.

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This paper presents an experimental study on demountable shear connectors in profiled composite slabs. Overall, three groups of push-off tests were conducted to assess the shear capacity, stiffness and ductility of the shear connectors. In all the specimens, a pair of shear studs were used per trough and were bolted to each side of the flange of a loading beam. Different concrete strength, embedment height of the shear studs and reinforcement cage were considered. Particularly, a joint was made between the pair studs in two groups of specimens when casting and formed two completely separate slabs per half specimen, to evaluate the load transfer between the pair studs. The experimental results showed that the shear capacity and behavior of the demountable connectors in separate slabs and continuous slab were both similar to the welded connectors and could fulfill the 6mm minimum ductility requirement stated in Eurocode 4 if proper embedment height of connector was used. The shear capacities of the tested specimens were compared against the calculated results obtained from the equations used for welded shear connectors in Eurocode 4 and bolted connections in Eurocode 3. Generally, the Eurocodes prediction underestimated the shear capacities of the push-off specimens.
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Demonceau, Jean-François. "Characterisation of beam-to-column composite joints beyond current Eurocode provisions." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7260.

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In EN 1994-1, design rules are given for the evaluation of the mechanical properties of structural steel-concrete composite joints (rotational stiffness, resistance and ductility) based on the component method offered in EN 1993-1-8 and adding specific components for composite joints. These rules cover only the situations for the joints subjected to shear forces and hogging moments. However, during the last decades, researches have been conducted on the behaviour of composite joints subjected to different kind of actions such as sagging bending moments, cyclic loadings, combined bending moments and axial loads, elevated temperatures etc. with the objective of improving/extending the rules presently proposed in the Eurocodes design rules. As an outcome of the Technical Committee 11 of the European Convention of Constructional Steelwork (ECCS) dedicated to the behaviour of composite structures, a publication summarising these recent developments and their main outcomes is under finalisation. Within the present paper, it is proposed to highlight these main outcomes which could be seen as proposals for future improvements of the beam-to-column provisions in Eurocodes in general and of Eurocode 4 in particular.
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Simpson, B. "Eurocode 7." In Proceedings of the International Workshop. WORLD SCIENTIFIC, 2003. http://dx.doi.org/10.1142/9789812704252_0016.

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Lunabba, Torsten, Milla Ranta, Kimmo Julku, and Heikki Lilja. "Fatigue accumulation comparison of simulated traffic flow and design loads." In IABSE Symposium, Guimarães 2019: Towards a Resilient Built Environment Risk and Asset Management. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/guimaraes.2019.0713.

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<p>The authors present a fatigue load analysis parallel to their previous studies on simulated site- specific traffic flow and its comparison to static design load models (IABSE, Stockholm 2016, Lunabba et.al.) and fatigue load models (IABSE, Copenhagen, 2018, Lunabba et.al). This research paper expands the previous study to fatigue accumulation analysis of bridges with varying span lengths and transversal stiffness and presents a method where a typical site-specific traffic flow can be compared to Eurocode design load models for fatigue assessment. The accumulated fatigue damage (for typical material dependent SN-curves) of simulated traffic was firstly compared to the characteristic static load model LM1 and secondly to accumulated fatigue damage caused by design fatigue load models FLM1 and FLM3. The study was conducted to one, two and three span bridges having variable span lengths and transversal stiffness characteristics. The study took into account the differences of the load placement (according to Eurocode design loads are placed on the notional lane, but simulated load is placed on the real traffic lanes of the bridge). The study gives guidance to national authorities to pinpoint the most vulnerable bridge types in the bridge stock and the bridges sensitivity to frequent heavy special transportations. In addition, important information about the behaviour and functionality of Eurocode’s fatigue design approach is gained.</p>
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Nethercot, David A. "Adopting the Structural Eurocodes." In Structures Congress 2005. Reston, VA: American Society of Civil Engineers, 2005. http://dx.doi.org/10.1061/40753(171)143.

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Simpson, Brian. "Eurocode 7 and Robustness." In Geo-Risk 2017. Reston, VA: American Society of Civil Engineers, 2017. http://dx.doi.org/10.1061/9780784480694.004.

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Stujberová, Magdalena, and Rudolf Ároch. "Study of Column Buckling Lengths of Braced and Unbraced Frames in Fire Situations." In IABSE Congress, New York, New York 2019: The Evolving Metropolis. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2019. http://dx.doi.org/10.2749/newyork.2019.1176.

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<p>The problem of fire resistance of steel structures is still a very actual topic, because there is a need to suitably evaluate the fire resistance and safety of structures exposed to fire hazard. Rules given in the parts of structural Eurocodes devoted to fire design do not cover all relevant design issues. In the case of the buckling resistance of steel columns exposed to fire the Eurocode gives rules only for braced frames in which each storey comprises a separate fire compartment, where it is possible to reduce the buckling length to 0.5L (intermediate storey) or 0.7L (top storey) thanks to the fact, that the hot column is „fixed“ to the cold ones in the storeys above and under. For the case of unbraced frames there are no special rules, the columns should be verified with the procedures as for normal temperature design. Several authors dedicated their efforts to the problem of modelling the real behaviour of entire frame buildings in fire situation. The aim of this paper is to show the behaviour of braced and unbraced frame structure by simple analysis with a FEM programme and to compare the results with some other procedures from the literature.</p>
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9

Orr, Trevor L. L. "Development and implementation of Eurocode 7." In Proceedings of the International Symposium. WORLD SCIENTIFIC, 2006. http://dx.doi.org/10.1142/9789812772480_0004.

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10

Botsis, Ch, G. Anagnostides, and N. Kokavesis. "Seismic Design of Cylindrical and Spherical Storage Tanks According to API and Eurocode: A Difficult Merge in Design Philosophies." In ASME 2003 Pressure Vessels and Piping Conference. ASMEDC, 2003. http://dx.doi.org/10.1115/pvp2003-2109.

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Herein a comprehensive review and comparison of the parameters used in design of cylindrical tanks according to API 650 and Eurocodes is presented. API 650 is extensively used in many countries, including Greece, for the design of storage tanks. The European Community has developed a set of structural design codes named Eurocodes. They are the gathering and combination of existing design knowledge of many member states. Some of these codes are already mandatory in many member states, whereas others are still under discussion and improvement. The design of storage tanks is covered in the last editions of Eurocodes. It was found that the seismic design according to Eurocodes is more conservative that of API 650. As compared to API 650, the thickness of the first, second, and third courses of storage tanks needs to be increased by 15% or 20% on average, when the seismic design requirements of Eurocodes is used. Similarly the thickness of the bottom plate under the first course, must also be increased to comply with the seismic design requirements of Eurocodes. Most likely Eurocodes will be mandatory in the European Union, and therefore it is important to study and discuss the main differences between API 650 and Eurocodes. Undoubtedly API 650 is a historic and well-tested code. It has been applied in the design of storage tanks all over the world, however compliance with local and European laws is required to issue an installation license.
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Reports on the topic "Eurocode1"

1

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

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