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Journal articles on the topic 'Eurokod 2'

Author: Grafiati

Published: 4 June 2021

Last updated: 1 February 2022

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1

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 (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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2

Jensen, Bjarne Christian, and Andrzej Lapko. "ON SHEAR REINFORCEMENT DESIGN OF STRUCTURAL CONCRETE BEAMS ON THE BASIS OF THEORY OF PLASTICITY." JOURNAL OF CIVIL ENGINEERING AND MANAGEMENT 15, no. 4 (2009): 395–403. http://dx.doi.org/10.3846/1392-3730.2009.15.395-403.

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Modern design of reinforced concrete structural members for shear is based on the theory of plasticity. This paper is written to contribute to the understanding of the inclination of the concrete strut in the inclined strut model for design of shear reinforcement in beams, which among others are used in Eurocode 2. The problem of inclination of the compression strut in truss model is analysed depending on shear reinforcement ratio and effectiveness ratio of concrete strength for compression. Also the understanding of necessary ductility in steel reinforcing bars is discussed in the paper and especially the needs of tests on translation capacity of the shear failure are here analysed. To explain these problems the paper gives a short introduction to the theory of plasticity of reinforced concrete in shear and the background for the equations, which are used in shear design according to Eurocode 2. Santrauka Šiuolaikinis gelžbetonio elementų skersinės armatūros skaičiavimas pagrįstas plastiškumo teorijos principais. Straipsnyje pateikti sijų skersinės armatūros skaičiavimo ypatumai, taikant įstrižojo statramsčio modelį, kuris taikomas ir Eurokode 2. Išnagrinėtas gniuždomojo strypo pavertimas santvaros modelyje, atsižvelgiant į skersinės armatūros ir efektyvaus gniuždomojo betono stiprio santykį. Aptartas armatūrinio plieno strypų stamantrumas, akcentuota sijų laikomosios galios šlyčiai eksperimentinių tyrimų būtinybė. Pateiktas gelžbetoninių sijų šlyties skaičiavimas, taikant plastiškumo teorijos principus. Aptartas Eurokode 2 šlyties skaičiavimams taikomų priklausomybių teorinis pagrindas.

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3

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

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4

Li, Wei, Fuchun Zhu, Jim Rasico, and Bachar Aljundi. "Development of Advanced EuroSID-2 and EuroSID-2re Radioss Dummies." SAE International Journal of Materials and Manufacturing 3, no. 1 (2010): 99–107. http://dx.doi.org/10.4271/2010-01-0215.

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5

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

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6

Pisani, Marco A. "Pre-stressing and Eurocode E.C.2." Engineering Structures 20, no. 8 (1998): 706–11. http://dx.doi.org/10.1016/s0141-0296(97)00101-6.

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7

Göttlich, Peter. "Begrenzung der Biegeschlankheit nach Eurocode 2." Beton- und Stahlbetonbau 107, no. 1 (2012): 38–45. http://dx.doi.org/10.1002/best.201100023.

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8

Siburg, Carsten, Josef Hegger, Johannes Furche, and Ulrich Bauermeister. "Durchstanzbewehrung für Elementdecken nach Eurocode 2." Beton- und Stahlbetonbau 109, no. 3 (2014): 170–81. http://dx.doi.org/10.1002/best.201300075.

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9

Schnell, Jürgen. "Memorandum des DAfStb zum Eurocode 2." Beton- und Stahlbetonbau 109, no. 5 (2014): 364. http://dx.doi.org/10.1002/best.201400026.

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10

Quast, U. "Nachweis der Knicksicherheit nach Eurocode 2." Beton- und Stahlbetonbau 80, no. 1 (1985): 13–18. http://dx.doi.org/10.1002/best.198500030.

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11

Ignatiadis, Anett, Frank Fingerloos, Josef Hegger, and Frederik Teworte. "Eurocode 2 - analysis of National Annexes." Structural Concrete 16, no. 1 (2015): 3–16. http://dx.doi.org/10.1002/suco.201400060.

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12

Tue, Nguyen Viet, and Katrin Turner. "Begrenzung der Rissbreite nach Eurocode 2." Beton- und Stahlbetonbau 111, no. 8 (2016): 516–21. http://dx.doi.org/10.1002/best.201600016.

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13

Engelmann, Michael, and Bernhard Weller. "Vorbild Spannbeton: Glasträger nach Eurocode 2." Beton- und Stahlbetonbau 113, no. 9 (2018): 676–87. http://dx.doi.org/10.1002/best.201800029.

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14

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

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Straipsnyje pateikta plieninių spragotinio skerspjūvio kolonų laikomųjų galių, apskaičiuotų vadovaujantis Lietuvoje galiojančių plieninių konstrukcijų projektavimo normų STR 2.05.08:2005 ir Eurokodo 3 nuostatomis, lyginamoji analizė. Skaičiavimai buvo atliekami vienodomis pradinėmis sąlygomis, tik naudoti skirtingi skaičiavimo metodai. Kai kuriais atvejais gautieji rezultatai yra labai prieštaringi ir reikalingi išsamesnės analizės ar eksperimentinių tyrimų. The paper presents the analysis of built-up laced axially loaded steel columns in light of Eurocode 3 and Lithuanian design code STR 2.05.08:2005. The theoretical part analyzes two design methods. Some cases indicate principal differences. According to STR, axial forces are equally divided into two parts for both chords. However, in Eurocode 3, axial force (formula 8) for one chord increases due to the additional bending moment (Formula 6) that depends on the shear stiffness of lacings (Formula 5). For very slender columns, the axial force of one chord, considering Eurocode 3, is 2.7 times bigger than that taking into account the STR method. Another big difference between the methods is that according to Eurocode 3 it is not necessary to check the overall stability of the built-up member round the z-z axis (only checking the stability of one chord round the z1-z1 axis is obligatory). Both methods require checking the stability of one chord round the y-y axis. In two cases, calculations referred to the same initial data (Table 1, 2) applying different design codes. The obtained results are presented in the diagrams. The first case shows that column slenderness in both planes equals λy = λz. The axially loaded column calculated with reference to the STR method has bigger bearing capacity reserve than that calculated considering the Eurocode 3 method. In this case, the stability of one chord round the y-y axis (Fig. 3) is the most dangerous. This example illustrates that the stability condition of the axially loaded column according to Eurocode 3 is not satisfied; thus, a necessity of increasing the column cross-section arises. The main reason for the latter situation is a different method used for calculating the axial force of one chord. This difference is greater for more slender columns. In the second case - column slenderness makes λy = λz/2. When slenderness is λz ≤ 100, the axially loaded column calculated according to the STR method has similar results compared to the Eurocode 3 method (Fig. 10). The most dangerous according to STR is the stability of the entire column round the z-z axis (Fig. 8), whereas in accordance with Eurocode 3 it appears to be the stability of one chord round the y-y axis (Fig. 9). In such a case, the stability condition of the axially loaded column according to Eurocode 3 has more reserve only when slenderness is λz > 100 (Fig. 10). Therefore, calculation according to Eurocode 3 is less safe if compared to the STR method. The main reason is that Eurocode 3 does not require checking the entire column stability round the z-z axis. Hence, for calculating slender columns according to Eurocode 3, some cases (λz > 100) are not very safe, which was also noticed in the numerical investigations provided by other authors Kalochairetis (2011). In some cases, results are controversial, and therefore it is necessary to perform additional analysis or experimental investigation.

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15

Hegger, Josef, Frank Häusler, and Marcus Ricker. "Zur Durchstanzbemessung von Flachdecken nach Eurocode 2." Beton- und Stahlbetonbau 103, no. 2 (2008): 93–102. http://dx.doi.org/10.1002/best.200700596.

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16

Hegger, Josef, Joost C. Walraven, and Frank Häusler. "Zum Durchstanzen von Flachdecken nach Eurocode 2." Beton- und Stahlbetonbau 105, no. 4 (2010): 206–15. http://dx.doi.org/10.1002/best.201000013.

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17

Windels, R. "Graphische Rissbreitenermittlung für Zwang nach Eurocode 2." Beton- und Stahlbetonbau 87, no. 8 (1992): 189–92. http://dx.doi.org/10.1002/best.199200320.

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18

Brüning, R., and F. Stangenberg. "Direktes Bemessungsverfahren für Rechteckquerschnitte nach Eurocode 2." Beton- und Stahlbetonbau 87, no. 10 (1992): 241–45. http://dx.doi.org/10.1002/best.199200410.

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19

Haro, C. E., and U. Quast. "Neuartige Hilfsmittel zur Stützenbemessung nach Eurocode 2." Beton- und Stahlbetonbau 89, no. 8 (1994): 209–16. http://dx.doi.org/10.1002/best.199400370.

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20

Quast, U. "Zur Kombination von Einwirkungen nach Eurocode 2." Beton- und Stahlbetonbau 91, no. 2 (1996): 25–29. http://dx.doi.org/10.1002/best.199600060.

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21

Pecić, Nenad, Snežana Mašović, and Saša Stošić. "Verification of deflection according to Eurocode 2." Structural Concrete 18, no. 6 (2017): 839–49. http://dx.doi.org/10.1002/suco.201600234.

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22

Biskinis, Dionysis, and Michael N. Fardis. "Cyclic shear resistance model for Eurocode 8 consistent with the second-generation Eurocode 2." Bulletin of Earthquake Engineering 18, no. 6 (2020): 2891–915. http://dx.doi.org/10.1007/s10518-020-00807-1.

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23

Davis, M. J. "EUROCVD-13." Chemical Vapor Deposition 8, no. 1 (2002): 7. http://dx.doi.org/10.1002/1521-3862(20020116)8:1<7::aid-cvde7>3.0.co;2-a.

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24

Bogensberger, Wolfgang. "Terrorismus – Bestandsaufnahme durch Europol." Neue Kriminalpolitik 20, no. 2 (2008): 47–48. http://dx.doi.org/10.5771/0934-9200-2008-2-47.

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25

Allendorf, M. D. "EUROCVD-12." Chemical Vapor Deposition 6, no. 1 (2000): 9–11. http://dx.doi.org/10.1002/(sici)1521-3862(200002)6:1<9::aid-cvde9>3.0.co;2-e.

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26

Vollum, R., and D. Parker. "External beam–column joints: design to Eurocode 2." Magazine of Concrete Research 60, no. 7 (2008): 511–21. http://dx.doi.org/10.1680/macr.2007.00126.

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27

Fingerloos, Frank. "Der Eurocode 2 für Deutschland - Erläuterungen und Hintergründe." Beton- und Stahlbetonbau 105, no. 6 (2010): 342–48. http://dx.doi.org/10.1002/best.201000017.

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28

Fingerloos, Frank. "Der Eurocode 2 für Deutschland - Erläuterungen und Hintergründe." Beton- und Stahlbetonbau 105, no. 7 (2010): 406–20. http://dx.doi.org/10.1002/best.201000021.

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29

Fingerloos, Frank. "Der Eurocode 2 für Deutschland - Erläuterungen und Hintergründe." Beton- und Stahlbetonbau 105, no. 8 (2010): 486–95. http://dx.doi.org/10.1002/best.201000039.

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30

Fingerloos, Frank. "Der Eurocode 2 für Deutschland - Erläuterungen und Hintergründe." Beton- und Stahlbetonbau 105, no. 9 (2010): 562–71. http://dx.doi.org/10.1002/best.201000044.

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31

Ignatiadis, Anett, Frank Fingerloos, Josef Hegger, and Frederik Teworte. "Auswertung der Europäischen Nationalen Anhänge zum Eurocode 2." Beton- und Stahlbetonbau 109, no. 12 (2014): 860–73. http://dx.doi.org/10.1002/best.201400065.

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32

Allgöwer, G., and R. Avak. "Bemessungstafeln nach Eurocode 2 für Rechteck- und Plattenbalkenquerschnitte." Beton- und Stahlbetonbau 87, no. 7 (1992): 161–64. http://dx.doi.org/10.1002/best.199200270.

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33

Mattheiß, J. "Vorbemessung knickgefährdeter Stahlbetonstützen mit Rechteckquerschnitt nach Eurocode 2." Beton- und Stahlbetonbau 89, no. 5 (1994): 129–31. http://dx.doi.org/10.1002/best.199400210.

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34

Wimmer, H. "Kippnachweis über Vergleichsschlankheiten im Rahmen von Eurocode 2." Beton- und Stahlbetonbau 93, no. 1 (1998): 20–22. http://dx.doi.org/10.1002/best.199800040.

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35

Ball, Peter. "Einwirkungskombinationen für Flachbodentanks nach Eurocode - Beispiele (Teil 2)." Stahlbau 84, no. 4 (2015): 285–90. http://dx.doi.org/10.1002/stab.201510260.

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36

Strauss, Alfred, Roman Wendner, Jürgen Suda, Konrad Bergmeister, and Robert Hofmann. "Bemessung eines Stützbauwerks nach Eurocode - Teil 2: Erdbebenbemessung." Bautechnik 87, no. 7 (2010): 404–17. http://dx.doi.org/10.1002/bate.201010031.

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37

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 (2013): 43–46. http://dx.doi.org/10.12691/ajcea-1-2-4.

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38

Milicevic, Ivan, and Nenad Pecic. "Creep and shrinkage of concrete according to Eurocode 2." Tehnika 72, no. 5 (2017): 655–63. http://dx.doi.org/10.5937/tehnika1705655m.

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39

Jędrzejczak, Marek, and Krzysztof Klempka. "Limitation of Stresses in Concrete According to Eurocode 2." MATEC Web of Conferences 117 (2017): 00067. http://dx.doi.org/10.1051/matecconf/201711700067.

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40

Tillmann, Mathias. "Der Eurocode 2 für Deutschland - Auswirkungen auf den Betonfertigteilbau." Beton- und Stahlbetonbau 106, no. 1 (2011): 2–10. http://dx.doi.org/10.1002/best.201010076.

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41

Curbach, Manfred, Gerhard Breitschaft, Karl Morgen, Lars Meyer, Christoph Müller, and Joachim Naumann. "Eurocode 2 oder DIN 1045: Brauchen wir das Neue?" Beton- und Stahlbetonbau 105, no. 6 (2010): 340–41. http://dx.doi.org/10.1002/best.201090046.

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42

Shekhovtsova, Zh B. "How it works? Group Eurocord." Russian Journal of Children Hematology and Oncology 2, no. 4 (2016): 77–78. http://dx.doi.org/10.17650/2311-1267-2015-2-4-77-78.

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43

Pavilionis, Žygimantas. "JONO PAULIAUS II IR BENEDIKTO XVI POŽIŪRIS Į EUROPOS SĄJUNGĄ." Politologija 59, no. 3 (2015): 3–28. http://dx.doi.org/10.15388/polit.2010.3.8297.

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Katalikų bažnyčia yra vienintelė institucija Europoje, nepertraukiamai veikianti ištisus kelis tūkstančius metų, jokia kita institucija ar organizacija Europoje tokiu tęstinumu pasigirti negali. Atitinkamai jokia kita institucija negali prilygti Bažnyčiai savo indėliu į Europos kūrimą. Dauguma Europos Sąjungos piliečių – net 260 milijonų – save laiko katalikais1. Tačiau dabartinės Europos Sąjungos, skaičiuojančios tik kelis savo gyvavimo dešimtmečius, vadovai naujausioje Lisabonos sutartyje nesugebėjo sutarti dėl nuorodos į krikščioniškas Europos Sąjungos šaknis. Šis Bažnyčios ir Europos Sąjungos pozicijų išsiskyrimas nėra atsitiktinis – tūkstantmečiais Bažnyčios puoselėjama Europos samprata dabartinėje Europos Sąjungoje tampa vis svetimesnė. Europos Sąjunga praranda savo metapolitinį arba dvasinį lygmenį, savo prasmę bei tikslą, pats Sąjungos funkcionavimas ar net išlikimas tampa jos savaiminiu tikslu. Savo ruožtu, Jonas Paulius II ir Benediktas XVI bandė ir bando paskatinti Europos Sąjungą atsigręžti į tūkstantmetes vertybes, kurios lėmė ilgametį Europos dominavimą pasaulyje. Jono Pauliaus II teigimu, „vyksta didžiulis dvasinis konfliktas ir nuo to, kaip jis baigsis, priklausys šio tūkstantmečio pradžioje besiformuojantis Europos veidas“2. Kokia yra ši Šventojo Sosto Europos Sąjungos samprata, kurią aktyviai bando skleisti Jonas Paulius II ir Benediktas XVI, tačiau kurios negali priimti dabartinė Europos Sąjunga?

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44

BEAL, A. N. "DRAFT EUROCODE 2. IS THIS THE FUTURE OF CONCRETE DESIGN?" Proceedings of the Institution of Civil Engineers - Structures and Buildings 99, no. 4 (1993): 377–85. http://dx.doi.org/10.1680/istbu.1993.25332.

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45

Cladera, A., and A. R. Marí. "Shear strength in the new Eurocode 2. A step forward?" Structural Concrete 8, no. 2 (2007): 57–66. http://dx.doi.org/10.1680/stco.2007.8.2.57.

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46

Vollum, R. L., T. Abdel-Fattah, M. Eder, and A. Y. Elghazouli. "Design of ACI-type punching shear reinforcement to Eurocode 2." Magazine of Concrete Research 62, no. 1 (2010): 3–16. http://dx.doi.org/10.1680/macr.2008.62.1.3.

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47

Ricker, Marcus, and Carsten Siburg. "Vergleich der Durchstanzbemessung nach Model Code 2010 und Eurocode 2." Beton- und Stahlbetonbau 109, no. 11 (2014): 771–82. http://dx.doi.org/10.1002/best.201400068.

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48

Litzner, H. U. "Grundlagen der Bemessung und Nachweis der Grenzzustände nach Eurocode 2." Beton- und Stahlbetonbau 80, no. 1 (1985): 1–7. http://dx.doi.org/10.1002/best.198500010.

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49

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

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50

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

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