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Although clays are generally considered stable materials under seismic conditions, recent failures initiated in clay layers after earthquakes have emphasized the need to study the cyclic and post-cyclic behavior of these materials. Moreover, if strength loss as a result of cyclic loading were to occur in the material comprising the dam and/or dam foundation, the consequences of failure could be substantial. The objective of this study is to evaluate the effect of plasticity characteristics, mineralogical composition, and accumulated energy on the cyclic behavior, post-cyclic shear strength and the degradation in shear strength due to cyclic loading in normally consolidated clays. Seventeen soil samples prepared in the laboratory from kaolinite, montmorillonite, and quartz were tested using static and cyclic simple shear apparatuses. In addition, the results of cyclic simple shear tests on twelve natural samples were provided by Fugro Consultants, Inc. in Houston, TX. Using the results, cyclic strength curves were developed to represent 2.5%, 5% and 10% double amplitude shear strains. These curves were used to examine the influences of mineralogical composition, plasticity characteristics and shear strain on the cyclic resistance of soil samples. A power function was used to represent the cyclic strength curves. The samples were found to become increasingly resistant to cyclic loading as the plasticity index increased. Moreover, the soils with montmorillonite as the clay mineral were noted to have consistently higher cyclic resistances than the soils with kaolinite as the clay mineral. By examining the power functions, it was found that the cyclic strength curve approaches linearity as the plasticity index increases in soils having kaolinite as the clay mineral. However, the opposite trend is observed in soils having montmorillonite as the clay mineral. The study shows that the post-cyclic shear strength increases with increasing plasticity index. Moreover, the post-cyclic shear strengths of soils with montmorillonite as the clay mineral were significantly higher than the post-cyclic shear strengths of soils with kaolinite as the clay mineral. The degradation in shear strength due to cyclic loading appeared unaffected by mineralogy, but a greater reduction in strength was noted with decreasing plasticity index. The post-cyclic shear strength was also found to reduce as the number of cycles required to cause 10% double amplitude shear strain increased. The energy approach considering the accumulated energy per unit volume in the soil mass as a result of cyclic loading was also utilized in this study. The results from the energy approach were independent of the cyclic wave form, but were still dependent on the amplitude of the cyclic load used during the testing. An increase in the amplitude of the cyclic loading function results in a decrease in the accumulated energy per unit volume. Furthermore, an increase in the liquid limit and/or plasticity index of the soils containing kaolinite as the clay mineral shows an increase in the accumulated energy, whereas an increase in plasticity of the soils containing montmorillonite as the clay mineral results in a decrease in the amount of accumulated energy. In both types of materials, the amount of accumulated energy per unit volume is found to increase with increasing double amplitude shear strain. Relationship between the ratio of post-cyclic undrained shear strength to the baseline undrained shear strength and the accumulated energy is also determined. / Ph. D.

Tesis por compendio / [ES] La construcción con elementos prefabricados de hormigón es un sector en alza por la aceleración del proceso constructivo, el ahorro de costes derivados de la obra in situ y la mejora de la calidad y acabados, entre otros. En la construcción prefabricada de estructuras de ingeniería civil como puentes y edificios es frecuente el empleo de vigas prefabricadas de hormigón. La construcción con estas vigas requiere el vertido de una capa de hormigón in situ sobre las mismas tras su emplazamiento, que sirve como elemento integrador para garantizar la unidad estructural. Los elementos estructurales que se obtienen de esta forma son conocidos como vigas compuestas de hormigón. En vigas compuestas, aspectos como la resistencia a rasante de la interfaz entre hormigones han sido estudiados en numerosas publicaciones. No obstante, su comportamiento a cortante no ha sido, por el momento, analizado en profundidad. En consecuencia, existe muy poca información, tanto en la literatura existente como en los códigos de diseño actuales, acerca de la resistencia a cortante de estos elementos, de cómo influye la presencia de una interfaz entre los hormigones en la resistencia a cortante o de cómo contribuye la losa hormigonada in situ a dicha resistencia. La presente tesis doctoral tiene como objetivo estudiar la resistencia a cortante de vigas compuestas de hormigón. Para ello, se desarrolla un extenso programa experimental compuesto por vigas monolíticas y compuestas con y sin armadura transversal, con sección transversal rectangular o en forma de T y con hormigones de diferentes calidades en la viga prefabricada y en la losa hormigonada in situ. Se ensaya a cortante un total de 69 vigas de hormigón armado con el fin de analizar las diferentes variables de interés en la resistencia a cortante. A partir de los resultados experimentales, se propone un modelo mecánico de predicción de la resistencia a cortante de vigas compuestas de hormigón con sección transversal rectangular y en forma de T, que también es de aplicación a vigas monolíticas en T. Además, como apoyo al estudio experimental y al modelo mecánico, se modelan numéricamente algunos especímenes del programa experimental. Con todo ello, se busca incrementar el estado actual del conocimiento en este campo, mediante el aporte de un gran número de resultados experimentales y el análisis de los parámetros de diseño, así como sentar las bases para el desarrollo de una formulación de diseño de estructuras compuestas y de evaluación de las ya existentes globalmente aceptada por la comunidad científica. / [CA] La construcció amb elements prefabricats de formigó és un sector en alça per l'acceleració del procés constructiu, l'estalvi de costos derivats de l'obra in situ i la millora de la qualitat i acabats, entre altres. En la construcció prefabricada d'estructures d'enginyeria civil com a ponts i edificis és freqüent l'ús de bigues prefabricades de formigó. La construcció amb aquestes bigues requereix l'abocament d'una capa de formigó in situ sobre les bigues després del seu emplaçament, que serveix com a element integrador per a garantir la unitat estructural. Els elements estructurals que s'obtenen d'aquesta forma són coneguts com a bigues compostes de formigó. En bigues compostes, aspectes com la resistència a rasant de la interfície entre formigons han sigut estudiats en nombroses publicacions. No obstant això, el seu comportament a tallant no ha sigut, de moment, analitzat en profunditat. En conseqüència, existeix molt poca informació, tant en la literatura existent com en els codis de disseny actuals, sobre la resistència a tallant d'aquests elements, de com influeix la presència d'una interfície entre els formigons en la resistència a tallant o de com contribueix la llosa formigonada in situ a aquesta resistència. La present tesi doctoral té com a objectiu estudiar la resistència a tallant de bigues compostes de formigó. Per a això, es desenvolupa un extens programa experimental compost per bigues monolítiques i compostes amb armadura transversal i sense, amb secció transversal rectangular o en forma de T i amb formigons de diferents qualitats en la biga prefabricada i en la llosa formigonada in situ. S'assaja a tallant un total de 69 bigues de formigó armat amb la finalitat d'analitzar les diferents variables d'interés en la resistència a tallant. A partir dels resultats experimentals, es proposa un model mecànic de predicció de la resistència a tallant de bigues compostes de formigó amb secció transversal rectangular i en forma de T, que també és aplicable a bigues monolítiques en T. A més, com a suport a l'estudi experimental i al model mecànic, es modelen numèricament alguns espècimens del programa experimental. Amb tot això, es pretén incrementar l'estat actual del coneixement en aquest camp, mitjançant l'aportació d'un gran nombre de resultats experimentals i l'anàlisi dels paràmetres de disseny, així com establir les bases per al desenvolupament d'una formulació de disseny d'estructures compostes i d'avaluació de les ja existents globalment acceptada per la comunitat científica. / [EN] Construction with precast concrete elements is a booming sector due to the acceleration of the construction process, the saving of costs arising from the on-site construction and the quality and finish improvement, among others. Precast concrete beams are frequently used in the precast construction of civil engineering structures such as bridges and buildings. Construction with these beams requires the pouring of a cast-in-place concrete layer on top of the beams after their placement, which works as a unifying element to ensure structural integrity. Structural elements obtained in this way are known as concrete composite beams. In composite beams, some aspects such as the shear strength of the interface between concretes have been studied in multiple publications. However, their shear behaviour has not yet been analysed in depth. Consequently, there is very little information, both in the existing literature and in current design codes, about the shear strength of these elements, how the presence of an interface between the concretes influences the shear strength or how the cast-in-place concrete slab contributes to the shear strength. The aim of this doctoral thesis is to study the shear strength of concrete composite beams. For this purpose, an extensive experimental programme is developed, consisting of monolithic and composite beams with and without transverse reinforcement, with rectangular or T-shaped cross-section and with concretes of different qualities in the precast beam and in the slab. A total of 69 reinforced concrete beams are tested under shear forces in order to analyse the different variables of interest in shear strength. Based on the experimental results, a mechanical model for predicting the shear strength of concrete composite beams with rectangular and T-shaped cross-section is proposed, which is also applicable to monolithic T-beams. In addition, to support the experimental study and the mechanical model, some specimens of the experimental programme are numerically modelled. All in all, the aim is to improve the current state of knowledge in this field by providing a large number of experimental results and analysing the design parameters, as well as to lay the foundations for the development of a formulation for the design of existing structures and the assessment of existing ones that is globally accepted by the scientific community. / The present doctoral thesis would not have been possible without the financial support of the Ministerio de Ciencia e Innovación (MCIN) and the Agencia Estatal de Investigación (AEI) through Grants BIA2015-64672-C4-4-R and RTI2018- 099091-B-C21-AR, both funded by MCIN/AEI/10.13039/501100011033 and by the “ERDF A way of making Europe”. I am thankful as well for their support through Grant BES-2016-078010 funded by MCIN/AEI/10.13039/501100011033 and by the “ESF Investing in your future”. The project was also supported by the Regional Government of Valencia through Project AICO/2018/250. And finally, thanks to the Concrete Science and Technology University Institute (ICITECH) of the Universitat Politècnica de València (UPV; Spain) in which this research project has been developed, and to our concrete supplier Caplansa. / Rueda García, L. (2022). Experimental Assessment of the Shear Resistant Behaviour of Precast Concrete Beams with Top Cast-in-Place Concrete Slab [Tesis doctoral]. Universitat Politècnica de València. https://doi.org/10.4995/Thesis/10251/183594 / Compendio

Fiber-metal laminates (FML) are the advanced materials that are developed to improve the high performance of lightweight structures that are rapidly becoming a superior substitute for metal structures. The reasons behind their emerging usage are the mechanical properties without a compromise in weight other than the traditional metals. The bond remains a concern. This thesis reviews the effect of pre-treatments, say heat, P2 etch and laser treatments on the substrate which modifies the surface composition/roughness to impact the bond strength. The constituents that make up the FMLs in our present study are the Aluminum 2024 alloy as the substrate and the carbon fiber prepregs are the fibers. These composite samples are manufactured in a compression molding process after each pre-treatment and are then subjected to different tests to investigate its properties in tension, compression, flexural and lap shear strength. The results indicate that heat treatment adversely affects properties of the metal and the joint while laser treatments provide the best bond and joint strength.

The dissertation thesis deals with the preparation and characterisation of a-CSi:H and a CSiO:H thin films prepared using the process of plasma enhanced chemical vapour deposition (PECVD). Tetravinylsilane (TVS) and its mixtures with argon and oxygen were used to deposit films on both planar substrates and fibre bundles. Main characterisation techniques were employed to study the topography of films, namely atomic force microscopy (AFM). Their mechanical properties were studied through nanoindentation; the nanoscratch test was used to assess the film adhesion to the substrate. Other analysed properties were internal stress and friction coefficient. The particular attention was paid to the work of adhesion and its determination. This knowledge was further applied to the preparation of surface treatments of glass fibres and, subsequently, polymer composites. Those were tested using the push-out test and the short beam shear test. Based on the results, the effects of deposition conditions and the relationships between the studied properties and quantities were determined.

Abstract : Deep reinforced concrete beams are commonly used as transfer girders or bridge bents, at which its safety is often crucial for the stability of the whole structure. Such elements are exposed to the aggressive environment in northern climates causing steel-corrosion problems due to the excessive use of de-icing salts. Fiber-reinforced polymers (FRP) emerged as non-corroded reinforcing materials to overcome such problems in RC elements. The present study aims to address the applicability of concrete deep beams totally reinforced with FRP bars. Ten full-scale deep beams with dimensions of 1200 × 300 × 5000 mm were constructed and tested to failure under two-point loading. Test variables were shear-span depth ratio (equal to 1.47, 1.13, and 0.83) and different configurations of web reinforcement (including vertical and/or horizontal web reinforcement). Failure of all specimens was preceded by crushing in the concrete diagonal strut, which is the typical failure of deep beams. The test results indicated that, all web reinforcement configurations employed in the tested specimens yielded insignificant effects on the ultimate strength. However, strength of specimens containing horizontal-only web reinforcement were unexpectedly lower than that of specimens without web reinforcement. The web reinforcement’s main contribution was significant crack-width control. The tested specimens exhibited reasonable deflection levels compared to the available steel-reinforced deep beams in the literature. The development of arch action was confirmed through the nearly uniform strain distribution along the length of the longitudinal reinforcement in all specimens. Additionally, the basic assumption of the strut-and-tie model (STM) was adequately used to predict the strain distribution along the longitudinal reinforcement, confirming the applicability of the STM for FRP-reinforced deep beams. Hence, a STM based model was proposed to predict the strength of FRP-reinforced deep beams using the experimental data, in addition to the available experimentally tested FRP-reinforced deep beams in the literature. Assessment of the available STMs in code provisions was conducted identifying the important parameters affecting the strut efficiency factor. The tendency of each parameter (concrete compressive strength, shear span-depth ratio, and strain in longitudinal reinforcement) was individually evaluated against the efficiency factor. Strain energy based calculations were performed to identify the appropriate truss model for detailing FRP-reinforced deep beams, hence, only four specimens with vertical web reinforcement exhibited the formation of two-panel truss model. The proposed model was capable to predict the ultimate capacity of the tested deep beams. The model was also verified against a compilation of a data-base of 172 steel-reinforced deep beams resulting in acceptable level of adequacy. The ultimate capacity and performance of the tested deep beams were also adequately predicted employing a 2D finite element program (VecTor2), which provide a powerful tool to predict the behavior of FRP-reinforced deep beams. The nonlinear finite element analysis was used to confirm some hypotheses associated with the experimental investigations. / Résumé : Les poutres profondes en béton armé (BA) sont couramment utilisées comme poutre de transfert ou coude de pont, comme quoi sa sécurité est souvent cruciale pour la sécurité de l’ensemble de la structure. Ces éléments sont exposés à un environnement agressif dans les climats nordiques causant des problèmes de corrosion de l’acier en raison de l’utilisation excessive de sels de déglaçage. Les polymères renforcés de fibres (PRF) sont apparus comme des matériaux de renforcement non corrodant pour surmonter ces problèmes dans les BA. La présente étude vise à examiner la question de l'applicabilité des poutres profondes en béton complètement renforcées de barres en PRF. Dix poutres profondes à grande échelle avec des dimensions de 1200 × 300 × 5000 mm ont été construites et testées jusqu’à la rupture sous chargement en deux points. Les variables testées comprenaient différents ratios de cisaillement porté/profondeur (égal à 1.47, 1.13 et 0.83) ainsi que différentes configurations d’armature dans l’âme (incluant un renforcement vertical avec ou sans renforcement horizontal). La rupture de tous les spécimens a été précédée par l’écrasement du béton dans le mât diagonal, ce qui est la rupture typique pour les poutres profondes en BA. Les résultats ont révélé que toutes les configurations de renforcement de l’âme employées dans les spécimens d'essais avaient un effet négligeable sur la résistance ultime. Toutefois, la résistance des spécimens contenant uniquement un renforcement horizontal était étonnamment inférieure à celle des spécimens sans renforcement. La contribution principale du renforcement de l’âme était dans le contrôle de la largeur de fissuration. Les spécimens examinés présentaient une déflexion raisonnable par rapport à ce qui est disponible pour les poutres profondes renforcées en acier dans la littérature. Le développement de l'effet d'arche a été confirmé par la distribution quasi uniforme des déformations le long du renforcement longitudinal dans tous les spécimens. En outre, l'hypothèse de base du modèle des bielles et tirants (MBT) a été utilisée adéquatement pour prédire la distribution de déformation le long du renforcement longitudinal, confirmant l'applicabilité du MBT pour les poutres profondes armées de PRF. Par conséquent, un modèle basé sur un MBT a été proposé afin de prédire la résistance des poutres profondes renforcées de PRF en utilisant les données expérimentales en plus de la mise à l'épreuve expérimentalement des poutres profondes renforcées de PRF trouvées dans la littérature. Une évaluation des MTB disponibles dans les dispositions des codes a été menée afin de déterminer les paramètres importants affectant le facteur d'efficacité de la bielle. La tendance de chaque paramètre (la résistance à la compression du béton, le ratio de cisaillement porté/profondeur, et la déformation dans le renforcement longitudinal) a été évaluée individuellement contre le facteur d'efficacité. Des calculs basés sur l’énergie des déformations ont été effectués pour identifier le modèle de treillis approprié afin de détailler les poutres profondes renforcées de PRF. Par conséquent, seulement quatre spécimens avec un renforcement vertical dans l’âme présentaient la formation de modèles avec deux panneaux de treillis. Le modèle proposé a été capable de prédire la capacité ultime des poutres profondes testées. Le modèle a également été vérifié contre une base de données de 172 poutres profondes renforcées en acier aboutissant en un niveau acceptable de pertinence. La capacité ultime et la performance des poutres profondes testées ont été également adéquatement prédites employant un programme d'éléments finis en 2D (VecTor2), ce qui fournira un puissant outil pour prédire le comportement des poutres profondes renforcées de PRF. L'analyse non linéaire par éléments finis a été utilisée afin de confirmer certaines hypothèses associées à l'étude expérimentale.

Formaldehyde-based adhesives have been reported to be detrimental to health. Petrochemical-based adhesives are non-renewable, limited and costly. Therefore, the improvement of environmental-friendly adhesive from natural agricultural products has awakened noteworthy attention. A novel adhesive for wood application was successfully prepared with enhanced shear strength and water resistance. The Fourier transmform infrared spectra showed the surface functionalities of the functionalized carbon nanotubes (FCNTs) and soy protein isolate nanocomposite adhesive. The attachment of carboxylic functional group on the surface of the carbon nanotubes (CNTs) after purification contributed to the effective dispersion of the CNTs in the nanocomposite adhesive. Hence, enhanced properties of FCNTs were successfully transferred into the SPI/CNTs nanocomposite adhesive. These unique functionalities on FCNTs however, improved the mechanical properties of the adhesive. The shear strength and water resistance of SPI/FCNTs was higher than that of the SPI/CNTs. SEM images showed the homogenous dispersion of CNTs in the SPI/CNTs nanocomposite adhesive. The carbon nanotubes were distributed uniformly in the soy protein adhesive with no noticeable clusters at relatively reduced fractions of CNTs as shown in the SEM images, which resulted into better adhesion on wood surface. Mechanical (shear) mixing and ultrasonication with 30 minutes of shear mixing both showed an improved dispersion of CNTs in the soy protein matrix. However, ultrasonication method of dispersion showed higher tensile shear strength and water resistance than in mechanical (shear) mixing method. Thermogravimetric analysis of the samples also showed that the CNTs incorporated increases the thermal stability of the nanocomposite adhesive at higher loading fraction. Incorporation of CNTs into soy protein isolate adhesive improved both the shear strength and water resistance of the adhesive prepared at a relatively reduced concentration of 0.3%.The result showed that tensile shear strength of SPI/FCNTs adhesive was 0.8 MPa and 7.25MPa at dry and wet state respectively, while SPI/CNTs adhesive had 6.91 MPa and 5.48MPa at dry and wet state respectively. There was over 100% increase in shear strength both at dry and wet state compared to the pure SPI adhesive. The 19% decrease in value of the new adhesive developed compared to the minimum value of ≥10MPa of European standard for interior wood application may be attributed to the presence of metallic particles remaining after purification of CNTs. The presence of metallic particles will prevent the proper penetration of the adhesive into the wood substrate. The type of wood used in this study as well as the processing parameters could also result into lower value compared to the value of European standard. Therefore, optimization of the processing parameter as well as the conversion of carboxylic acid group on the surface of the CNTs into acyl chloride group may be employed in future investigation. However, the preparation of new nanocomposite adhesive from soy protein isolate will replace the formaldehyde and petrochemical adhesive in the market and be of useful application in the wood industry. / Civil and Chemical Engineering / M. Tech. (Chemical Engineering)

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.