M.Tech. (Department of Civil Engineering, Faculty of Engineering and Technology), Vaal University of Technology / This research investigated the structural bond strength of GFRP rebars in concrete beams under dynamic loading with the aim to characterize the structural bond behaviour and evaluate the limitations of the GFRP rebars under dynamic loading. The dynamic loading in this study was set at 500 repeating cycles to simulate a more realistic dynamic loading scenario such as earthquake since most dynamic loading studies are carried under ten repeating cycles. The experimental work was divided into 2 main tests which were firstly, the tensile tests of the GFRP rebars in order to evaluate the tensile strength of the rebars and characterize their properties. Secondly, the flexural tests of GFRP and steel reinforced concrete beams in order to evaluate the bond strength of GFRP and steel rebars, to characterize the average bond strength of GFRP and steel reinforced concrete beams under dynamic loading and finally to compare the average bond strength of GFRP rebars to Steel rebars in both dynamic and static loadings. The tensile tests were carried out using a Universal Testing Machine (UTM) and the results of the tensile tests of the GFRP rebars showed that the average experimental tensile strength of GFRP rebars was only 56.65% of the nominal tensile strength provided on the supplier data sheet. As for flexural tests, they were carried out through a four-point bending test using a UTM in conjunction with a universal dynamic shaker to create the dynamic loading set up. Steel reinforced concrete beams were used as control beams during the tests and factors such as the tensile strength of the GFRP rebars, the slip of the rebars, the load-deflection relationship and the stress-strain relationship were investigated. The results of the tests showed that the tensile strength of the GFRP rebar is strongly proportional to the maximum beam load bearing capacity and the maximum stresses of GFRP reinforced concrete beams. The results also showed that the average bond strength of GFRP rebars in static loading (8.44 MPa) was only 80% of the average bond strength in dynamic loading (10.95 MPa). Moreover, the experimental work showed that the failure of GFRP reinforced concrete beams depicted large deflections (19 mm) and slips (5 mm to 12.5 mm) when compared to steel reinforced concrete beams (for which the maximum deflection was 9.66 mm at failure and slippage values of 2 mm to 10 mm). Based on that it could be stipulated that the tensile strength of GFRP rebars is one determinant factor to the bond strength behaviour of GFRP rebars in concrete. Hence, the structural bond behaviour of GFRP rebars could be well-defined if more studies were done on the bond behaviour of GFRP rebars in concrete beams under dynamic loading using another type of GFRP rebars that would consist of a relatively high tensile strength as compared to the ones used in this study and different surface texture.

[pt] Materiais compósitos pultrudados poliméricos reforçados com fibra de vidro (PRFV) são aplicados em diversos setores da indústria por apresentarem boas resistências mecânicas, baixo peso específico e alta resistência à corrosão. A exposição a ambientes agressivos tais como imersão em água, condicionamento sob alta umidade relativa, temperatura baixa e elevada, ciclos térmicos e úmidos, bem como a combinação desses efeitos, tornou-se cada vez mais objeto de estudo para esses tipos de materiais. A compreensão dos efeitos das condições ambientais no comportamento do material é essencial para avaliar seu desempenho e, desta forma, garantir a segurança necessária ao projeto estrutural. Com o objetivo de compreender melhor a influência de diferentes condições ambientais nas propriedades do material compósito PRFV, foram estudados os efeitos da temperatura e umidade, além da ação combinada dessas duas condições, nas suas propriedades físicas, químicas, térmicas e mecânicas. Neste estudo, foram levados em conta aspectos importantes que influenciam o comportamento do material, como a resina utilizada, o grau de cura, e características químicas e físicas do material. Os ensaios experimentais foram conduzidos em quatro condições ambientais: (i) exposição a temperaturas moderadas/elevadas (70 graus C à 330 graus C), (ii) imersão em água deionizada (25 graus C, 55 graus C e 70 graus C), (iii) exposição à névoa salina em câmaras de envelhecimento higrotérmico (35 graus C, 55 graus C e 70 graus C), e (iv) exposição a ambiente externo real. Além disso, foram aplicados modelos teóricos para avaliação dos resultados. Foi observado que a temperatura, o tempo de condicionamento e a umidade são fatores preponderantes no comportamento do material. Adicionalmente, uma questão importante para o estudo de pultrudados reside na compreensão das propriedades interlaminares do material. Nesse contexto, a fratura interlaminar, associada às fissuras no plano longitudinal entre as camadas do material, é uma das principais causas de falha em compósitos pultrudados. Consequentemente, a análise da fratura em modo II, que avalia o mecanismo da propagação da fissura no plano interlaminar, vem ganhando espaço no estudo de materiais compósitos. A análise de fratura em modo II não é trivial ou normatizada para compósitos pultrudados PRFV, de forma que poucos dados e conclusões efetivas foram obtidos até o momento a esse respeito. Com o objetivo de suprir essa lacuna, realizou-se uma extensa investigação experimental, culminando na proposição de uma nova metodologia para avaliação da fratura em modo II em materiais compósitos poliméricos pultrudados reforçados com fibra de vidro (PRFV). / [en] Pultruded glass-fiber reinforced polymer (GFRP) composites are applied in various industrial sectors due to their good mechanical strength, low specific weight, and high resistance to corrosion. Exposure to aggressive environments has become an increasingly studied topic for these materials, such as immersion in water, conditioning under high relative humidity, low and high temperatures, thermal and humid cycles, as well as the combination of these effects. Understanding the effects of environment condition on material behavior is essential to evaluate its performance and ensure the necessary safety for structural design. In order to better understand the influence of environmental conditions on the properties of GFRPs, the effects of temperature and humidity, as well as the combined action of these two effects, on their physical, chemical, thermal, and mechanical properties were studied. Important aspects that influence the material s behavior were considered, such as the resin used, the degree of curing, and the chemical and physical characteristics of the material. Experimental tests were conducted under four environmental conditions: (i) exposure to moderate/high temperatures (70 degrees C to 330 degrees C), (ii) immersion in deionized water (25 degrees C, 55 degrees C, and 70 degrees C), (iii) exposure to salt spray in hygrothermal aging chambers (35 degrees C, 55 degrees C, and 70 degrees C), and (iv) exposure to real outdoor environment. In addition, theoretical models were applied to evaluate the results. It was observed that temperature, conditioning time, and moisture are predominant factors in material behavior. Additionally, a important issue for the study of pultruded composites lies in understanding the interlaminar properties of the material. In this context, interlaminar fracture, associated with longitudinal cracks between the layers of the material, is one of the main causes of failure in pultruded composites. Consequently, mode II fracture analysis, which evaluates the mechanism of crack propagation in the interlaminar plane, has been gaining ground in the study of composite materials. Mode II fracture analysis is not trivial or standardized for pultruded GFRP composites, so few data and effective conclusions have been obtained in this regard so far. In order to fill this gap, an extensive experimental investigation was carried out, culminating in the proposal of a new methodology for evaluating mode II fracture in pultruded GFRPs.

No description available.

[pt] A utilização de barras de polímero reforçado por fibras de vidro (glass fiber reinforced polymer, GFRP, em inglês) como reforço de estruturas de concreto armado, vem ganhando popularidade principalmente devido à sua resistência à corrosão e resistência mecânica. Entretanto, seu baixo módulo de elasticidade pode acarretar em problemas na estrutura em serviço, como grandes aberturas de fissuras e deflexões quando comparado com concreto armado por barras de aço. No presente estudo, um programa experimental foi realizado com o objetivo de avaliar a influência da adição de 10 kg/m3 de fibras de polipropileno (PP) em elementos de concreto armado por barras de GFRP submetidos à tração direta e flexão. Caracterização mecânica e ensaios de arrancamento (pullout) foram realizados para avaliar as propriedades dos materiais constituintes e de sua interface, respectivamente. A formação e evolução das fissuras, bem como o efeito de enrijecimento à tração no material proposto, foram avaliados por meio de ensaios de tração direta em prismas de concreto armado. Ensaios de flexão em quatro pontos foram realizados para investigar o desenvolvimento da deflexão com o carregamento, o padrão de fissuração e o comportamento momento-curvatura dos espécimes. Correlação de imagem digital (digital image correlation, DIC, em inglês) foi utilizada para monitoramento de deformações, distâncias e aberturas de fissuras relevantes para a análise. Por fim, os resultados dos ensaios de flexão foram comparados com um modelo analítico. Uma redução considerável da abertura de fissuras e um melhor comportamento de múltipla fissuração foi observado para os espécimes com adição de fibras, além de um pequeno acréscimo de rigidez à flexão. / [en] Glass-fiber reinforced polymer (GFRP) bars have been more often used in reinforced concrete (RC) structures mainly due to superior corrosion resistance and mechanical strength. However, the low modulus of elasticity leads to serviceability issues such as wider crack openings and larger deflections when compared to conventional RC. To improve the performance and allow for a more effective use of GFRP reinforcement, the addition of randomly disperse short polypropylene fibers (PP) to the concrete matrix is proposed. In the present study, an experimental program intending to investigate the flexural and tensile behavior of concrete members reinforced with GFRP bars and 10 kg/m3 of PP is carried out. Mechanical characterization and pull-out tests were carried out respectively to characterize the materials and interface between GFRP bar and concrete. Crack formation and growth, and tension stiffening effect in the proposed construction material were investigated by tension tests in reinforced concrete prisms. Four points bending tests were performed to evaluate the mid-span deflection, crack opening and moment-curvature relationship of the specimen. Digital image correlation was used to gather information about relevant data. It was proposed an analytical model to compare the results obtained in bending tests. A considerable reduction in crack openings, a better multiple cracks behavior and a slightly stiffer behavior was obtained due to fiber addition.

Τα σύνθετα υλικά οργανικής μήτρας ενισχυμένα με ίνες γυαλιού είναι μια κατηγορία υλικών που έχει υψηλό τεχνολογικό ενδιαφέρον τις τελευταίες δεκαετίες με πληθώρα εφαρμογών στην αεροπορική και διαστημική βιομηχανία, στην αυτοκινητοβιομηχανία, στη formula 1, στα σπορ και γενικότερα όπου οι απαιτήσεις για υψηλή επίδοση των υλικών συνδυάζονται με την απαίτηση για χαμηλό βάρος. Στην κατεύθυνση αυτή έχει συντελέσει και το διαρκώς μειούμενο κόστος παραγωγής των υλικών αυτών μέσω της χρήσης καινοτόμων τεχνικών. Η συνεχής εξέλιξη των υλικών αυτών οδηγεί σε βελτιωμένα υλικά ενισχυτικής και μητρικής φάσης αλλά και εντελώς καινούρια υλικά και προσεγγίσεις όπως είναι ενισχυτικές φάσεις στη νανοκλίμακα (nanofibers, nanotubes). Η εισαγωγή τέτοιων υλικών στη μήτρα συνθέτων υλικών αλλάζει τις μηχανικές και φυσικές τους ιδιότητες με τρόπο πολλές φορές ολοκληρωτικό. Είναι προφανές ότι η τεκμηριωμένη γνώση και ανάπτυξη μεθόδων μη καταστροφικού ελέγχου της δομικής ακεραιότητας αλλά και η γνώση της μηχανικής συμπεριφοράς μέσω της διαδικασίας εξέλιξης της βλάβης σε μια κατηγορία υλικών με τόσο σημαντικές εφαρμογές είναι ζητούμενο από την ερευνητική κοινότητα παγκοσμίως. Προς αυτήν την κατεύθυνση είναι και η συμβολή της παρούσας διατριβής. Μη καταστροφικές μέθοδοι και δοκιμές εφαρμόζονται εδώ και πολλά χρόνια σε σύνθετα υλικά οργανικής μήτρας με επιτυχία παρά την εγγενή ανομοιογένεια και ανισοτροπία που παρουσιάζουν. Ωστόσο πάντα παραμένει ισχυρή η ζήτηση για μεθόδους που θα βοηθήσουν προς την κατεύθυνση της αύξησης της αξιόπιστης χρήσης των υλικών αυτών μέσω της διαρκούς αποτίμησης και γνώσης της φέρουσας ικανότητάς τους. Η συσσώρευση της βλάβης σε σύνθετα υλικά οργανικής μήτρας που υπόκεινται σε μηχανική φόρτιση είναι ένα ζήτημα που έχει διερευνηθεί εκτενώς μέχρι σήμερα. Ωστόσο, η εισαγωγή ενίσχυσης (carbon nanotubes, CNT) στη μήτρα αλλάζει τους μηχανισμούς δημιουργίας και εξέλιξής της. Επίσης προστίθεται η δυνατότητα της μέτρησης μιας ιδιότητας που εμφανίζεται ως αποτέλεσμα της εισαγωγής αυτής και η οποία είναι η ηλεκτρική αγωγιμότητα. Ο βασικός λοιπόν σκοπός της εργασίας αυτής είναι η μελέτη της χρήσης μη καταστροφικών ελέγχων κατά τη διάρκεια μηχανικών δοκιμών συσσώρευσης βλάβης στα υλικά αυτά, καθώς επίσης και η εισαγωγή της μέτρησης της ηλεκτρικής αντίστασης τους ως ικανής μεθόδου παρακολούθησης και ποσοτικοποίησης της βλάβης αυτής. Η διερεύνηση της επιβελτίωσης των μηχανικών ιδιοτήτων λόγω της εισαγωγής των CNT στα υλικά αυτά μέσω της σύγκρισης με τις ιδιότητες που έχουν χωρίς την προσθήκη αυτή. Αναλυτικότερα οι στόχοι που επιδιώξαμε να πετύχουμε στα πλαίσια της διατριβής είναι οι ακόλουθοι: • Μελέτη της διεθνούς βιβλιογραφίας στα συγκεκριμένα θέματα. • Εκτέλεση ειδικά επιλεγμένων μηχανικών δοκιμών σε σύνθετα υλικά Glass/vinylester και Glass/vinylester με CNT (κυκλικά πειράματα φόρτισης – αποφόρτισης – επαναφόρτισης). • Χρήση εξελιγμένων μη καταστροφικών μεθόδων όπως η χρήση δεδομένων ταχύτητας διάδοσης υπερηχητικών ελαστικών κυμάτων (UT) και η ακουστική εκπομπή (AE) για την παρακολούθηση της βλάβης κατά τη διάρκεια των μηχανικών δοκιμών. • Διερεύνηση καταγραφών ηλεκτρικής αντίστασης ως δείκτη βλάβης του υλικού. • Δοκιμές θραυστομηχανικής συμπεριφοράς για την εκτίμηση της βελτίωσης των επιδόσεων του υλικού παρουσία των CNT. / Multi wall carbon nanotubes were used as an additive in the matrix of glass / vinylester composites, in order to improve their damage tolerance and provide a means for their damage assessment at any stage of their loading history. The improvement of the damage tolerance is expected to stem from the incorporation of an additional interfacial area that activates energy dissipation mechanisms such as interfacial sliding, fibre pull out and bridging as well as crack bifurcation and arrest; all these mechanisms are active at the nanoscale. The life monitoring is performed via the electrical resistance changes in the conductive carbon nanotube network within the composite matrix; this network follows any deformation of the composite providing real time strain monitoring and, at the same time, pinpoints all loci of failure through the local breach of the conductive path that lead to a monotonic increase in the overall resistance. The experimental findings verify both the increased damage tolerance of the doped composites and the reliable damage assessment of the composite at all stages of its loading history. Other Non - Destructive Techniques were utilized in order to detect and quantify the accumulating damage. Inverse scattering theory and phase velocity data were used in order to determine the elastic constants of the stifness matrix of the anisotropic material. Fracture toughness and fatigue life behaviour were investigated for both the material systems.

Masonry structures constitute a significant portion of building stock worldwide. Seismic performance of unreinforced masonry has been far from satisfactory. Masonry is purported to be a major source of hazard during earthquakes by reconnaissance surveys conducted aftermath of an earthquake. Reasons for the poor performance of masonry structures are more than one namely lack of deformational capacity, poor tensile strength & lack of earthquake resistance features coupled with poor quality control and large variation in strength of materials employed. Fibre Reinforced Plastic (FRP) composites have emerged as an efficient strengthening technique for reinforced concrete structures over the past two decades. Present thesis is focused towards analysing the behaviour of Fibre Reinforced Plastic (FRP) strengthened masonry under axial compression and in-plane shear loading. Determination of in-planes hear resistance of large masonry panels requires tremendous effort in terms of cost, labour and time. Masonry assemblages like prisms and triplets that represent the state of stress present in masonry walls and masonry in-fills when under the action of in-planes hear forces present an alternative option for research and analysis purposes. Hence, present research is focused towards analysing the performance of FRP strengthened masonry assemblages and unreinforced masonry assemblages. Chapter1 provides a brief review on the behaviour of masonry shear walls and masonry in-fills under the action of in-plane shear forces in addition to the performance of masonry structures during past earthquakes. Review of available literature on FRP confinement of masonry prisms with bed joints inclined from 00 to 900 to the loading axis under axial compression, analytical models available for FRP confined concrete, shear strength of masonry triplets attached with FRP is presented. Chapter 2 primarily focuses on determining the various properties of the materials involved in this research investigation. Test procedure and results of the tests conducted to determine the mechanical and related properties of the materials involved are presented. Elastic properties and stress-strain response of burnt clay brick, mortar and FRP laminates are presented. Studies conducted on behaviour of GFRP confined masonry prisms under monotonic axial compression are included in Chapter 3. The study comprised of testing masonry prisms, both unconfined and FRP confined masonry prisms under axial compression. Stretcher bond and English bond prisms, with bed joints normal and parallel to loading axis are included in this study. Two grades of GFRP,360g/m2 and 600 g/m2 are employed to confine masonry prisms. The experimental program involved masonry prism types that accounted for variations in masonry bonding pattern, bed joint inclination to the loading axis and grade of GFRP. Review of the available analytical models predicting compressive strength of FRP confined masonry prism is presented. Available models for FRP confinement of masonry are re-calibrated using the present experimental data generating new coefficients for the already existing model to develop new expression for predicting the compressive strength of FRP confined prisms. In addition to the prism types mentioned earlier, behaviour of unconfined and GFRP confined stretcher bond prisms with bed joints inclined at 300, 450 & 600 to the loading axis are further investigated. Chapter 4 primarily deals with the shear strength and deformational capacity of masonry triplets that represent joint shear failure in masonry. An experimental program involving masonry triplets attached with different types of FRP(GFRP and CFRP), grade of FRP, percentage area covered by FRP and reinforcement pattern is executed. This exercise determined the influence of these parameters over the enhancement achieved in terms of shear strength and ultimate displacement. Results of tests conducted on stretcher bond prisms presented in chapter 3 and results of tests on shear triplets presented in this chapter are combined to study the interaction between shear and normal stresses acting along the masonry bed joint at different angles of inclination. The thesis culminated with chapter 5 as concluding remarks highlighting the salient Information pertaining to the behaviour of FRP strengthened masonry under axial compression and in-plane shear loading obtained as an outcome of the research conducted as a part of this thesis.

No description available.

This research aims to investigate the behaviour of glass fibre reinforced polymer bars (GFRP) reinforced continuous concrete deep beams. For this purpose, experimental, analytical and numerical studies were conducted. Nine continuous concrete deep beams reinforced with GFRP bars and one specimen reinforced with steel bars were experimentally tested to failure. The investigated parameters included shear span-to-overall depth ratio (𝑎/ℎ), size effect and web reinforcement ratio. Two 𝑎/ℎ ratios of 1.0 and 1.7 and three section heights of 300 mm, 600 mm and 800 mm as well as two web reinforcement ratios of 0% and 0.4% were used. The longitudinal reinforcement, compressive strength and beam width were kept constant at 1.2%, ≈55 MPa and 175 mm, respectively. The web reinforcement ratio achieved the minimum requirements of the CSA S806-12. The experimental results highlighted that the web reinforcement ratio improved the load capacities by about 10% and 18% for specimens having 𝑎/ℎ ratios of 1.0 and 1.7, respectively. For specimens with web reinforcement, the increase of 𝑎/ℎ ratio from 1.0 to 1.7 led to reductions in the load carrying capacity by about 33% and 29% for beams with overall depths of 300 mm and 600 mm, respectively. Additionally, a considerable reduction occurred in the shear strength due to the increase of the section depth from 300 mm to 600 mm. The experimental results confirmed the impacts of web reinforcement and size effect that were not considered by the strut-and-tie method (STM) of the only code provision, the Canadian S806-12, that addressed such elements. In this study, the STM was illustrated and simplified to be adopted for GFRP RC continuous deep beams, and then, the experimental results obtained from this study were employed to assess the performance of the effectiveness factors suggested by the STMs of the American (ACI 318-2014), European (EC2-04) and Canadian (S806-12) codes as well as those factors recommended by the previous studies to predict the load capacities. It was found that these methods were unable to reflect the influences of member size and/or web reinforcement reasonably, the impact of which has been confirmed by the current experimental investigation. Therefore, a new effectiveness factor was recommended to be used with the STM. Additionally, an upper bound analysis was developed to predict the load capacities of the tested specimens considering a reduced bond strength of GFRP bars after assessing the old version recommended for steel RC continuous deep beams. A good agreement between the predicted results and the measured ones was obtained with the mean and coefficient of variation values for experimental/calculated results of 1.02 and 5.9%, respectively, for the STM and 1.03 and 8.6%, respectively, for the upper-bound analysis. A 2D finite element analysis using ABAQUS/Explicit approach was carried out to introduce a model able to estimate the response of GFRP RC continuous deep beams. Based on the experimental results extracted from the pullout tests, the interface between the longitudinal reinforcement and concrete surface was modelled using a cohesive element (COH2D4) tool available in ABAQUS. Furthermore, a perfect bond between the longitudinal reinforcement and surrounding concrete was also modelled to evaluate the validity of this assumption introduced by many previous FE studies. To achieve a reasonable agreement with the test results, a sensitivity analysis was implemented to select the proper mesh size and concrete model variables. The suitability and capability of the developed FE model were demonstrated by comparing its predictions with the test results of beams tested experimentally. Model validation showed a reasonable agreement with the experiments in terms of the failure mode, total failure load and the load-deflection responses. The perfect bond model has overestimated the predicted results in terms of stiffness behaviour and failure load, while the cohesive element model was more suitable to reflect the behaviour of those specimens. The validated FE model was then employed to implement a parametric study for the key parameters that govern the behaviour of beams tested and to achieve an in depth understanding of such elements. The parametric study showed that the higher the 𝑎/ℎ ratio the more pronounced the effect of web and the longitudinal reinforcements and the lower the effect of concrete compressive strength; and vice versa when 𝑎/ℎ ratio reduces.

FRP stands for Fiber Reinforced Polymer. FRP materials have yet to be introduced inbridge construction in Sweden. Composite materials can through combined componentsand manufacturing processes be tailored to fit advanced bridge designs. FRP materials arestrong, durable and of low weight. FRP materials give the superstructure reduced weightand are therefore a suitable alternative for industrial prefabrication. This report shows thatFRP materials are possible to use in bridge construction. With the introduction of a specificEurocode we are confident that FRP materials will become a competitive alternative inbridge construction in Sweden in the future. / Broar är förenade med stora kostnader, dels för att bygga och dels för att underhålla ochreparera. FRP står för Fiber Reinforced Polymer är ett erkänt material för många andraanvändningsområden, exempelvis flyg och bilindustri. I Europa finns en mängd FRP-broar,men materialet har ännu inte introducerats i någon bro i Sverige.FRP är ett kompositmaterial som genom olika kombinationer av komponenter ochtillverkningsprocesser kan skräddarsys för den aktuella uppgiften i en konstruktion. FRPmaterialär starka, beständiga och har en låg vikt. Fördelar med FRP inom brokonstruktionär att det ger överbyggnaden en minskad egenvikt och därmed är ett lämpligt alternativ attprefabricera industriellt, då bland annat transport- och lyftbarhet gynnas samt att en högbeständighet ger minskat underhåll.Då ingen litteratur hanterar FRP i Brokonstruktion har de intervjuades åsikter varit mycketviktiga för arbetet. Litteraturstudien har legat till grund för en ökad förståelse för egenskaperutmärkande för olika typer av FRP. Intervjuer har utförts med personer som i dagslägetkommit i kontakt med materialet inom brokonstruktion. Detta har gjorts för att nå ett relevantresultat med möjlighet att kunna identifiera materialets för- respektive nackdelar samtanledningen till det låga användandet i Sverige.Rapporten visar att materialet har positiva egenskaper och är möjligt att använda vidkonstruktion av broar. Det saknas i dagsläget en specifik Eurokod som på ett enhetligt sättredovisar hur materialet ska hanteras. Med införandet av en specifik Eurokod och om en nykompetens arbetas fram inom branschen är vi övertygade om att FRP-material kommer attbli ett konkurrenskraftigt alternativ vid brokonstruktion.

Abstract : The present study addressed the feasibility of reinforced-concrete squat walls totally reinforced with GFRP bars to attain reasonable strength and drift requirements as specified in different codes. Nine large-scale squat walls with aspect ratio (height to length ratio) of 1.33—one reinforced with steel bars (as reference specimen) and eight totally reinforced with GFRP bars—were constructed and tested to failure under quasi-static reversed cyclic lateral loading. The key studied parameters were: (1) use of bidiagonal web reinforcement; (2) use of bidiagonal sliding reinforcement; and (3) web reinforcement configuration (horizontal and/or vertical) and ratio. The reported test results clearly revealed that GFRP-reinforced concrete (RC) squat walls have a satisfactory strength and stable cyclic behavior as well as self-centering ability that assisted in avoiding sliding shear that occurred in the companion steel-reinforced wall following steel yielding. The results are promising regarding using GFRP-reinforced squat walls in areas prone to seismic risk where environmental conditions are adverse to steel reinforcement. Bidiagonal web reinforcement was shown to be more effective than conventional web reinforcement in controlling shear-cracks width. Using bidiagonal sliding reinforcement was demonstrated to be not necessary to prevent sliding shear. The horizontal web reinforcement ratio was found to have a significant effect in enhancing the ultimate strength and deformation capacity as long as the failure is dominant by diagonal tension. Existence of both horizontal and vertical web reinforcement was shown to be essential for cracks recovery. Assessment of the ultimate strengths using the available FRP-reinforced elements code and guidelines (CSA S806-12 and ACI 440.1R-15) was conducted and some recommendations were proposed to attain a reasonable estimation of ultimate strengths. Given their importance in estimating the walls’ later displacement, the effective flexural and shear stiffness of the investigated walls were evaluated. It was found that the cracked shear stiffness could be estimated based on the truss model; while the flexural stiffness can be estimated based on the available expressions in FRP-reinforced elements codes and guidelines. Based on a regression analysis, a simple model that directly correlates the flexural and shear stiffness degradation of the test walls to their top lateral drift was also proposed. / Résumé : La présente étude traite de la faisabilité de voiles courts en béton armé totalement renforcés avec des barres de polymères renforcés de fibres de verre (PRFV), obtenant une résistance et un déplacement latéral raisonnable par rapport aux exigences spécifiées dans divers codes. Neuf voiles à grande échelle ont été construits: un renforcé avec des barres d'acier (comme spécimen de référence) et huit renforcés totalement avec des barres de PRFV. Les voiles ont été testés jusqu’à la rupture sous une charge quasi-statique latérale cyclique inversée. Les voiles ont une hauteur de 2000 mm, une largeur de 1500 mm (élancement 2000 mm/1500 mm = 1,33) et une épaisseur de 200 mm. Les paramètres testés sont : 1) armature bi-diagonale dans l’âme; 2) armature bi-diagonale dans l’encastrement du mur à la fondation (zone de glissement); 3) configuration d’armature verticale et horizontale réparties dans l’âme et taux d’armature. Les résultats des essais ont clairement montré que les voiles courts en béton armé de PRFV ont une résistance satisfaisante et un comportement cyclique stable ainsi qu'une capacité d'auto-centrage qui ont aidé à éviter la rupture par glissement à l’encastrement (sliding shear). Ce mode de rupture (sliding shear) s’est produit pour le voile de référence armé d’acier après la plastification de l’armature. Les résultats sont prometteurs concernant l'utilisation de voiles en béton armé de PRFV dans les régions sismiques dans lesquelles les conditions environnementales sont défavorables à l’armature d’acier (corrosion). L’armature bi-diagonale en PRFV dans l’âme s’est avérée plus efficace pour le contrôle des largeurs de fissures de cisaillement comparativement à l’armature répartie dans l’âme. L'utilisation d'un renforcement de cisaillement bi-diagonal a été démontrée comme n'étant pas nécessaire dans les voiles courts en béton armé de PRFV pour prévenir la rupture par glissement à l’encastrement (shear sliding). Par ailleurs, les résultats d’essais ont montré que le taux d’armature horizontale répartie dans l’âme a un effet significatif sur l’augmentation de la résistance et la capacité en déformation des voiles dont la rupture par effort tranchant se fait par des fissures diagonales (tension failure). L'existence d’armature verticale et horizontale répartie dans l’âme du voile en béton armé de PRFV s'est révélée essentielle pour l’ouverture et la fermeture des fissures au cours des chargements cycliques. Les normes calcul CSA S806-12 et ACI 440.1R-15 ont été utilisées pour évaluer la résistance au cisaillement des voiles courts en béton armé de PRFV. Certaines recommandations ont été proposées pour obtenir une estimation raisonnable des forces ultimes. Compte tenu de leur importance dans l'estimation du déplacement latérale des voiles, la rigidité effective en flexion et en cisaillement des voiles étudiés a été évaluée. On a constaté que la raideur de cisaillement du béton fissuré pourrait être estimée en utilisant le modèle de treillis. La rigidité à la flexion peut être, quant à elle, estimée en fonction des expressions disponibles dans les normes et les guides de conception de membrures en béton armé avec des barres en PRFV. Sur la base d'une analyse de régression, un modèle simple qui corrèle directement la dégradation de la rigidité en flexion et en cisaillement des voiles courts en béton armé de PRFV testés avec le déplacement latérale dans la partie supérieure des voiles a également été proposé.