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Relevant bibliographies by topics / EN1992 Eurocode 2 (Standard)

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Academic literature on the topic 'EN1992 Eurocode 2 (Standard)'

Author: Grafiati

Published: 4 June 2021

Last updated: 25 January 2023

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Journal articles on the topic "EN1992 Eurocode 2 (Standard)"

1

FESENKO, Oleg, Vira KOLIAKOVA, Yevhen DMYTRENKO, and Daryna MOMOTYUK. "FIRE RESISTANCE ANALYSIS OF BENDING TIMBER STRUCTURES ACCORDING TO EUROCODE 5." Building constructions. Theory and Practice, no. 10 (June 27, 2022): 94–107. http://dx.doi.org/10.32347/2522-4182.10.2022.94-107.

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The article contains the results of the fire resistance analysis of timber bending structuresby a simplified method of reduced cross-section and an advanced method by solving the differentialequation of non-stationary thermal conductivity.The fire resistance analysis of timber floor elements was performed according to the proceduredescribed in Eurocode 5, part 1-2.The fire resistance analysis with respect to the load-bearing function and insulation function wasperformed with the reduced cross-section method.According to the results of the analysis, the failure time of the fire protection and the time of startof charring of the floor elements were determined by the method of the reduced cross-section method.The time of fire resistance of the floor with respect to insulation function was defined as the sumof the values of the times of fire resistance of individual layers and structural floor elements.The thermal analysis of the fire resistance of timber floor beams was performed by the finite elementmethod using the Ansys Mechanical 2021 R1 Academic software.Relationships between thermal properties of wood – specific heat, thermal conductivity, densityand elevated temperature were adopted in accordance with the standard DSTU-N B EN1995-1-2.The results of thermal analysis of fire resistance were obtained for three types of cross-sections, fortwo options of heating during a fire – from one and three sides for 45 and 60 minutes.

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Edhi, Sarwo, Muttaqin Hasan, and Husaini Husaini. "ANALISIS DINAMIS RIWAYAT WAKTU JEMBATAN GANTUNG AKIBAT PEJALAN KAKI DAN KENDARAAN RODA DUA." Jurnal Teknik Sipil 1, no. 4 (February 28, 2018): 869–76. http://dx.doi.org/10.24815/jts.v1i4.10046.

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Abstract : Suspended footbridges has a lot of constructed in Indonesia to access many–especially rural-regions. Due to its flexiblity, understanding and design of the suspension bridge is not enough to rely on static analysis. This paper deal with the dynamic behaviour of simply unstiffening suspended bridges subjected to pedestrian load and motor-cycles moving load.As the SNI 03-3428-1994 codeof the technical planning for pedestrian suspension bridge is not set in consideration of dynamic analysis and design,pedestrian-load model is based on British Standard BS 5400-4: 1990 and Eurocode EN1991-2:2003. Modeling pedestrian load is done in three conditions; single pedestrian, group, and crowd. The motor-cycles moving load is modeled as a moving force model, accurate for low speed. Variations in the speed used was 10 km / h, 20 km / h, 30 km / h are considered representative. Dynamic analysis done by the time history Newmark direct integration method with the help of finite element analysis program SAP2000 v.15. Span 60 m, 80 m and 100 m was studied. As these results, dynamic interaction between the bridges and pedestrian load is not significant.The analyses have shown that the responses greatly differ between the British Standard and Eurocode.However, motor-cycle load has same results but higher with the largest DAF value 7.27% for speeds of 30 km / h interval of 2 seconds on a span of 100 m. Abstrak: Jembatan gantung pejalan kaki telah banyak sekali dibangun di Indonesia, sebagai pemecah masalah akses antar wilayah. Dikarenakan strukturnya yang fleksible, pemahaman dan desain jembatan gantung tidak cukup sekedar mengandalkan analisis statis. Tujuan penelitian ini adalah untuk memperlihatkan respons dinamis jembatan gantung pejalan kaki sederhana tanpa pengaku. Hal yang akan dipelajari adalah simpangan vertikal dan percepatan ditinjau dari sisi kenyamanan. Beban yang dikenakan adalah beban pejalan kaki dan kendaraan roda dua. Dikarenakan SNI 03-3428-1994 Tata cara perencanaan teknik jembatan gantung untuk pejalan kaki tidak mengatur analisis dinamis dalam pertimbangan analisis dan desain, pemodelan beban pejalan kaki didasarkan pada British Standard BS 5400-4:1990 dan Eurocode EN1990. Pemodelan beban pejalan kaki dilakukan dalam tiga kondisi; pejalan tunggal, pejalan kelompok, dan arus keramaian. Untuk beban kendaraan dimodelkan sebagai beban berjalan yang cukup akurat untuk kecepatan rendah. Variasi kecepatan yang digunakan adalah 10 km/jam, 20 km/jam, 30 km/jam dianggap cukup representatif. Analisis dinamis dilakukan secara riwayat waktu dengan metode integrasi langsung Newmark dengan bantuan program analisa elemen hingga SAP2000 v.15. Bentang yang diteliti adalah 60 m, 80 m dan 100 m. Dari hasil tersebut didapati bahwa percepatan akibat beban pejalan kaki masih kecil sehingga tak berpengaruh secara signfikan. Sedangkan beban sepeda motor juga demikian, dengan nilai DAF terbesar 7,27 % untuk kecepatan 30 km/jam selang 2 detik pada bentang 100 m.

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Bakas, Iasonas, and Karolos J. Kontoleon. "Performance Evaluation of Artificial Neural Networks (ANN) Predicting Heat Transfer through Masonry Walls Exposed to Fire." Applied Sciences 11, no. 23 (December 2, 2021): 11435. http://dx.doi.org/10.3390/app112311435.

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The multiple benefits Artificial Neural Networks (ANNs) bring in terms of time expediency and reduction in required resources establish them as an extremely useful tool for engineering researchers and field practitioners. However, the blind acceptance of their predicted results needs to be avoided, and a thorough review and assessment of the output are necessary prior to adopting them in further research or field operations. This study explores the use of ANNs on a heat transfer application. It features masonry wall assemblies exposed to elevated temperatures on one side, as generated by the standard fire curve proposed by Eurocode EN1991-1-2. A juxtaposition with previously published ANN development processes and protocols is attempted, while the end results of the developed algorithms are evaluated in terms of accuracy and reliability. The significance of the careful consideration of the density and quality of input data offered to the model, in conjunction with an appropriate algorithm architecture, is highlighted. The risk of misleading metric results is also brought to attention, while useful steps for mitigating such risks are discussed. Finally, proposals for the further integration of ANNs in heat transfer research and applications are made.

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Buhler, Jochen, and Danijel Vilotijević. "Improving the punching shear and shear capacity of reinforced concrete elements with a new post-installed retrofitting system." Gradjevinski materijali i konstrukcije 65, no. 1 (2022): 37–45. http://dx.doi.org/10.5937/grmk2201037b.

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Finding appropriate strengthening solutions for existing reinforced concrete (RC) elements is always a challenge for structural engineers. Additional load capacity may be needed as the change of type of occupancy and more restrictive design standards require higher load levels or different detailing of reinforcement. This paper introduces a post-installed retrofitting system consisting of an adhesive and a concrete screw anchor that can be used to improve either the pure shear capacity or the punching shear capacity of a RC beam or slab. This post-installed retrofitting system acts as shear reinforcement that can be installed with relatively minimal disruption as it is only installed at the soffit of the RC element being strengthened. The system was tested for its suitability and the results were approved by the German Construction Authority with a National Technical Approval. Published parameters are used for the standard methods of detailing shear and punching shear of a RC element according to EN1992-1 and EN1992-2. Calculations and tests have shown that with the use of this post-installed retrofitting system, the shear strength of existing concrete elements can increase by up to 100% and consequently increase the lifetime of a structure. This paper also discusses the test methods employed, the test results, and sample projects that made use of the said system. Another important finding is the substantial savings in project cost attributed to the installation methodology that comes with the system.

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Raczkiewicz, Wioletta, and Magdalena Bacharz. "Experimental verification of shrinkage due to drying in concrete under varying humidity conditions in accordance with the Eurocode2 standard." E3S Web of Conferences 49 (2018): 00084. http://dx.doi.org/10.1051/e3sconf/20184900084.

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The concrete shrinkage depends on many factors. There are the concrete mixture, dimensions of the element and environment conditions, mainly humidity. All these factors can be imposed under laboratory conditions and controlled. In field conditions, however, a constant humidity is not possible to keep. The paper presents the impact of relative humidity changes on the values of shrinkage strains. The experimental results obtained on the specimens (with size 150x150x600 mm) were compared with the values calculated in accordance with the Eurocode 2 standard. The specimens were made with basalt aggregate without admixtures or additives. Two kinds of cement were used in preparing the specimens: Portland and blast-furnace slag cement. All specimens were treated in water for 10 days in the first days after demoulding and then subjected to testing. During the 56 days the temperature was 22 ± 2°C, while the humidity decreased proportionally from 91% to 47%. Strains were measured and the specimens were weighed to determine the mass loss. The experimental results were compared to the computational results. It should be concluded that they were not coherent in the case of ambient humidity exceeding 80% although it was accordance with the Eurocode 2 standard.

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Achenbach, Marcus, and Guido Morgenthal. "Extension of the Zone Method of Eurocode 2 for reinforced concrete columns subjected to standard fire." Journal of Structural Fire Engineering 7, no. 2 (June 13, 2016): 82–96. http://dx.doi.org/10.1108/jsfe-06-2016-007.

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Purpose The purpose of this paper is to develop a method suitable for the design of reinforced concrete columns subjected to a standard fire. Design/methodology/approach The Zone Method – a ’simplified calculation method” included in Eurocode 2 – has been developed by Hertz as a manual calculation scheme for the check of fire resistance of concrete sections. The basic idea is to disregard the thermal strains and to calculate the resistance of a cross-section by reducing the concrete cross-section by a “damaged zone”. It is assumed that all fibers can reach their ultimate, temperature dependent strength. Therefore, it is a plastic concept; the information on the state of strain is lost. The calculation of curvatures and deflections is thus only possible by making further assumptions. Extensions of the zone method toward a general calculation method, suitable for the implementation in commercial design software and using the temperature dependent stress–strain curves of the Advanced Calculation Method, have been developed in Germany. The extension by Cyllok and Achenbach is presented in detail. The necessary assumptions of the Zone Method are reviewed, and an improved proposal for the consideration of the reinforcement in this extended Zone Method is presented. Findings The principles and assumptions of the Zone Method proposed by Hertz can be validated. Originality/value An extension of the Zone Method suitable for the implementation in design software is proposed.

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Słowik, Marta. "The Influence of Concrete Strength on Shear Capacity of Reinforced Concrete Members without Shear Reinforcement." Budownictwo i Architektura 12, no. 1 (March 11, 2013): 151–58. http://dx.doi.org/10.35784/bud-arch.2186.

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In the paper, dimensioning rules for shear capacity in reinforced concrete members without shear reinforcement given in Eurocode 2, ACI Standard 318 and Model Code 2010 are described. The fib Model Code recommendations are described in more detailed way as they are based on a new concept. The shear strength calculated on the basis of the mentioned codes is later compared to the results of test from professional literature in order to verify standard methods and to analyze the influence of concrete strength on shear capacity in beams without stirrups.

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Křížová, Klára, and Rudolf Hela. "Evaluation of the Modulus of Elasticity of Different Types of Concrete Compared with Eurocode 2." Key Engineering Materials 677 (January 2016): 181–85. http://dx.doi.org/10.4028/www.scientific.net/kem.677.181.

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The comparison of really measured compressive strength static modulus of elasticity with table values stated in Eurocode 2 is essential part of the paper. Since the standard draws from modulus of elasticity - concrete strength class, the set compressive strengths will be classified in concrete particular classes. Experimental part was based on several concrete design compositions differing in particular input raw-materials. Monitored values were set with concretes in different ages with final value 180 days. The experiment tries to demonstrate the impossibility of static modulus of elasticity derivation from table values which do not match the present-date produced concretes.

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El-Sayed, Ahmed K., Abdulaziz I. Al-Negheimish, Abdulrahman M. Alhozaimy, and Mohammed A. Al-Saawani. "Evaluation of Web Shear Design Procedures for Precast Prestressed Hollow Core Slabs." Buildings 13, no. 1 (December 22, 2022): 23. http://dx.doi.org/10.3390/buildings13010023.

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Precast, prestressed hollow core slabs (HCS) are commonly used by the construction industry for floor and roof systems worldwide. Generally, the web shear strength governs the shear design of such members. This is because the web width resisting shear stresses is relatively small and the prestressing force at the bottom of the slabs restrains flexural cracking. Although most of the available design codes follow Mohr’s circle of stress for estimating the web shear cracking capacity of HCS, they produce different and scattered predictions. This paper gives more insight into the web shear design provisions of prestressed HCS in five of the available design codes. These codes include ACI 318, Eurocode 2, European standard EN 1168, CSA-A23.3, and AASHTO LRFD design specifications. A set of 229 data points was established from experimental investigations available in the literature on prestressed HCS that failed in the web shear. The dataset was used for evaluating the web shear design methods in the five codes. The results of the analysis indicated that both the simplified method of AASHTO and the ACI 318-19 method produced very conservative predictions. In contrast, the Eurocode 2 method produced unconservative predictions for most of the specimens in the dataset, whereas the ACI 318-05 method gave unconservative predictions for deeper sections. On the other hand, reasonable predictions were obtained by the EN 1168 method while the CSA-A23.3 method provided better predictions. Proposed modifications were presented for improving the predictions of the ACI 318, Eurocode 2, and EN 1168 web shear design methods for prestressed HCS.

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Słowik, Marta. "The influence of longitudinal reinforcement on shear capacity of reinforced concrete members without shear reinforcement." Budownictwo i Architektura 13, no. 3 (September 11, 2014): 151–58. http://dx.doi.org/10.35784/bud-arch.1810.

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In the paper, the influence of longitudinal reinforcement on shear capacity of reinforced concrete members without shear reinforcement is discussed. The problem is analyzed on the basis of the author’s own test results and tests results reported in the professional literature. It has been concluded that longitudinal reinforcement has an effect on shear capacity especially in members of shear span-to-depth ratio a/d < 2,5. The test results have also been used to verify standard methods of calculating the shear capacity in reinforced concrete members without shear reinforcement given in Eurocode 2, ACI Standard 318 and Model Code 2010.

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Books on the topic "EN1992 Eurocode 2 (Standard)"

1

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

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2

Andrew, Alexandrou, ed. Introduction to Eurocode 2: Design of concrete structures (including seismic actions). London: New York, 1997.

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Designers' guide to EN 1991-1-2, 1992-1-2, 1993-1-2 and 1994-1-2: Handbook for the fire design of steel, composite and concrete structures to the eurocodes. London: Thomas Telford, 2007.

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4

Worked Examples for the Design of Concrete Structures to Eurocode 2. CRC Press, 2012.

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Threlfall, Tony. Worked Examples for the Design of Concrete Structures to Eurocode 2. Taylor & Francis Group, 2013.

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Threlfall, Tony. Worked Examples for the Design of Concrete Structures to Eurocode 2. Taylor & Francis Group, 2013.

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Designers Guide to EN 1991-1-2, EN 1992-1-2, EN 1993-1-2 and EN 1994-1-2 (Designers' Guides to the Eurocodes). Thomas Telford, Ltd., 2007.

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Designers' Guide to EN 1991-1-2, EN1992-1-2, EN 1993-1-2 and EN 1994-1-2 (Eurocode). Thomas Telford Ltd, 2007. http://dx.doi.org/10.1680/dgte123a4.31579.

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Book chapters on the topic "EN1992 Eurocode 2 (Standard)"

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di Prisco, Marco, Terje Kanstad, Giovanni Plizzari, Fausto Minelli, and Andreas Haus. "Eurocode 2 – Annex L – European Harmonized Standard for Steel Fibre Reinforced Concrete." In RILEM Bookseries, 539–51. Cham: Springer International Publishing, 2021. http://dx.doi.org/10.1007/978-3-030-83719-8_47.

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Conference papers on the topic "EN1992 Eurocode 2 (Standard)"

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Rahim, Mustaqqim Abdul, Lum Chui Ying, Shahiron Shahidan, Zuhayr Md Ghazaly, Shamilah Anudai, Nor Faizah Bawadi, Nur Fitriah Isa, Zulkarnain Hassan, Afifuddin Habulat, and Zul-Atfi Ismail. "Design reinforced concrete structures: Differences in procedure, formula, and results between Eurocode 2 and British Standard 8110." In 3RD ELECTRONIC AND GREEN MATERIALS INTERNATIONAL CONFERENCE 2017 (EGM 2017). Author(s), 2017. http://dx.doi.org/10.1063/1.5002367.

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Fanton, Andreia Romero, Camila de Queiroz Moreira, Rangel Costa Lage, Carla Neves Costa, Luiz Carlos de Almeida, and Leandro Mouta Trautwein. "Eurocode structural fire design of Brazilian masonry buildings." In IABSE Congress, Ghent 2021: Structural Engineering for Future Societal Needs. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/ghent.2021.1823.

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<p>This paper presents a structural fire design of a loadbearing external wall from a Brazilian 3-storey structural masonry building based on Eurocode EN 1996-1-2, through an adaptation of tabular data and simplified calculation methods for buildings designed according to Brazilian standards for the ultimate and serviceability states. The building fire safety regulation of the State of São Paulo instructs the use of Eurocodes in the absence of a specific national standard for structural fire design. EN 1996-1-2 procedures are applied to provide information to Brazilian standardization, comparing results for concrete and clay units. The observed limitations in these adaptations of design methods may not be uncommon to other EU countries. Finally, for a 60-minute TRRF (Brazilian requirement), the building required a minimum thickness (Eurocode requirement) of 100/140mm for concrete units and 90/100mm for clay units.</p>

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Fanton, Andreia Romero, Camila de Queiroz Moreira, Rangel Costa Lage, Carla Neves Costa, Luiz Carlos de Almeida, and Leandro Mouta Trautwein. "Eurocode structural fire design of Brazilian masonry buildings." In IABSE Congress, Ghent 2021: Structural Engineering for Future Societal Needs. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/ghent.2021.1823.

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<p>This paper presents a structural fire design of a loadbearing external wall from a Brazilian 3-storey structural masonry building based on Eurocode EN 1996-1-2, through an adaptation of tabular data and simplified calculation methods for buildings designed according to Brazilian standards for the ultimate and serviceability states. The building fire safety regulation of the State of São Paulo instructs the use of Eurocodes in the absence of a specific national standard for structural fire design. EN 1996-1-2 procedures are applied to provide information to Brazilian standardization, comparing results for concrete and clay units. The observed limitations in these adaptations of design methods may not be uncommon to other EU countries. Finally, for a 60-minute TRRF (Brazilian requirement), the building required a minimum thickness (Eurocode requirement) of 100/140mm for concrete units and 90/100mm for clay units.</p>

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Somja, Hugues, Mohammed Hjiaj, Quang Huy Nguyen, André Plumier, and Hervé Degee. "THE SMARTCOCO DESIGN GUIDE FOR HYBRID CONCRETE-STEEL STRUCTURES." In 12th international conference on ‘Advances in Steel-Concrete Composite Structures’ - ASCCS 2018. Valencia: Universitat Politècnica València, 2018. http://dx.doi.org/10.4995/asccs2018.2018.7023.

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Standard buildings in steel and in reinforced concrete are constructed by two different industrial sectors with little interaction. Even steel-concrete composite buildings remain designed as steel structures, with a limited benefit of the presence of concrete slabs. For some years however, a more integrated design between both materials is used, merely in high rise and heavy loaded structures. This new trend is not supported by actual standards that give little guidance for the specific arrangements that come from this new practice. The RFCS SMARTCOCO research project is intended to fill these gaps in knowledge and provide design guidance for some composite elements covered neither by Eurocode 2 nor by Eurocode 4 : composite columns or walls reinforced by several fully encased steel sections, reinforced concrete columns reinforced by one steel section over the height of one storey and concrete flat slabs or beams connected to columns or walls by means of steel shear keys. Gaps in knowledge are mostly related to force transmission between concrete and embedded steel profiles. A generic design approach has been developed and then used to design test specimens. The results have been used to calibrate the design proposals. The output is a design guide which complements Eurocode 2 and 4.

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Vlašić, Anđelko, Mladen Srbić, Zlatko Šavor, and Ana Mandić Ivanković. "Impact of Eurocode Load Model 3 on the design of highway and expressway bridges." In 7th International Conference on Road and Rail Infrastructure. University of Zagreb Faculty of Civil Engineering, 2022. http://dx.doi.org/10.5592/co/cetra.2022.1431.

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According to Eurocode HRN EN 1991-2 and Croatian National Annex HRN EN 1991-2/NA highway and expressway bridges need to be designed for Load Model 1 (heavy vehicles) and Load Model 3 (special vehicles) traffic loads. Classes of special vehicles are defined in Annex A of HRN EN 1991-2, while the Croatian National Annex requires the use of 15 axle special vehicle with total weight of 3000 kN and axle loads of 200 kN. The simultaneity of LM1 and LM2 is also covered by the standard, depending on the travel speed of the special vehicles. Design practice has shown that these design requirements have notable impact on bridges in the 30 to 100 m span range. In this paper, the results of a parametric study on a group of continuous girder bridges with different spans and carriageway widths are presented, to determine the exact difference in resulting hogging and sagging moments and shear forces between LM1 and LM3 Load Models. Thus, the governing Load Model and its effect on the design for the relevant range of bridges is determined. A recommendation is made as to when each Load Model should be used in design.

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Tepho, Thibault, Marcel Nowak, Oliver Fischer, Philipp Tamm, and Markus Schöning. "Development of a traffic load model for bridge structures within an urban subway system." In IABSE Congress, Ghent 2021: Structural Engineering for Future Societal Needs. Zurich, Switzerland: International Association for Bridge and Structural Engineering (IABSE), 2021. http://dx.doi.org/10.2749/ghent.2021.0734.

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<p>Subway systems are a key component of today’s urban infrastructure. However, current engineering standards such as the Eurocode only give few indications regarding the modelling of traffic loads for subway trains. For this reason, a traffic load model is developed based on load model LM71 from Eurocode 1 - Part 2, the standard load model for rail bridges. The aim is to scale this load model so that it is able to cover the extreme load effects resulting from actual subway trains within the subway network. Within the scope of these investigations, different structural systems and load effects are studied, as well as different strategies for modifying LM71 and its scaling factor α. Additionally, the results obtained for simplified beam systems are validated on real structures to account for effects like two-dimensional bearing capacity for the determination of the scaling factor α. These investigations are performed for the subway system of the city of Munich.</p>

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Gebauer, Daniel, Steffen Marx, and Gregor Schacht. "Testing Existing Structures – Compressive Strength and Tensile Split- ting Strength of the Lahntal Bridge Limburg." 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.2019.1619.

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<p>In 2016, the Lahntal Bridge near Limburg was replaced by a new structure. The existing bridge was deconstructed on a formwork carriage. Before the deconstruction, more than 250 concrete cores and other specimens were taken from the existing structure. The samples are located all over the cross section and the length of the bridge. These specimens are examined for their material prop- erties.</p><p>The investigations include the experimental determination of the compressive strength, the tensile splitting strength, the creep behaviour, the chloride ingress, fatigue tests and the anchoring behav- iour of the tendons. This paper deals with the compressive strength and the tensile splitting strength.</p><p>The results of these tests are statistically evaluated by determining the mean value, the standard deviation and the coefficient of variation. In addition, it is examined whether there are any correla- tions between various material properties. The results are also compared to the normative expec- tations of Eurocode 2.</p>

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