Résumé : Les dalles de tabliers de ponts et des stationnements sont exposées à des environnements agressifs en particulier au Québec et en Amérique du Nord en raison de l'utilisation de sels de déglaçage et des cycles de gel-dégel. La substitution des armatures d’acier par des armatures en matériaux composites de polymères renforcés de fibres (PRF) constitue une alternative intéressante qui connait beaucoup de succès ces dernières années. Le béton armé de PRF est durable, car l’armature n’est pas sujette à la corrosion électrochimique. Aussi l’armature de PRF possède une résistance en traction élevée et est légère. En Amérique du Nord, l’utilisation des composites de PRF a suscité une attention toute particulière de la part des ingénieurs et des gestionnaires d’ouvrages. Plusieurs organismes dont des ministères de transport spécifient l’armature de PRF comme matériau structural dans leurs devis techniques pour lutter contre la corrosion et allonger la durée de service de leurs infrastructures. Les dalles en béton armé sont souvent soumises à des efforts de cisaillement critiques. Actuellement les méthodes de calcul au cisaillement (à l’effort tranchant) de dalles unidirectionnelles en béton armé de PRF différèrent d’une norme à une autre. En effet, la majorité des équations proposées dans les normes et guides de conception ont dérivées à partir de relations empiriques. Bien que des efforts de recherche considérables aient été consacrés dans ce domaine au cours de la dernière décennie, une meilleure compréhension du comportement au cisaillement et des mécanismes de rupture de dalles unidirectionnelles en béton armé de PRF est encore nécessaire. Dans cette recherche, un programme expérimental visant à étudier le comportement de dalles renforcées avec différents types de barres en PRF a été mis en place. Vingt-deux dalles unidirectionnelles en béton renforcées avec des barres de PRF ont été construites et testées en flexion a quatre points jusqu’à la rupture. Les paramètres d’étude comprennent : le type et le taux d’armature, le diamètre de la barre, l’espacement et la configuration de l’armature ainsi que la résistance en compression du béton afin d’examiner leur effet sur la résistance au cisaillement des dalles. Le comportement des dalles testées a été examiné en considérant le réseau de fissures, la charge ultime ainsi que les modes de rupture. Aussi, une base de données comprenant 203 poutres et dalles unidirectionnelles en béton armé de PRF rompues en cisaillement a été répertoriée et introduite dans les analyses. Les charges de rupture en cisaillement des dalles testées dans le cadre de cette thèse ainsi que celles de la base de données ont été comparées à celles prédites par les équations de calcul proposées par la normes canadiennes CSA S6-06/S1 et CSA S806-12, ainsi que celles des deux guides de calcul ACI 440.1R-06 et JSCE-97. Les analyses effectuées ont montré que les valeurs prédites par les équations de calcul proposées par l’ACI 440.1R-06 sont très conservatrices, alors que celles prédites par celles de JSCE-97 sont en meilleur accord avec les valeurs expérimentales. Aussi, les résultats obtenus ont montré que les équations de la nouvelle norme CSA S806-12 prédisent bien la résistance au cisaillement expérimentale. Toutefois, une amélioration de l'équation de la norme CSAS806-12, conduisant à de meilleurs résultats, est proposée. Par ailleurs, les résultats obtenus dans le cadre de cette thèse ont mené à une meilleure compréhension des mécanismes de rupture et des facteurs principaux qui contribuent à la résistance au cisaillement de dalles unidirectionnelles en béton armée de PRF. Enfin, des recommandations pour des travaux futurs y sont également formulées. // Abstract : Bridge deck and parking garage slabs are exposed to aggressive environments particularly in the North American regions resulting from the excessive use of de-icing salts. Fiber-reinforced-polymer (FRP) reinforcements have emerged as a practical and sustainable anti-corrosive reinforcing material with superior tensile strength to overcome the corrosion problem. High comfort level and increase use of the material is currently seen. Protection and regulations policies of some Public North American agencies currently include GFRP reinforcing bars as premium reinforcement. Shear behaviour in RC slabs is examined since most of the bridge deck and parking garage slabs are shear critical. However, there is still no agreement in FRP design codes and guidelines for shear strength equations. Several design code equations are still based on empirical relationships while recent developments are based on shear theories. The complex nature of shear phenomena which is influenced by many parameters, in addition to the existence of various schools of thoughts in shear, makes it difficult to find a general agreement on a unified equation. Huge research efforts are being established, however better understanding for the shear behaviour and failure mechanisms for unidirectional FRP RC slabs is still needed. In this research study, an experimental program was designed to investigate the shear behaviour of one-way concrete slabs reinforced with different types of FRP bars. A total of twenty one concrete slabs reinforced with FRP bars in addition to a steel reinforced slab were constructed and tested to failure under two-point loading. The variation in the concrete contribution to the shear strength V[subscript c] is investigated with respect to FRP reinforcement properties. Newly developed GFRP bars with high modulus, which were not previously investigated in the literature, are used. Different FRP reinforcement properties were included in the study such as reinforcement ratio, modulus of elasticity and axial stiffness, type of bars, and reinforcement configuration. Also, normal concrete and high strength concrete were considered in the research program. Analysis of the experimental results included the general behavior of the tested slabs, crack patterns, ultimate capacities, and modes of failure, load deflection relationships as well as the concrete and reinforcement strains. Test results of the present investigation indicate an influence of the reinforcement type, bar diameter, and the shear stiffness of the bars on the mode of failure and the shear strength. The experimental investigation and analysis of test results provided better understanding of concerning mechanisms of failure and factors contributing to the shear capacity of FRP RC slabs. A refined shear model to the CSA S806-12 is introduced and found to provide better results compared to the existing design codes and guidelines. The model is based on regression analysis of an experimental database. The database is assembled from twenty five different studies in addition to the present investigation. The used database includes 203 unidirectional members reinforced with FRP bars (without shear reinforcement) failing in shear. The model was evaluated through the experimental concrete shear capacities (V[subscript c exp]) of the database and found to provide good predictions. The experimental shear capacities of the database ( V[subscript c exp]) was compared to their corresponding predicted shear capacities (Vcpred ) using CSA S806-12, CAN/CSA-S6.1S1, ACI 440.1R-06, and JSCE-97. It was found that the ACI guide is very conservative. It can be noted that using this guide in its present form may reduce the economic competitiveness of fibre-reinforced polymers. JSCE recommendations are in better agreement with the test results. The Canadian CSA S806-12 equation was found to be in good fit with the experimental shear capacities.

Os sistemas não aderentes de fixação com placas de \"granito\", em comparação com os métodos que empregam argamassas, exigem maior acuidade no projeto e uma avaliação estrutural criteriosa. As metodologias empregadas no país consideram apenas o parâmetro de resistência à tração na flexão na ruptura, não levando em conta outros parâmetros estruturais importantes. Para preencher esta lacuna, o presente trabalho propõe uma metodologia para dimensionamento de três sistemas não aderentes de fixação: fachadas ventiladas, pisos elevados e lajes estruturais. Três \"granitos\" brasileiros de alto valor comercial - Vermelho Capão Bonito (VCB), Preto São Gabriel (PSG) e Branco Desireé (BD) - foram submetidos a ensaios laboratoriais para a determinação do comportamento tensão versus deformação, da tensão de ruptura, dos deslocamentos verticais, do módulo de Young e do coeficiente de Poisson. Estes parâmetros foram empregados para o dimensionamento de fachadas ventiladas e de pisos elevados. Os modelos computacionais do programa STRAP foram calibrados com dados obtidos do monitoramento de protótipos de fachadas e de pisos elevados. Para fachadas ventiladas (placas de 60 x 100 cm) as espessuras calculadas foram de 30 mm para o VCB, de 25 mm para o PSG e de 55 mm para o BD. Para pisos elevados (placas de 60 x 60 cm) as espessuras foram de 35 mm para o VCB, de 30 mm para o PSG e de 35 mm para o BD. Os resultados sugerem que a especificação da espessura mínima de 20 mm, comumente usada em diversos projetos nacionais, não considera aspectos estruturais importantes. / Design on \"granite\" plates for non adherent covering systems, in comparison with mortar methods, needs a structural evaluation. The Brazilian design methodology considers only the breaking load bending tensile strength and do not consider another important structural characteristics. To fill this gap, this thesis presents a methodology for design on three \"granite\" plates for non adherent covering systems: ventilated façades, pedestal paving system and structural slab. Three Brazilian \"granites\" with great commercial acceptance - Capão Bonito Red (CBR), São Gabriel Black (SGB) and Desireé White (DW) were tested to obtain the strength versus strain behavior, the breaking load strength, the modulus of Young and the Poisson coefficient. To structural design this characteristics were applied in computational models, that were calibrated with tests data. The thickness calculated for ventilated façades (slab of 60 x 100 cm) is 30 mm for CBR, 25 mm for SGB and 55 mm for DW. The thickness calculated for pedestal paving system (slab of 60 x 60 cm) is 35 mm for CBR, 30 mm for SGB and 35 mm for DW. This results show that the thickness of 20mm applied for Brazilian practice design criteria do not consider important structural issues.

Este trabalho trata do estudo de um novo perfil metálico a ser empregado como fôrma em lajes mistas (laje com fôrma de aço incorporada). A fôrma é obtida pelo dobramento a frio de chapa zincada e serve para suportar o concreto fresco e sobrecargas durante a fase de construção e para atuar como armadura positiva da laje após a cura do concreto. A pesquisa foi realizada em duas etapas: (i) a análise teórica do perfil de aço isolado de modo a identificar modos de instabilidade e respectivos esforços críticos, referentes à fase de construção, isto é, concreto não colaborante, e (ii) a análise teórica e experimental da laje mista, através do ensaio de protótipos, tendo como propósito determinar a formulação para o dimensionamento baseada no método semiempírico denominado \"método m-k\". Tal método permite determinar equações lineares, sendo \"m\" e \"k\" os coeficientes angular e linear da reta. A análise teórica do perfil de aço foi realizada com o auxílio do programa CUFSM. Na análise experimental foram utilizados 14 protótipos agrupados conforme a espessura da fôrma de aço (0,08 mm 6 protótipos e 1,25 mm 8 protótipos) e variando a altura da laje em 110 mm e 170 mm. Outros dois protótipos também foram ensaiados, ambos com armadura adicional e fôrma de espessura 0,08 mm, onde um continha mossas em sua fôrma e outro não. A determinação das constantes m - k resultou na equação de dimensionamento que fundamenta-se no cisalhamento longitudinal, que é o estado-limite último dominante no projeto de lajes mistas. / This work studies a new steel profile to use as deck in composite slabs (slab with embedded steel deck profile). The deck is obtained by cold-formed and serves to support the fresh concrete and overloads during the construction stage and to act as positive reinforcement of the slab after the wet concrete. Research comprises two steps: (i) theoretical analysis of isolated steel deck profile to identify buckling modes and their critical stress, associated to the construction stage, i.e., not cooperating concrete, and (ii) theoretical and experimental analysis of the composite slab, through of test prototypes, with the purpose to determine the formulation to design based in semiempirical method called \'\"m-k method\". The method allows determining linear equations, where \"m\" and \"k\" are angular and linear coefficients of the function. The theoretical analysis of the steel profile was performed with the aid of CUFSM program. In the experimental prototypes analysis used 14 grouped according to the thickness of the sheeting (0.08 mm - 1.25 mm prototypes and 6 - 8 prototypes) and varying slab height at 110 mm and 170 mm. Two other prototypes were also tested, both with additional armor and thick mold 0.08 mm, where one had dents in your pan and the other not. The determination of the constants m - k resulted in the scaling equation is based on longitudinal shear, which is the state limit last dominant in the design of composite slabs.

Este trabalho trata do estudo de um novo perfil metálico a ser empregado como fôrma em lajes mistas (laje com fôrma de aço incorporada). A fôrma é obtida pelo dobramento a frio de chapa zincada e serve para suportar o concreto fresco e sobrecargas durante a fase de construção e para atuar como armadura positiva da laje após a cura do concreto. A pesquisa foi realizada em duas etapas: (i) a análise teórica do perfil de aço isolado de modo a identificar modos de instabilidade e respectivos esforços críticos, referentes à fase de construção, isto é, concreto não colaborante, e (ii) a análise teórica e experimental da laje mista, através do ensaio de protótipos, tendo como propósito determinar a formulação para o dimensionamento baseada no método semiempírico denominado \"método m-k\". Tal método permite determinar equações lineares, sendo \"m\" e \"k\" os coeficientes angular e linear da reta. A análise teórica do perfil de aço foi realizada com o auxílio do programa CUFSM. Na análise experimental foram utilizados 14 protótipos agrupados conforme a espessura da fôrma de aço (0,08 mm 6 protótipos e 1,25 mm 8 protótipos) e variando a altura da laje em 110 mm e 170 mm. Outros dois protótipos também foram ensaiados, ambos com armadura adicional e fôrma de espessura 0,08 mm, onde um continha mossas em sua fôrma e outro não. A determinação das constantes m - k resultou na equação de dimensionamento que fundamenta-se no cisalhamento longitudinal, que é o estado-limite último dominante no projeto de lajes mistas. / This work studies a new steel profile to use as deck in composite slabs (slab with embedded steel deck profile). The deck is obtained by cold-formed and serves to support the fresh concrete and overloads during the construction stage and to act as positive reinforcement of the slab after the wet concrete. Research comprises two steps: (i) theoretical analysis of isolated steel deck profile to identify buckling modes and their critical stress, associated to the construction stage, i.e., not cooperating concrete, and (ii) theoretical and experimental analysis of the composite slab, through of test prototypes, with the purpose to determine the formulation to design based in semiempirical method called \'\"m-k method\". The method allows determining linear equations, where \"m\" and \"k\" are angular and linear coefficients of the function. The theoretical analysis of the steel profile was performed with the aid of CUFSM program. In the experimental prototypes analysis used 14 grouped according to the thickness of the sheeting (0.08 mm - 1.25 mm prototypes and 6 - 8 prototypes) and varying slab height at 110 mm and 170 mm. Two other prototypes were also tested, both with additional armor and thick mold 0.08 mm, where one had dents in your pan and the other not. The determination of the constants m - k resulted in the scaling equation is based on longitudinal shear, which is the state limit last dominant in the design of composite slabs.

A slab-coupled optical fiber sensor (SCOS) falls into a narrow class of all-dielectric optical fiber electric field sensors, which makes it a perfect candidate for measurements of high electric fields in environments where presence of conductors is highly perturbing to the system under test. Its nonlinear response to high fields requires a new nonlinear calibration technique. A nonlinear calibration method is explained and demonstrated to successfully measure high electric fields, as well as high voltages with dynamic range up to 50 dB. Furthermore, a SCOS can be fitted into narrow spaces and make highly localized measurements due to its small size. This allows a SCOS to be integrated inside a standard high voltage coaxial cable, such as RG-218. Effects of partial discharge and arcing is minimized by development of a fabrication method to avoid introduction of impurities, especially air-bubbles, into the cable during SCOS insertion. Low perturbation of the measured voltage is shown by simulating the introduced voltage reflections to be on the order of –50 dB. It is also shown that a SCOS can be inserted into other cables without significant perturbation to the voltage. A complete high voltage and high electric field measurement system is built based on the high-voltage modifications of the SCOS technology. The coaxial SCOS is enhanced for robustness. Enhancements include packaging a SCOS into stronger ceramic trough, strengthening the fiber with kevlar reinforced furcation tubing and protecting the sensor with metal braces and protective shells. The interrogator is protected from electromagnetic interference with an RF-shielded box. Reduction in power losses introduced by the new PANDA-SCOS technology allows interrogator bandwidths to be increased up to 1.2 GHz. The whole measurement process is streamlined with dedicated software, developed specifically for high voltage and electric field measurements with support for the nonlinear calibration.

A slab-coupled optical fiber sensor (SCOS) falls into a narrow class of all-dielectric optical fiber electric field sensors, which makes it a perfect candidate for measurements of high electric fields in environments where presence of conductors is highly perturbing to the system under test. Its nonlinear response to high fields requires a new nonlinear calibration technique. A nonlinear calibration method is explained and demonstrated to successfully measure high electric fields, as well as high voltages with dynamic range up to 50 dB. Furthermore, a SCOS can be fitted into narrow spaces and make highly localized measurements due to its small size. This allows a SCOS to be integrated inside a standard high voltage coaxial cable, such as RG-218. Effects of partial discharge and arcing is minimized by development of a fabrication method to avoid introduction of impurities, especially air-bubbles, into the cable during SCOS insertion. Low perturbation of the measured voltage is shown by simulating the introduced voltage reflections to be on the order of −50 dB. It is also shown that a SCOS can be inserted into other cables without significant perturbation to the voltage.A complete high voltage and high electric field measurement system is built based on the high-voltage modifications of the SCOS technology. The coaxial SCOS is enhanced for robustness. Enhancements include packaging a SCOS into stronger ceramic trough, strengthening the fiber with kevlar reinforced furcation tubing and protecting the sensor with metal braces and protective shells. The interrogator is protected from electromagnetic interference with an RF-shielded box. Reduction in power losses introduced by the new PANDA-SCOS technology allows interrogator bandwidths to be increased up to 1.2 GHz. The whole measurement process is streamlined with dedicated software, developed specifically for high voltage and electric field measurements with support for the nonlinear calibration.

Les transitions spatiale et temporelle de la subduction à la collision sont des charnières géodynamiques. Nous précisons dans ce travail le rôle et le devenir de ces zones grâce à des modèles analogiques et l'étude tectonique d'un cas réel. La modélisation a montré qu'une transition temporelle entre subduction et collision est toujours marquée par une phase de subduction continentale. La durée de cette phase dépend de la façon dont se déforme la lithosphère subductée en profondeur. Plus elle se déforme, plus courte est la subduction continentale. Dans le cas d'une transition latérale entre subduction et collision, la déformation de la plaque supérieure est aussi fonction de sa résistance à la déformation et notamment de l'existence de zones de faiblesse. Notre analyse tectonique montre que la déformation actuelle à la transition Zagros-Makran (SE Iran) est distribuée sur un large domaine, au niveau de deux systèmes de failles, d'orientation N 160° et N 0°. Le régime est globalement transpressif, et montre deux phases distinctes. 1-Mio-Pliocène : failles inverses avec un probable partitionnement avec des plis. 2-Plio-Quaternaire : déformation purement cassante, avec une contrainte principale horizontale, s1, de direction NE-SO, homogène sur toute la zone. L'analyse de marqueurs géomorphologiques décalés et datés (datations 10Be, et corrélations paléoclimatiques et archéologiques), nous a permis de déterminer les vitesses de déplacement de chaque faille et d'obtenir le déplacement total sur la zone, de 12±2 mm/a dans une direction environ ~10°. La distribution de la déformation montrée par la tectonique peut être attribuée à la prolongation du slab du Makran sous le Zagros, et montre, comme la modélisation, à quel point la déformation de surface est tributaire de processus profonds. La déformation en Iran comme celle des modèles montre de plus une forte localisation de la déformation par des zones de faiblesse héritées de l'histoire géologique régionale.

Chaque année sur Mars, en automne et hiver, une partie importante de l'atmosphère passe de l'état gazeux à solide. Ce condensat, principalement du CO2 solide, s'accumule au sol sous forme de neige, givre ou glace. Cela se produit aux plus hautes latitudes, où les températures baissent suffisamment grâce à la nuit polaire pour provoquer ces dépôts qui disparaissent au retour du soleil au sortir de l'hiver. Les mécanismes de formation de ces glaces, leurs propriétés microphysiques ou encore leur évolution durant la nuit polaire puis avec l'insolation sont encore peu connus. Au cours de cette thèse un dispositif expérimental a été créé pour former et étudier en laboratoire des glaces de CO2 de différentes textures, en conditions analogues à Mars. Le dispositif permet de suivre et contraindre plusieurs paramètres thermodynamiques, observer visuellement l'évolution de l'échantillon et le caractériser spectralement. Les résultats amélioreront la compréhension du cycle du CO2 et les données acquises par les sondes spatiales martiennes.

Textilbewehrter Beton zur Verstärkung von Stahlbetonbauteilen ist neben den klassischen und etablierten Verfahren eine äußerst interessante Alternative, die die Vorteile der leichten Kohlenstofffaserklebeverstärkungen mit denen von Spritzbeton mit Bewehrung verbindet. Aus den theoretischen und experimentellen Untersuchungen in dieser Arbeit können wichtige Erkenntnisse zum gemeinsamen Tragverhalten von Betonstahl und textiler Bewehrung sowie zu den Auswirkungen der verbundbedingten Unterschiede abgeleitet werden. Mit den theoretischen Betrachtungen werden das gemeinsame Tragverhalten und der Einfluss des unterschiedlichen Verbundverhaltens auf die Zugkraftaufteilung gezeigt und qualifiziert. Die Behandlung der verbundbedingten Unterschiede bei gemischt mit Betonstahl und Textil bewehrten Zuggliedern ist analog dem Vorgehen bei gemischter Beton- und Spannstahlbewehrung bzw. Klebebewehrung mit Verbundbeiwerten darstellbar. Zur Ableitung entsprechender Kennwerte werden verschiedene Möglichkeiten diskutiert. Zudem wird eine vereinfachte Bemessung vorgeschlagen. Insgesamt sind die Ergebnisse ein wesentlicher Schritt auf dem Weg zur baupraktischen Anwendung von Textilbetonverstärkungen und ermutigen bereits zum umsichtigen Einsatz unter Beachtung der Sicherheitsaspekte. Noch offene Fragen und notwendiger Klärungsbedarf sollten die Wissbegier anregen und vertiefende Forschungsvorhaben und weitere experimentelle Untersuchungen ermöglichen. / Textile reinforcement represents an excellent alternative to existing techniques for strengthening of concrete structures, combining the benefits of lightweight fiber reinforced polymer strengthening with those of shotcrete with reinforcement. The theoretical and experimental studies in this thesis provide essential insights into the common load bearing behaviour of reinforcing steel and textile reinforcements as well as on the impact of the different bond characteristics of both types of rein-forcement. With the theoretical investigations, the combined load bearing behaviour and the influence of the different bond characteristics on distribution of the forces could be shown and qualified. The inter-action of both reinforcement types, taking into account the different bond characteristics, can be represented by bond coefficients analogous to the approach to mixed steel and pre-stressing-steel reinforcements. So as to derive the appropriate parameters, several options were discussed. Moreover, a simplified approach to design a TRC-strengthening-layer was proposed. Overall, the results are an essential step towards the practical application of textile reinforced con-crete for the strengthening of concrete structures and should already be encouraging the prudent use while considering the necessary safety aspects. Remaining issues and necessary clarifications should stimulate curiosity and in-depth research projects and allow further experimental studies.

Cette contribution, en s’appuyant sur expérimentation et modélisation numérique vise à une meilleure compréhension du comportement des dalles en béton armé sous sollicitations de cisaillement. Une campagne expérimentale a été réalisée sur des dalles épaisses à pleine échelle de centrales nucléaires. Ces dalles sans armatures d’effort tranchant sont soumises à une sollicitation de cisaillement en chargement quasi-statique. Les essais sont réalisés en faisant varier différents paramètres qui peuvent influencer le comportement au cisaillement. Sont ainsi étudiés : résistance en compression du béton, épaisseur, taux d’armatures longitudinales et transversales, taille des granulats, longueur de la plaque de chargement. L’influence des efforts de membrane, de compression ou de traction, sur le comportement au cisaillement a également été analysée. Les résultats des essais sont ensuite comparés aux prédictions des codes de calcul. Ces résultats ont d’abord permis d’apporter une réponse aux divergences qui existent entre l’Eurocode 2 et l’Annexe Nationale Française quant à la prédiction du cisaillement. Ont également été évalués le niveau de précision donné par d’autres normes de dimensionnement au cisaillement: la norme américaine ACI 318-14, le code nucléaire AFCEN ETC-C 2010, le fib-Model Code 2010 et l’approche par la théorie de la fissure critique de cisaillement CSCT. Ensuite est évalué la possibilité d’analyses non-linéaire par élément finis (EF) pour reproduire le phénomène du cisaillement dans les dalles. Un modèle de béton élastoplastique avec endommagement est combiné à une analyse quasi-statique à schéma de résolution explicite. Des lois de comportement non linéaires appropriées du béton avec des comportements post-pic associés à un critère énergétique ont été considérées. La bonne concordance entre le modèle proposé et les résultats expérimentaux en termes de résistance au cisaillement et de modes de rupture permet de valider la modélisation proposée. Une étude paramétrique a été réalisée sur la base du modèle proposé avec les mêmes propriétés mécaniques de béton. Des lois simplifiées permettant d’estimer les capacités en cisaillement en fonction des différents paramètres étudiés sont finalement proposées. / This study, based on experiments and numerical modeling, aims at a better understanding of the shear behavior of reinforced concrete slabs. An experimental campaign was carried out on full-scale thick slabs typical of nuclear power plant slabs. These slabs without shear reinforcement are subjected to a quasi-static shear loading. The tests are carried out by varying different parameters that can influence the shear behavior: the concrete compressive strength, the slab depth, the bottom longitudinal and transverse reinforcement ratio, the concrete aggregate size, the loading plate length. The influence on shear behavior of compression or tension membrane forces has also been analyzed. The results of tests are then compared with the predictions of the calculation codes. These results first of all helped to answer the differences between the Eurocode 2 and the French National Annex concerning the prediction of the shear capacity of reinforced concrete slabs. The level of accuracy given by other shear dimensioning standards was also assessed: The American standard ACI 318-14, the AFCEN ETC-C 2010 code used for nuclear buildings, the fib-Model 2010 and the Critical Shear Crack Theory. Next, we evaluate the possibilities of a non-linear finite element analysis (EF) to reproduce the phenomenon of shear in slabs. An elastoplastic concrete model with damage was used and combined with a quasi-static analysis using an explicit resolution scheme. Appropriate nonlinear behavior laws of concrete with post-peak behaviors associated with an energy criterion were considered. The good agreement between the proposed model and the experimental results in terms of shear strength and failure modes allowed validating the proposed modeling. A parametric study was conducted based on the numerical proposed model with the same mechanical properties of concrete. Simplified laws allowing estimating the shear capacities according to the different parameters studied are proposed.