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Journal articles on the topic 'Eurocode 8'

Author: Grafiati

Published: 4 June 2021

Last updated: 18 February 2022

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1

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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2

Elghazouli, Ahmed Y., and Richard J. Peppin. "Seismic Design of Buildings to Eurocode 8." Noise Control Engineering Journal 59, no. 2 (2011): 212. http://dx.doi.org/10.3397/1.3532782.

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3

Mclean, Simon. "Seismic Design of Buildings to Eurocode 8." Journal of Building Appraisal 5, no. 4 (March 2010): 369–70. http://dx.doi.org/10.1057/jba.2010.3.

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4

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 (February 28, 2020): 2891–915. http://dx.doi.org/10.1007/s10518-020-00807-1.

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5

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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6

Anagnostopoulos, S. A., M. T. Kyrkos, A. Papalymperi, and E. Plevri. "Should accidental eccentricity be eliminated from Eurocode 8?" Earthquakes and Structures 8, no. 2 (February 25, 2015): 463–84. http://dx.doi.org/10.12989/eas.2015.8.2.463.

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7

Pitilakis, Kyriazis, Evi Riga, and Anastasios Anastasiadis. "Design spectra and amplification factors for Eurocode 8." Bulletin of Earthquake Engineering 10, no. 5 (July 25, 2012): 1377–400. http://dx.doi.org/10.1007/s10518-012-9367-6.

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8

CHANDLER, A. M., J. C. CORRENZA, and G. L. HUTCHINSON. "ULTIMATE LIMIT STATE SEISMIC TORSIONAL PROVISIONS IN EUROCODE 8." Proceedings of the Institution of Civil Engineers - Structures and Buildings 110, no. 1 (February 1995): 86–97. http://dx.doi.org/10.1680/istbu.1995.27307.

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9

SEVERN, R. T. "EUROPEAN EXPERIMENTAL RESEARCH IN EARTHQUAKE ENGINEERING FOR EUROCODE 8." Proceedings of the Institution of Civil Engineers - Structures and Buildings 134, no. 3 (August 1999): 205–17. http://dx.doi.org/10.1680/istbu.1999.31564.

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10

Sedlacek, G. "The design of steel structures according to Eurocode 8." Journal of Constructional Steel Research 29, no. 1-3 (January 1994): 209–19. http://dx.doi.org/10.1016/0143-974x(94)90063-9.

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11

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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12

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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13

Bulajic, Borko, Miodrag Manic, and Djordje Ladjinovic. "Towards preparation of design spectra for Serbian national annex to Eurocode 8: Part II. Usage of the UHS approach instead of normalized spectral shapes scaled by a single PSHA parameter." Facta universitatis - series: Architecture and Civil Engineering 10, no. 3 (2012): 259–74. http://dx.doi.org/10.2298/fuace1203259b.

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Eurocode 8 spectra are scaled by the peak ground acceleration values that are defined for the given site through a probabilistic seismic hazard analyses (PSHA). However, spectra that are created by combining the empirical shapes with the single PSHA-defined scaling factor will not represent the so-called Uniform Hazard Spectra (UHS). Moreover, the very shape (Type 1 or Type 2) of the Eurocode 8 elastic spectrum is selected with respect to the magnitude of the earthquakes ?that will contribute most to the seismic hazard defined for the purpose of probabilistic hazard assessment??. Such definition is somewhat obscure since these ?most contributing? earthquakes are, even at the same site and for the same probability i.e. for the same ?return period?, different (in a general case) for different vibration periods, while the whole Eurocode 8 spectrum is scaled by using only the PSHA estimate of the peak ground acceleration. In this Paper we present an illustrative example of the Uniform Hazard Spectra for the city of Belgrade and compare the obtained UHS spectra, as well as the scenario empirical spectra scaled for different earthquake parameters, to the corresponding Eurocode 8 spectra, further pointing out the intrinsic ambiguities in the current EC8 suggestions for creation of design spectra.

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14

Hayhurst, C. J., and J. R. Maguire. "Draft eurocode 8—sample seismic force calculations for discussion purposes." Earthquake Engineering & Structural Dynamics 16, no. 5 (July 1988): 775–79. http://dx.doi.org/10.1002/eqe.4290160511.

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15

MOGHADAM, A. S., and W. K. TSO. "EXTENSION OF EUROCODE 8 TORSIONAL PROVISIONS TO MULTI-STOREY BUILDINGS." Journal of Earthquake Engineering 4, no. 1 (January 2000): 25–41. http://dx.doi.org/10.1080/13632460009350361.

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16

Akkermann, Jan. "Erdbebensicherheit von Stahlbeton‐Bestandstragwerken im Kontext der Eurocode‐8‐Anwendung." Bautechnik 98, no. 4 (March 10, 2021): 263–76. http://dx.doi.org/10.1002/bate.202100008.

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17

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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18

Nabilah, Abu Bakar, Chan Ghee Koh, Nor Azizi Safiee, and Nik Norsyahariati Nik Daud. "Effect of Flexible Soil in Seismic Hazard Assessment for Structural Design in Kuala Lumpur." International Journal of Geotechnical Earthquake Engineering 10, no. 1 (January 2019): 30–42. http://dx.doi.org/10.4018/ijgee.2019010103.

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Kuala Lumpur, Malaysia, is considered to be safe against an earthquake threat. However, tremors felt by occupants due to long distance earthquakes from Sumatra has raised concern on building safety in this region. Consequently, Malaysia will adopt the Eurocode 8 for seismic design. The suitability of this code must be studied especially on the threat from far field earthquakes. Thus, site specific hazard assessment has been conducted on seven flexible soil sites in Kuala Lumpur, based on modified time history. The peak ground acceleration (PGA) falls in the category of very low seismicity, however, the amplifications are much higher than recommended by Eurocode 8. The period limits for maximum accelerations are also much higher compared to the value in the code, especially for flexible soils. Adoption of Eurocode 8 for seismic design in this region should be studied to include the effects of high period motions in flexible soils, especially on the amplification factors and its corner periods.

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19

Sivý, Martin, and Miloš Musil. "Seismic Resistance of Storage Tanks Containing Liquid in Accordance with Principles of Eurocode 8 Standard." Strojnícky casopis – Journal of Mechanical Engineering 66, no. 2 (November 1, 2016): 79–88. http://dx.doi.org/10.1515/scjme-2016-0021.

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Abstract Large capacity tanks storing various liquids are important components in distribution and transmission systems. During operation tanks can be subjected to different types of loading. Therefore, maximum attention must be paid to the tank design to capture all possible causes and forms of failures. The article deals with the procedure for seismic resistance of liquid storage tanks which are in accordance with the principles of Eurocode 8 standard. The seismic analysis is performed on flexible (steel) circular vertical ground-supported model of tank containing liquid (water). The main aim is to determine basic seismic characteristics, distributions of hydrodynamic pressure, dynamic properties and response of investigated tank-liquid system subjected to earthquake excitation (El Centro). Seismic analysis and results comparison are carried out on mechanical spring-mass model (Eurocode 8) and finite element model (ANSYS).

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20

Bonev, Zdravko, and Stanislav Dospevski. "Eurocode 8: Use of advantageous formulations for improved and safe design." Gradjevinski materijali i konstrukcije 57, no. 3 (2014): 3–20. http://dx.doi.org/10.5937/grmk1403003b.

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21

Eibl, J., and E. Keintzel. "Vergleichsberechnungen zur Erdbebenauslegung von Massivbauten nach DIN 4149 und Eurocode 8." Beton- und Stahlbetonbau 89, no. 1 (January 1994): 9–16. http://dx.doi.org/10.1002/best.199400030.

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22

Eibl, J., and E. Keintzel. "Vergleich der Erdbebenauslegung von Stahlbetonbauten nach DIN 4149 und Eurocode 8." Beton- und Stahlbetonbau 90, no. 9 (September 1995): 217–22. http://dx.doi.org/10.1002/best.199500360.

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23

Eibl, J., and E. Keintzel. "Zähigkeit und Beanspruchbarkeit von Stahlbetonbauteilen mit abgeplatzter Betondeckung nach Eurocode 8." Beton- und Stahlbetonbau 90, no. 10 (October 1995): 245–51. http://dx.doi.org/10.1002/best.199500400.

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24

Günaydın, Egemen, and Cem Topkaya. "Fundamental periods of steel concentrically braced frames designed to Eurocode 8." Earthquake Engineering & Structural Dynamics 42, no. 10 (January 7, 2013): 1415–33. http://dx.doi.org/10.1002/eqe.2279.

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25

Bommer, Julian J., and Rui Pinho. "Adapting earthquake actions in Eurocode 8 for performance-based seismic design." Earthquake Engineering & Structural Dynamics 35, no. 1 (2005): 39–55. http://dx.doi.org/10.1002/eqe.530.

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26

Iervolino, Iunio, Giuseppe Maddaloni, and Edoardo Cosenza. "Eurocode 8 Compliant Real Record Sets for Seismic Analysis of Structures." Journal of Earthquake Engineering 12, no. 1 (January 3, 2008): 54–90. http://dx.doi.org/10.1080/13632460701457173.

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27

Causse, Mathieu, Aurore Laurendeau, Matthieu Perrault, John Douglas, Luis Fabian Bonilla, and Philippe Guéguen. "Eurocode 8-compatible synthetic time-series as input to dynamic analysis." Bulletin of Earthquake Engineering 12, no. 2 (November 5, 2013): 755–68. http://dx.doi.org/10.1007/s10518-013-9544-2.

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28

Silva, A., L. Macedo, R. Monteiro, and J. M. Castro. "Earthquake-induced loss assessment of steel buildings designed to Eurocode 8." Engineering Structures 208 (April 2020): 110244. http://dx.doi.org/10.1016/j.engstruct.2020.110244.

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29

Macedo, L., and J. M. Castro. "Collapse performance assessment of steel moment frames designed to Eurocode 8." Engineering Failure Analysis 126 (August 2021): 105445. http://dx.doi.org/10.1016/j.engfailanal.2021.105445.

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30

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 (December 31, 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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31

Wang, Yu Dong, Elide Nastri, Lucia Tirca, Rosario Montuori, and Vincenzo Piluso. "Comparative Response of Earthquake Resistant CBF Buildings Designed According to Canadian and European Code Provisions." Key Engineering Materials 763 (February 2018): 1155–63. http://dx.doi.org/10.4028/www.scientific.net/kem.763.1155.

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In this study, both Canadian and European code provisions for steel concentrically braced frames (CBF) are discussed and issues addressing ductility classes for brace cross-sections, q factor value and brace configurations as covered in Eurocode 8 are presented. From comparison with the Canadian provisions it is concluded that beams and columns of CBFs designed according to Eurocode 8 could be under-design when braces perform in the inelastic range. A prototype 8-storey CBF building with multi-storey X-braces is designed and analysed in agreement with both code provisions. The nonlinear seismic responses are presented in terms of interstorey drift, residual interstorey drift and floor acceleration. It was concluded that both buildings are able to yield similar base shear, show similar floor acceleration while the European building undergoes larger residual interstorey drift.

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32

Blagojević, Predrag, Svetlana Brzev, and Radovan Cvetković. "Simplified Seismic Assessment of Unreinforced Masonry Residential Buildings in the Balkans: The Case of Serbia." Buildings 11, no. 9 (September 3, 2021): 392. http://dx.doi.org/10.3390/buildings11090392.

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The paper presents a study on the existing low-rise unreinforced masonry (URM) buildings constructed in the period from 1945 to 1980 in Serbia and neighbouring countries in the Balkans. Buildings of this typology experienced damage in a few earthquakes in the region, including the 2010 Kraljevo, Serbia earthquake and the 2020 Petrinja, Croatia earthquake. The focus of the study is a seismic design approach for Simple masonry buildings according to Eurocode 8, Part 1, which is based on the minimum requirements for the total wall area relative to the floor plan area, which is referred to as Wall Index (WI) in this paper. Although the intention of Eurocode 8 is to use WI for design of new buildings, the authors believe that it could be also used for seismic assessment of existing masonry buildings in pre- and post-earthquake situations. A study on 23 URM buildings damaged in the 2010 Kraljevo, Serbia earthquake has been presented to examine a relationship between the WI and the extent of earthquake damage. Seismic evaluation of a typical 3-storey URM building damaged in the 2010 earthquake was performed according to the requirements of seismic design codes from the former Yugoslavia and Eurocode 8.

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33

Lestuzzi, Pierino, and Lorenzo Diana. "Accuracy Assessment of Nonlinear Seismic Displacement Demand Predicted by Simplified Methods for the Plateau Range of Design Response Spectra." Advances in Civil Engineering 2019 (September 19, 2019): 1–16. http://dx.doi.org/10.1155/2019/1396019.

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The nonlinear seismic displacement demand prediction for low-period structures, i.e., with an initial fundamental period situated in the plateau of design response spectra, is studied. In Eurocode 8, the computation of seismic displacement demands is essentially based on a simplified method called the N2 method. Alternative approaches using linear computation with increased damping ratio are common in other parts of the world. The accuracy of three methods for seismic displacement demand prediction is carefully examined for the plateau range of Type-1 soil class response spectra of Eurocode 8. The accuracy is assessed through comparing the displacement demand computed using nonlinear time-history analysis (NLTHA) with predictions using simplified methods. The N2 method, a recently proposed optimization of the N2 method, and the Lin and Miranda method are compared. Nonlinear single-degree-of-freedom systems are subjected to several sets of recorded earthquakes that are modified to match design response spectra prescribed by Eurocode 8. The shape of Eurocode 8 response spectra after the plateau is defined by a constant pseudovelocity range (1/T). However, the slope of this declining branch may be specified using precise spectral microzonation investigation. However, the N2 method has been found to be particularly inaccurate with certain microzonation response spectra that are characterized by a gently decreasing branch after the plateau. The present study investigates the impact of the slope of the decreasing branch after the plateau of response spectra on the accuracy of displacement demand predictions. The results show that the accuracy domain of the N2 method is restricted to strength reduction factor values around 3.5. Using the N2 method to predict displacement demands leads to significant overestimations for strength reduction factors smaller than 2.5 and to significant underestimations for strength reduction factors larger than 4. Fortunately, the optimized N2 method leads to accurate results for the whole range of strength reduction factors. For small values of strength reduction factors, up to 2.5, the optimized N2 method and the Lin and Miranda method both provide accurate displacement demand predictions. However, the accuracy of displacement demand prediction strongly depends on the shape of the response spectrum after the plateau. A gently decreasing branch after the plateau affects the accuracy of displacement demand predictions. A threshold value of 0.75 for the exponent of the decreasing branch (1/Tα) after the plateau is proposed. This issue should be considered for the ongoing developments of Eurocode 8.

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34

Boudina, Abdellah, and Malek Hammoutene. "Generation of seismic excitations compatible with target spectrum: application to Eurocode 8." World Journal of Engineering 18, no. 1 (December 4, 2020): 122–35. http://dx.doi.org/10.1108/wje-02-2020-0042.

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Purpose This paper aims to artificially generate seismic accelerograms compatible with the response spectrum imposed as a function of the given environmental parameters such as magnitude, epicentral distance and type of soil. This study is necessary for the non-linear dynamic analysis of structures in regions where real seismic records are not available. Design/methodology/approach First, a stochastic iterative method is used to estimate the spectral densities of acceleration power from the respective target response spectra. Thereafter, based on the superposition of seismic waves, a subsequent iterative procedure, which implicitly takes into account the non-stationary character of temporal intensity content of strong ground motions, is developed to synthesize, from these power spectral density, the corresponding acceleration time histories. The phase contents of the ground acceleration samples, thus obtained, are generated using a probability density function of phase derivatives with characteristic parameters estimated from seismological considerations. When based on seismic codes spectrum compatible criteria, this procedure can be used to generate strong ground motions for structural design. Findings The results found show that the forms of acceleration of the target and the simulated signals have similar characteristics in terms of strong motion durations, the peak ground acceleration values, corresponding time of occurrence and also, the corresponding cumulative energy functions follow practically the same pattern of variations. Originality/value The aim of this study is to generate seismic accelerograms compatible with regulatory spectra by the composition of the three acceleration duration segments based on environmental parameters (magnitude, epicentral distance and type of soil) and which subsequently serves to control the time envelope of the generated signals, and therefore the random generation of phase derivatives, which has not been previously treated.

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35

Wdowicka, E. M., J. A. Wdowicki, and T. Z. B?aszczy?ski. "Seismic analysis of the ?South Gate? tall building according to Eurocode 8." Structural Design of Tall and Special Buildings 14, no. 1 (2005): 59–67. http://dx.doi.org/10.1002/tal.261.

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36

Keintzel, E. "Vereinfachte Erdbebenauslegung von Stahlbetonbauten in Schwachbebengebieten auf der Grundlage von Eurocode 8." Beton- und Stahlbetonbau 93, no. 1 (January 1998): 7–14. http://dx.doi.org/10.1002/best.199800020.

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37

POUSSE∗, GUILLAUME, CATHERINE BERGE-THIERRY, LUIS FABIAN BONILLA, and PIERRE-YVES BARD. "EUROCODE 8 DESIGN RESPONSE SPECTRA EVALUATION USING THE K-NET JAPANESE DATABASE." Journal of Earthquake Engineering 9, no. 4 (July 2005): 547–74. http://dx.doi.org/10.1080/13632460509350555.

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38

Paglietti, A., M. C. Porcu, and M. Pittaluga. "A loophole in the Eurocode 8 allowing for non-conservative seismic design." Engineering Structures 33, no. 3 (March 2011): 780–85. http://dx.doi.org/10.1016/j.engstruct.2010.12.001.

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39

Kumar, M., P. J. Stafford, and A. Y. Elghazouli. "Seismic shear demands in multi-storey steel frames designed to Eurocode 8." Engineering Structures 52 (July 2013): 69–87. http://dx.doi.org/10.1016/j.engstruct.2013.02.004.

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40

Petrone, C., G. Magliulo, and G. Manfredi. "Floor response spectra in RC frame structures designed according to Eurocode 8." Bulletin of Earthquake Engineering 14, no. 3 (November 23, 2015): 747–67. http://dx.doi.org/10.1007/s10518-015-9846-7.

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41

Linde, Peter. "Evaluation of structural walls designed according to Eurocode 8 and SIA 160." Earthquake Engineering & Structural Dynamics 27, no. 8 (August 1998): 793–809. http://dx.doi.org/10.1002/(sici)1096-9845(199808)27:8<793::aid-eqe756>3.0.co;2-g.

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42

Varsamis, Christos D., and Vassilis K. Papanikolaou. "Evaluation of current Eurocode 8 provisions on R/C ductile wall design." Structures 33 (October 2021): 368–77. http://dx.doi.org/10.1016/j.istruc.2021.04.072.

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Konig, J. "Structural Fire Design Of Timber Structures According To Eurocode 5." Fire Safety Science 8 (2005): 303–13. http://dx.doi.org/10.3801/iafss.fss.8-303.

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Ferraioli, Massimiliano, and Angelo Lavino. "Irregularity Effects of Masonry Infills on Nonlinear Seismic Behaviour of RC Buildings." Mathematical Problems in Engineering 2020 (June 29, 2020): 1–18. http://dx.doi.org/10.1155/2020/4086320.

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Despite extensive research studies, the seismic response of infilled reinforced concrete buildings remains an open problem due to both the complexity of the interaction between the infill and the frame and the large number of parameters involved. Thus, guidelines for both modelling and analysis are still lacking and the infill walls are normally treated as nonstructural components in seismic codes. However, it may be not conservative to neglect the influence of infills. In fact, the infill masonry walls may significantly affect the stiffness, strength, and energy dissipation capacity of RC buildings, even when they are regularly distributed. Recognizing this influence and its importance on the vulnerability of infilled frames, Eurocode 8 requires amplifying seismic action effects due to infills. In this paper, the effectiveness of the Eurocode 8 design provisions for infill irregularity in plan and/or elevation was investigated. To this aim, different in-plan layouts of infill walls were selected as marginal cases for which Eurocode 8 does not require amplification of the action effects due to the presence of infills, or the additional measures to counteract these effects are not mandatory. The seismic vulnerability of the infilled RC buildings was evaluated using nonlinear static and nonlinear dynamic analyses. Both cracking and crushing of masonry and stiffness and strength degradation were considered in the analysis. The effect of the layout of the masonry infills on the seismic response in terms of resistance and displacement was evaluated. Results show that in one of the case studies here examined, it is not conservative to neglect the influence of infill panels. In fact, structural failure due to torsion and soft-storey effects may occur even in cases where Eurocode 8 does not require the amplification of the action effects. Finally, the total shear demand on columns may be underestimated, even in cases where the code provisions for infills irregularity are not mandatory, and the additional shear demand in the columns induced by the masonry infill is very low.

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LEYNAUD, Didier, Denis JONGMANS, Hervé TEERLYNCK, and Thierry CAMELBEECK. "Seismic hazard assessment in Belgium." Geologica Belgica 3, no. 1-2 (April 1, 2001): 67–86. http://dx.doi.org/10.20341/gb.2014.024.

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The seismic hazard assessment has been conducted on the Belgian territory conforming to Eurocode 8, the European earthquake building code. The study was performed using the seismological database of the Royal Observatory of Belgium and the publications and open reports available for geological and geophysical data. The seismic hazard in Belgium was evaluated with a probabilistic analysis, using the public software SEISRISK III from the U.S. Geological Survey. The output consists of hazard maps showing the distribution of the horizontal peak ground acceleration for a return period of 475 years. Different maps are presented according to the choices that can be made on the attenuation laws and the definition of the seismic source zones. The computations have been made assuming that all Belgian territory is constituted by rock, as requested by Eurocode 8.

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Bučmys, Žilvinas, and Alfonsas Daniūnas. "ANALYTICAL AND EXPERIMENTAL INVESTI GATI ON OF COLD-FORMED STEEL BEAM-TO-COLUMN BOLTE D GUSSET-PLATE JOINTS." Journal of Civil Engineering and Management 21, no. 8 (November 23, 2015): 1061–69. http://dx.doi.org/10.3846/13923730.2015.1084039.

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Nowadays, cold-formed constructions are being used more frequently on construction sites because of the good strength-to-cost ratio. However, insufficient studies are published examining the properties of these constructions. This paper investigates the behaviour of bolted gusset-plate joint since it is one of the easiest ways to connect a beam to a column. The paper presents analytical calculations using the component method and experimental test results. The joint was investigated using the mechanical model of three springs. The mechanical model for the calculation of bolt group stiffness was created according to Eurocode 3 Part 1–8 Stiffness formulations (EN 1993-1-8 2005) (originally, it is recommended for elements that are 4 mm and thicker). The technique for the calculation of the stiffness of a gusset plate is presented. The strength of the joint was calculated using the technique introduced in Eurocode 3 (EN 1993-1-8 2005; EN 1993-1-1 2005; EN 1993-1-3 2006; EN 1993-1-5 2006).

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Macedo, L., and J. M. Castro. "Earthquake loss assessment of steel moment-resisting frames designed according to Eurocode 8." Soil Dynamics and Earthquake Engineering 124 (September 2019): 58–71. http://dx.doi.org/10.1016/j.soildyn.2019.05.020.

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Koumousis, V. K., P. C. Georgiou, C. J. Gantes, and C. K. Dimou. "Enhancing the use of Eurocode No 8 through hypertext and expert system technology." Advances in Engineering Software 23, no. 2 (January 1995): 69–81. http://dx.doi.org/10.1016/0965-9978(95)00073-6.

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Braconi, A., S. Caprili, H. Degee, M. Guendel, M. Hjiaj, B. Hoffmeister, S. A. Karamanos, V. Rinaldi, W. Salvatore, and H. Somja. "Efficiency of Eurocode 8 design rules for steel and steel-concrete composite structures." Journal of Constructional Steel Research 112 (September 2015): 108–29. http://dx.doi.org/10.1016/j.jcsr.2015.04.021.

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Bosco, M., E. M. Marino, and P. P. Rossi. "Design of steel frames equipped with BRBs in the framework of Eurocode 8." Journal of Constructional Steel Research 113 (October 2015): 43–57. http://dx.doi.org/10.1016/j.jcsr.2015.05.016.

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