Eurocode 2 Research Papers - Academia.edu (original) (raw)

During their lifetime, concrete structures require several levels of quality control. These levels may be divided as: quality control of constituents, quality control of production, quality control of execution and quality control for mainteanance. Method for determination of safety factor for material, specially for concrete, sugested in BAS EN 1992-1-1:2015 is showed. By its method of determnining, safety factor is very dependent on the quality control of constituents and quality control of production, and represent some kind of confirmation for quality controle of previous quality controles. BAS EN 1992-1-1:2015 proposes global safety factor for concrete , which is discusses fot the justification of acceptance.

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- Quality Management, Concrete, Eurocode 2

In construction industry, it is common practice that sometimes neither steel reinforcement may be available at market as required by design calculations nor poured concrete may be as strong as required. Such cases necessitate the modification of design calculations. A simple formula is required (for structural engineer as well as for site engineer) to adjust, quickly, the amount of reinforcement and to check that the adjusted materials (properties) will serve as the original ones as required in design calculations. Providing fy different than required by calculations is more safe because the adjusted calculations are done before pouring concrete. Providing fc’ larger than required by calculations is acceptable because it produces good concrete quality and enhances bending capacity. Providing fc’ less than required by calculations is not acceptable because it produces concrete of less quality than required. This may lead to failure. And may need some schemes to remedy. It is preferab...

- by Kanaan Youkhanna
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- Computer Science, Concrete, Steel, Reinforcement
- by faton kastrati
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- Eurocode

Design of concrete structures is generally done within the framework of engineering codes, which give specific requirements for materials and methods. BS 8110 codes (Part 1, 2 and 3) are the most widely acceptable codes of practice for design and construction of civil works in Nigeria. Most often, different kinds of materials (concrete and steel) in our industrial markets do not meet up with the properties and characteristic specifications in these codes. Hence, engineers during designs, find it difficult using these codes. This study reviewed BS 8110 codes provisions to suit materials and methods, as obtainable in Nigerian industrial markets. Different formulae were developed from first principle and the principle of interpolation to fill up the gaps in the BS 8110 codes (Part 1, 2 and 3). Among these formulations are: reinforced concrete requirements for steels of grades 250-460; and concretes grades C15-C50. Further improvement on BS 8110 code Part 3 was done to take in the present technological advancement in steel materials of 1.05 partial factor of safety, as in Parts 1 and 2 in compliance to Amendment No. 6 (BS 8110: Part 1, 1997). In this improved BS 8110 codes, Part 3 has over 438 design charts to facilitate ease of reinforced concrete design in Nigeria, among others, unlike the former, which has 50 design charts. There are several tables and provisions in Parts 1 and 2 to take in reinforced concrete fabrications from very low to high grade of construction materials.

- by TAHER AMMAR
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- Construction
- by Elhem Ghorbel
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- Civil Engineering, Materials Science, Compressive Strength, Building

Reinforced concrete overhead water tanks are used to store and supply safe drinking water. Design and cost estimation of overhead water tanks is a time consuming task, which requires a great deal of expertise. This study therefore examines the efficiency of Rectangular and Circular tanks. Tanks of 30m3, 90m3, 140m3 and 170m3 capacities were used in order to draw reasonable inferences on tank‟s shape design effectiveness, relative cost implications of tank types and structural capacities. Limit state design criteria were used for basic tank‟s construction materialssteel reinforcement, concrete and formwork were taken-off from the prepared structural drawings. Results of the material take-offs showed that, for each of the shapes, the amount of each structural materials increase as the tank capacity increases. Also Circular-shaped tank consumed lesser individual material as compared to Rectangular ones. Hence, this will give Circular-shaped tanks a more favoured selection over the rect...

- by v SRIVAS
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Ce mémoire de maîtrise présente une comparaison entre le comportement des poutres profondes renforcées de barres en PRF et de celles renforcées de barres en acier. Les patrons de fissuration, la déformation des échantillons et les courbes charge-déformation sont comparés pour les deux types de spécimens (barres en acier et en PRF). Par la suite, l’effet de l’ajout des ouvertures ainsi que l’efficacité des armatures supplémentaires sont présentés. Finalement, une évaluation des normes de calculs concernant la méthode bielle- tirant est présentée en montrant le niveau de conservatisme très élevé pour les échantillons avec ouvertures dont l’armature est en acier

- by Jacob Frappier
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- Comportement, Acier, Cisaillement
- by Freydoon Rezaie
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- Physics, Philosophy, Humanities, Lille
- by Moek Chantha
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- Civil Engineering
- by Gareth Robertshaw
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- Level Of Detail (LOD), Quality Control
- by Idris abubakar
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- Engineering, Structural Engineering, Eurocode, Civil Engineering and Architecture
- by Abubakar Idris
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- Engineering, Structural Engineering, Eurocode, Civil Engineering and Architecture

L'objectif de ce cours est de donner aux étudiants de Master et aux ingénieurs chargés de la conception et du calcul des structures de béton armé les éléments nécessaires au dimensionnement des éléments courants : poutres, poteaux et... more

- by MOHAMED REDHA SOLTANI
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- by Abubakar Idris
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- Engineering, Structural Engineering, Eurocode, Civil Engineering and Architecture
- by DR. BABU KURIAN
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- Engineering, Computer Science
- by Žarko Lazić and +1
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- by Massimo Magno
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- Buckling, Differential equation, discrete model
- by Alasdair Beal
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- Engineering, Civil Engineering

Une etude experimentale menee sur des joints de poutres metalliques en treillis de section rectangulaire creuse a parois mince a ete conduite sur des poutres avec des joints a recouvrement complet et a echelle reelle, presentant les memes sections et une geometrie differente. Une investigation numerique en 3 D pour validation a ete conjuguee, ce qui a permis de dresser un bilan comparatif du comportement. Il apparait que l’angle de la diagonale avec la membrure et le mecanisme de deversement de la poutre sont a l’origine de la divergence entre les valeurs de la fleche qui sont superieures a celles obtenues par l'analyse numerique. Ce mode de ruine reste le plus frequent observe sur les assemblages des membrures a parois minces. Mots cles : Joints - poutre en treillis metallique - section rectangulaire creuse – recouvrement - flexion

- by Faycal Slimani
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- Physics, Synthese

Une analyse experimentale a ete menee sur des poutres en beton arme soumises a un chargement monotone, en tenant compte de certains parametres (ferraillage transversal avec plusieurs espacements) dans le but d’acquerir les differentes informations sur les phenomenes couples dans le domaine de la mecanique de rupture. Les plus importants phenomenes engendres par la sollicitation ont ete suivis, telles que l’evolution des fissures en fonction des differents paliers de chargement, les courbes charges - deformations ont ete realisees pour les differents specimens ainsi que les courbes moments – courbures. Differents mecanismes de rupture ont ete observes et analyses selon les parametres consideres.

- by Rachid Lassoued
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- Physics, Humanities
- by Entidhar T Al-taie
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- Engineering, Eurocode, Codes, Bearing Pressure
- by Rafic Faddoul
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- Computer Science, Algorithm, Uncertainty Quantification, Probabilistic Logic

L'Eurocode 2 (EC2) propose un modèle empirique pour prédire le fluage total du béton. Les propriétés de fluage sont généralement déterminées en mesurant le coefficient de fluage, noté , en fonction du temps, t, et de l'âge du béton au moment du chargement, t0. Ce coefficient est le produit d'un coefficient de fluage conventionnel, 0, par une fonction temporelle de type puissance. Le modèle dépend également du type de ciment, la taille de l'élément testé, l'humidité relativeainsi que de la résistance moyenne à la compression à l'âge de 28 jours. Le principal objectif du présent travail est d'étudier la validité du modèle analytique de l'EC2 et de vérifier la possibilité de son extension pour estimer le fluage du béton des granulats recyclés. Pour atteindre cet objectif, une base de données constituée des résultats expérimentaux propres à cette étude ainsi que ceux disponibles dans les références bibliographiques a été développée. La comparaison entre l...

- by Elhem Ghorbel
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- Humanities

The paper presents the procedure and criteria for determining the economic overall depth of solid oneway reinforced concrete slabs of 2 to 10 m span, with imposed load of 1.5 to 10 kN/m 2 , to PBAB’87 and Eurocode 2. The results obtained according to both regulations are compared and recommendations for the adoption of economic depth of solid RC slabs, span-to-depth ratio and percentage of reinforcement are given.

- by Danica Goleš
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- by Danica Goleš
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Nowadays assessment of fatigue and reliability of structures have increased dramatically. This is confirmed by the recommendations of the standards and constitutive model of concrete in which the rules and requirements to ensure safety, serviceability and durability of the structure are stated. This study is directed to the reliability assessment of reinforced concrete column and fatigue comparison of (BS:8110, 1997) and Eurocode 2 (EN:2, 2004) ultimate limit state requirements on nominal eccentricity of short column resisting moments and forces. The column was modeled as one end fixed to resist moment reaction and free at the other end. It was then examined on fatigue and probabilistically assessed with the variables relating to the uncertainty loading conditions. The First-Order Reliability Method (FORM 5) encoded in CalREL was employed to estimate the implied probability of failure by varying load ratio and reinforcement ratio. And was verified with numerical simulation on CONCRE...

- by Ajibola Quadri
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- Mathematics
- by azzouz Bouguerba
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The paper presents an experimental study on the flexural behavior of reinforced beams made of natural and recycled gravels under monotonic loading. 20x25x170 cm beams specimens were prepared using two reinforcement ratios and were cast from two concrete mixtures. The two concretes are respectively a mixture of natural aggregates and a concrete with 100% recycled gravels of C35/45 strength class, S4 class of workability and a constant W/C ratio. The results reported in this paper are those of experiments performed in the framework of this study beside 118 data sets taken from the literature on the flexural behavior of natural (NAC) and recycled aggregate concrete (RAC). The principal results of bending tests show that flexural capacity of recycled aggregate concrete beams is similar to the flexural capacity of natural aggregate concrete beams for the service and ultimate loading. However, cracking moment, maximum crack spacing, crack heights and deflection under serviceable load are affected by the use of recycled aggregates. Experimental results of the extensive data base were compared to load-carrying capacities and deflections calculated according to Eurocode 2 (EC2). The comparisons show that the method of deflection calculation does not correctly predict the experimental results.

- by Zeal Press
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- Recycled aggregates, Reinforced concrete, Eurocode 2

ACKNOWLEDGMENTS First, I would like to thank my advisor, Dr. Terri Norton, for giving me the opportunity to work with her and helping me to become what I am today. I would also like to thank my family for all love and care they provided. Additionally, I will never forget my American family, Dan and Sharon Halm , who made their home always open for me, and helped me and supported along the way. Special thanks also go to Agnite Herman Agbodjan for his invaluable help with construction of the walls. At the end, I would like to thank graduate students and Structural Dynamics Lab colleagues, Mohammad Lashgari and Mehdi Mohseni, for their priceless contribution to my graduate studies. Shear walls are primary structural systems that support building against lateral loads (tornados and hurricanes). Even though concrete shear walls are the most efficient lateral resisting system, they are rarely used in a residential construction. The reasons for why contractors do not use concrete walls in ...

- by Matija Radovic , P.E., PhD
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- Materials Science, First, Shear Walls

The IZIIS' contribution to development of high quality materials has been seen in realization of several scientific-research projects in the field of high strength concrete, (HSC) in the period from 1992 to 2006. Within the frames of these projects, synthesis of investigations reported in world literature has been made and complex laboratory-experimental-analytical investigations have been performed to contribute to: definition of the methodology for obtaining HSC exclusively from domestic resources; joint behaviour of high strength materials and elements in nonlinear range as well as definition of criteria and recommendations for application of these materials in seismically active regions. The selected results from these investigations are presented in the paper.

- by Roberta Apostolska
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- Engineering
- by Konuralp Girgin
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- Analysis & Design of RC Structures

International Journal of Ecosystems and Ecology Science (IJEES) Volume 10, issue 4, 2020 https://doi.org/10.31407/ijees https://doi.org/10.31407/ijees10.4 _____________________________________________________________________________________________ 7 Vol. 10 (4): 625-632 (2020) COMPARATIVE ANALYSIS ON THE CALCULATION METHODS OF THE MOMENT OF THE FIRST CRACK ACCORDING TO THE ALBANIAN CODES AND EUROCODES Igli Kondi, Julian Kasharaj, Erza Askushaj, Anisa Asimi Polytechnic University of Tirana, Faculty of Civil Engineering, Tirana, Albania; K&K Engineering, Tirana, Albania; Corresponding Author Igli Kondi, e-mail: i.kondi13@gmail.com; jkasharaj69@yahoo.ca; erza_askushaj@hotmail.com; anisaasimi@yahoo.com Received July 2020; Accepted August 2020; Published September 2020; DOI: https://doi.org/10.31407/ijees10.407

- by Igli Kondi
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La spécification de la DUREE D’UTILISATION de PROJET et des
CLASSES D’EXPOSITION est de la RESPONSABILITE DU MAITRE
D’OUVRAGE qui se trouve engagé dans l’expression des risques de
dégradation et des conditions d’exploitation de la structure qu’il commande.
Chaque partie d’ouvrage peut être soumise simultanément à plusieurs
agressions et attaques. Il convient donc, pour chaque partie d’ouvrage, de
déterminer l’ensemble des classes d’exposition à considérer en application de
l’Eurocode 2, de la norme NF EN 206-1 et du fascicule 65 du CCTG (pour les
ouvrages de Génie civil).

- by Ben Achour Amor
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- Civil Engineering, Génie Civil, Construccion, Batiment
- by Saša Tatar
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Serviceability limit state analysis is an important part of the design of reinforced concrete structures in order to meet the requirements of functionality, durability and aesthetics of the structure. The application of European standards (Eurocodes) in construction in the Republic of Serbia has started recently and there are still disagreements in the interpretation of certain provisions of the standards. On a simply supported reinforced concrete beam at an authoritative cracked cross-section was analyzed the applications of different combinations of permanent and variable actions for purpose of calculation characteristic crack width and deflections at the moment after inflicting load of a class S4 structure and at the end of service life. The results of the calculation according to Eurocode are compared with the results of the calculation according to the Standard for Concrete and Reinforced Concrete from 1987 for interpretation and selection of the relevant combination of actions.

- by Marios Chryssanthopoulos
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- Civil Engineering, Structural Safety
- by Haig Gulvanessian
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- Civil Engineering
- by Mario Plos
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- Civil Engineering
- by Mario Plos
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- Civil Engineering
- by Robert Vollum
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- Civil Engineering
- by Robert Vollum
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- Structures
- by Bernard Espion
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- Civil Engineering, Composite Materials and Structures
- by ROCH TONDJOU NZOYUIM
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- by Matija Radovic , P.E., PhD
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- Shear Walls
- by Luís Oliveira Santos
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- Civil Engineering, Structural Safety

The deformation due to creep has an important effect on the behavior of concrete structures especially for their long term integrity. Undesirable consequences may appear in the structures due to incorrect or inaccurate prediction of creep deformation. A large database coming from international laboratories and research centers is used in order to compare the experimental results with the Eurocode 2 creep prediction. This study shows that the Eurocode 2 underestimates the important creep compliance and overestimates the small creep compliance. In order to overcome this inaccuracy, new correction coefficients are introduced to the formulas of the Eurocode 2 using an Approximate Bayesian Computation method based on the rejection algorithm.

- by Rafic Faddoul and +1
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- Civil Engineering, Structural Engineering, Reinforced Concrete Structures, Approximate Bayesian Computation

Exemple de calcul : Poutre mixte Calcul d'une poutre de plancher mixte d'un bâtiment multi-étage en fonction des données suivantes La poutre mixte secondaire sur deux appuis soumise à une charge uniformément répartie. • poids propre de la poutre • poids de la dalle en béton • charges d'exploitation La poutre est un profilé en I laminé (IPE270), en flexion par rapport à son axe fort .Elle est supposée être complètement étayée pendant la construction et les nervures du bac acier sont perpendiculaires à la poutre.. le calcul comprend les étapes suivantes:-la classification de la section transversale,-le calcul de la largeur efficace de la semelle en béton,-le calcul de la résistance au cisaillement d'un goujon à tête,-le calcul du degré de connexion,-le calcul de la résistance à la flexion,-le calcul de la résistance au cisaillement,-le calcul de la résistance au cisaillement longitudinal de la dalle,-le calcul de la flèche à l'état limite de service. Données • Portée : L=7,50 m ;• Largeur de la travée : 3,00 m ;• Epaisseur de la dalle : 12 cm ;cloisons : 0,75 kN/m 2 ;• Charge d'exploitation : 2,50 kN/m 2 ;• Densité du béton armé : 25 kN/m 3 , Nuance d'acier : S355 ; Module d'élasticité de l'acier E = 210000 N/mm 2  Profilé IPE 270 : ha(mm) b(mm) t w (mm) t f (mm) r(mm) Aa(Cm 2) I Y (Cm 4) W el,y (Cm 3) W pl.y (Cm 3) Masse Kg/m 270 135 6,6 10,2 15 45,95 5790 428,9 484 36,1 Bac acier Epaisseur de la tôle t = 0,75 mm Epaisseur de la dalle h = 120 mm Hauteur totale du bac acier hp = 58 mm b1 = 62 mm ; b2 = 101 mm ; e = 207 mm Connecteurs

- by Abderahim Zaabat
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- by Adeeb Takaji
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