O uso de Carbon Fiber Reinforced Polymer (CFRP) como reforço em estruturas de concreto armado tem evoluído com o avanço das técnicas e com a melhora das fibras, principalmente com um novo método: o Near Surface Mounted (NSM), em que os laminados de fibra são inseridos no cobrimento do concreto. Uma análise da eficiência dos sistemas de reforço ao cisalhamento em vigas de concreto armado foi realizada por meio de ensaios experimentais. As vigas foram reforçadas nas configurações íntegra e com carregamento prévio de 40% e 70% da força máxima. O programa experimental compreende ensaios de flexão em prismas e vigas de concreto armado além de ensaios não destrutivos de análise de vibrações para a determinação das frequências naturais e dos modos de vibração. A análise modal foi realizada com uso de um método de identificação modal estocástica, em que na sua formulação não é usada força de excitação. Nestas, foram analisadas as variações nas frequências naturais e dos modos de vibração, utilizando MAC, COMAC, DCM e ID. Como resultados, todas as vigas com sistemas de reforço obtiveram acréscimos na capacidade de carga, alterando suas formas de ruptura de cisalhamento para destacamento da camada de concreto adjacente aos laminados de CFRP e para ruptura por esmagamento do concreto à flexão, independente da ocorrência de carregamento prévio. Na análise modal foi possível identificar a presença e local do dano nas vigas na maioria dos métodos utilizados, mas a identificação do sistema de reforço não foi significativa. / The use of Carbon Fiber Reinforced Polymer (CFRP) in concrete structures has enhanced with the advancement of techniques and the improvement of fiber, especially with the usage of the new method: the Near Surface Mounted (NSM) when the fiber laminates are inserted to cover thickness the concrete. An analysis of the efficiency of these shear reinforcements in reinforced concrete beams was performed by destructive and non-destructive experimental tests. The beams were reinforced intact and preloading of 40% and 70% of maximum load. The experimental program includes flexural tests on reinforced concrete beams as well as non-destructive testing to determine the natural frequencies and vibration modes. The modal analysis was done use of method stochastic modal identification, which in its formulation is not used excitation force. The variations were analyzed in the natural frequencies and vibration modes, using MAC, COMAC, DCM and ID. In the results are obtained increase in load capacity in all beams with reinforcement systems, regardless of the occurrence of preloading, changed the form of shear break for rupture due detachment off cover concrete adjacent to the laminate and crushing of concrete in flexion. In modal analysis, it was possible to identify the presence and local damage in the beams on most of methods used, but the identification of reinforcements systems was not significant.

A reconstrução tridimensional de superfícies de fratura de materiais compósitos do tipo CFRP é apresentada neste trabalho como um método possível para análise fractográfica desse material, cuja superfície de fratura pode apresentar uma rugosidade acentuada, com grande variação em altura. Dois métodos são apresentados para esse propósito: a reconstrução por foco variável, realizada com imagens de microscopia óptica e a reconstrução por paralaxe, realizada com par de imagens estéreo, obtidas por microscopia eletrônica de varredura. Uma avaliação é realizada para cada um dos dois métodos, discutindo seus limites e a eficiência de cada um deles, perante as dificuldades de análise de materiais compósitos unidirecionais e multidirecionais. O método de foco variável apresentou um excelente resultado de reconstrução, mas tem a necessidade de um número grande de imagens, tempo de dedicação do instrumento e limite de ampliação das imagens como fatores a serem considerados na escolha de melhor método. As inclinações da amostra, durante o método da paralaxe, revelam alterações nos histogramas das imagens adquiridas no sentido horário que limitam o uso do método para materiais com alta rugosidade. A obtenção de imagens em um único sentido e a construção de uma região de interesse, posicionada no centro da imagem são sugestões para tornar o método mais abrangente. A linearidade das projeções de características na imagem inclinada também sugere a possibilidade de realizar a reconstrução utilizando, em vez de apenas duas, múltiplas imagens obtidas no sentido anti-horário. As alterações propostas para modificar a rotina, são sugeridas para que o programa possa ser aplicado de forma mais abrangente, independente da qualidade da superfície de fratura observada. / The three-dimensional reconstruction of fracture surfaces of CFRP type composite materials is presented in this work as a possible method for the fractographic analysis of this material, whose rupture surface can present an accentuated roughness, with great variation in height. Two methods are presented for this purpose: the reconstruction for variable focus, carried through with images of optic microscopy and the reconstruction for parallax, carried through with pair of stereo images, obtained by means of scanning electronic microscopy. An evaluation is carried through for each one of the two methods, having argued its limits and the efficiency of each one of them, before the difficulties of analysis of unidirectional and multidirectional composite materials. The method of variable focus presented an excellent reconstruction result, but it has the need of a great number of images, spent time of the instrument and magnifying limit of the images as factors to be considered in the choice of better method. The tilting of the specimen, during the parallax method, discloses alterations in the histograms of the images acquired in the clockwise direction that limit the use of the method for materials with high roughness. The acquiring of images in only one direction and the construction of a region of interest, located in the center of the image are suggestions to turn the method most including. The linearity of the projections of features in the inclined image also suggests the possibility to carry through the reconstruction using, instead of only two, multiple images gotten in the counter-clockwise direction. The alterations proposals to modify the routine, are suggested so that the program can be applied in a more comprehensive form, independent of the quality of the observed fracture surface.

La thématique de recherche proposée se présente comme une étude préliminaire en vue de minimiser le cout des opérations de perçage de multi-matériaux CFRP/Al et CFRP/Ti. Cette minimisation passe par la compréhension des mécanismes d'usure des outils de coupe ainsi que par la compréhension des phénomènes engendrant les différents défauts pouvant amener à la non-conformité de la pièce. Dans ce sens, des essais de perçages ont été mis en place. Leur instrumentation nous permet d'accéder aux efforts et aux températures générées lors de la coupe.En parallèle de cela, les moyens d'analyse mis en place permettent l'accès à la qualité des trous. L'identification de mécanisme d'usures subis par l'outil est réalisée à l'aide de visualisations au microscope électronique à balayage. L'usure du foret est aussi quantifiée par l'utilisation d'un microscope numérique pouvant mesurer le profil de l'arête de coupe de l'outil.Les champs de température au voisinage de l'interface outil/copeau influent de façon importante sur la durée de vie de l'outil. Difficile d'accès par l'expérimentation, ces champs de température sont toutefois accessibles par la simulation numérique des sollicitations thermiques appliquées à la pièce. Le modèle développé dans ce projet permet, par méthode inverse, de déterminer la température appliqué sur la paroi du trou à partir des mesures expérimentales réalisé à 4mm de celle-ci. Celui-ci à permis de visualiser l'étendu des zones affectées thermiquement et de confirmer les tendances observées expérimentalement / The proposed research topic is a preliminary study to minimize costs of drilling operation in multi-materials stacks as CFRP/Al and CFRP/Ti. In order to minimize these costs, it is initially necessary to understand the cutting tools wear mechanisms and the phenomenon leading to the non-conformity of the drilled hole. In this way, drilling tests were carried out. The instrumentation of this tests allow to access to the cutting forces and to the temperature achieved during the cutting process.In association, analyses devices were used to monitored the holes quality. The cutting tools wear mechanisms were observed through scanning electron microscope. The access of the cutting edge profile, by the measures achieved on a numerical microscope, allows quantifying the tool wear.The temperature fields near the tool/chip interface influence significantly the tool life. They are difficult to reach by experimentation, but can be obtained using numerical simulation of the workpiece thermal solicitations. The model developed allow, by inverse method, to reach the hole wall temperature using the temperature reach at 4mm of it. The temperature field was obtained and the tendencies observed experimentally were confirmed by this model.

Acoustic emissions are small vibration pulses, elastic waves, emitted from damage processes such as crack growth inside a material. Acoustic emission (AE) is also the name of the test method in which theses emissions are recorded and analysed and the method is used in materials research and the testing and inspection of structures. At Scania, a large manufacturer of trucks and buses, previous attempts to implement this technique has been unsuccessful due to the fact that the hydraulic rigs in which the material typically is tested, produce a high background noise level, that covers the interesting emissions from the material.In this thesis two materials, a grey iron and a carbon fiber reinforced polymer were tested in a hydraulic rig at Scania. Since the material signal was buried in the noise, the entire waveform was recorded, which is an unusual approach, since it generates large amounts of data. It was shown that using frequency analysis, it is possible to extract the material emissions in spite of the hydraulic noise. That fact makes it possible to follow the internal processes of the material leading up to failure, which means new interesting opportunities in materials testing at Scania. / Akustisk emission är små elastiska vågor som bland annat kommer från processer i ett material, såsom spricktillväxt. Akustisk emission (AE) är namnet på den testmetod där dessa vibrationer registreras och analyseras. Metoden används i materialprovning och för att testa och inspektera komponenter, såsom tryckkärl. På Scania, en stor tillverkare av lastbilar och bussar, har tidigare undersökningar för att implementera denna teknik på utmattning inte lyckats. Anledningen ligger i att de hydrauliska riggarna som testningen vanligtvis sker i, typiskt sett genererar ett bakgrundsljud som skymmer den intressanta signalen från materialet. I detta examensarbete testades två typer av material, gråjärn och en kolfiberarmerad komposit, i en hydraulisk rigg på Scania. Eftersom de akustiska emissionerna från materialet gömdes i bakgrunden användes metoden att spara ner hela vågformen för signalen, vilket är ovanligt eftersom detta innebär att mycket stora mängder data måste sparas. Det visade sig genom frekvensanalys vara möjligt att extrahera de akustiska emissionerna från materialet, trots det hydrauliska bruset. Det faktum att det är möjligt att följa de processerna inuti materialet, som föregår brottet, öppnar upp nya intressanta möjligheter för materialprovning på Scania.

This thesis investigates the application of ultra-high modulus carbon fiber reinforced polymer (CFRP) plates to strengthen damaged reinforced concrete beams and slender columns. In the first phase, two different pre-repair loading histories were simulated in seven 3000x300x150 mm reinforced concrete beams, namely cracking within the elastic range, and overloading in the plastic range. After unloading, the beams were repaired with either high- or ultra-high modulus (210 or 400 GPa) CFRP plates, or a hybrid system, and then reloaded to failure. It was shown that the level of pre-existing damage has an insignificant effect on the strengthening effectiveness and the failure mode at ultimate. The 210 and 400 GPa CFRP of reinforcement ratio ρf = 0.17% increased the ultimate strength by up to 29 and 51%, respectively, despite the 40% lower tensile strength of the 400 GPa CFRP, due to the change in failure mode from debonding to rupture. Doubling ρf of the 400 GPa CFRP to 0.34% resulted in a 63% overall gain in flexural strength, only 8% increase in ultimate strength over ρf = 0.17%, due to change in failure mode from rupture to concrete cover delamination. The beam retrofitted by hybrid CFRP showed remarkable pseudo ductility and warning signs before failure. However, a parametric study revealed a critical balance in proportioning the areas of hybrid CFRP to achieve reliable pseudo ductility. In the beam with ρf =0.34%, this was achieved using a maximum of 30% ρf of the 400 GPa CFRP. The second phase of this thesis presents an analytical model developed by modifying the provisions of the ACI 318-08 code and employing the computer software Response 2000, to predict the performance of CFRP strengthened slender reinforced concrete columns. Response 2000 is used to establish the interaction curve while the modified ACI 318-08 code is used to acquire the slender column loading path to failure including the second order effects. The model predicts that the effectiveness of the FRP strengthening system increases as the slenderness ratio and FRP reinforcement ratio increase. / Thesis (Master, Civil Engineering) -- Queen's University, 2013-09-24 12:36:48.352

CoordenaÃÃo de AperfeÃoamento de Pessoal de NÃvel Superior / The reinforced concrete structures, when properly designed and performed, have prolonged its life. However, the lack of proper maintenance, acting loads greater than the design ones, pathological manifestations due to aggressive environment and accidents can impair the performance of the structure requiring the need for repair or structural strengthening. The technique of structural strengthening with application of carbon fiber reinforced polymer (CFRP), bonded externally to the reinforced concrete has advantages such as fast execution, which added to the characteristics of the composite as a high modulus of elasticity make wide its use. The aim of this study is to analyze through an experimental program the structural behavior of reinforced concrete beams strengthened in bending with CFRP. The methodology used was the production of three groups of five RC beams each one, with the same dimension of rectangular cross section, for bending test. The first group of beams was called VA. The second and third groups, called VB and VC and had different ratio of reinforcement. In each group of five beams, one beam was not strengthened (reference beam) and the remaining beams were strengthened with two, three, four and five layers of carbon fiber. The experimental results indicate the efficiency of strengthening, noting an increase in stiffness in all strengthened beams. The increase of load capacity was also observed in all groups of beams varying between 9,11% and 16,69%, 55,14% and 86,83%, 89,46% and 126,18%, of the beams of group VA, VB and VC, respectively in relation to the reference beam of each group. Of the carried through study was observed the excellent performance of strengthening in bending with carbon fiber especially in beams with the lowest ratios of reinforcement (group C), besides gathering a lot of information that can be useful for design criteria of the recovered and strengthened structures. / As estruturas de concreto armado, quando convenientemente projetadas e executadas tÃm sua vida Ãtil prolongada, porÃm, a falta de manutenÃÃo adequada, as solicitaÃÃes de cargas superiores Ãs de projeto, as manifestaÃÃes patolÃgicas devido ao meio ambiente agressivo e a ocorrÃncia de acidentes podem comprometer o desempenho da estrutura exigindo a necessidade de uma recuperaÃÃo ou reforÃo estrutural. A tÃcnica de reforÃo estrutural com a aplicaÃÃo de polÃmeros reforÃados com fibra de carbono (PRFC) colados externamente a peÃas de concreto armado apresenta vantagens como a rÃpida execuÃÃo que, somada a caracterÃsticas do compÃsito como alto mÃdulo de elasticidade fazem largo o seu uso. O objetivo desse trabalho à analisar atravÃs de um programa experimental o comportamento estrutural de vigas de concreto armado reforÃadas à flexÃo com PRFC. A metodologia utilizada foi a produÃÃo de trÃs grupos de vigas de concreto armado, com a mesma dimensÃo de seÃÃo transversal retangular para ensaio à flexÃo. O primeiro grupo, denominado grupo VA, foi dimensionado com seÃÃo normalmente armada. O segundo e terceiro grupo de vigas, aqui denominados grupo VB e grupo VC, respectivamente, foram dimensionados com seÃÃo subarmada, com taxas de armaduras distintas. Cada grupo possuÃa cinco vigas, sendo que, uma viga nÃo foi reforÃada (de referÃncia) e as demais vigas foram reforÃadas com duas, trÃs, quatro e cinco camadas de fibra de carbono. Os ensaios experimentais comprovaram a eficiÃncia do reforÃo, constatando-se um aumento de rigidez de todas as vigas reforÃadas. Observou-se tambÃm o aumento da capacidade resistente em todos os grupos de vigas, variando entre 9,11% e 16,69%, 55,14% e 86,83%, 89,46% e 126,18%, das vigas dos grupos VA, VB e VC, respectivamente, em relaÃÃo à viga de referÃncia de cada grupo. O estudo demonstrou o excelente desempenho do reforÃo à flexÃo com fibra de carbono, especialmente nas vigas com menores taxas de armadura (grupo VC), alÃm de reunir uma sÃrie de informaÃÃes que podem ser Ãteis para critÃrios de projeto de estruturas recuperadas e reforÃadas.

The next generation of European scientific satellites will carry extremely sensitive measurement devices that require platform stability orders of magnitude higher than current missions. It is considered that the meteoroid and space debris (M/SD) environment poses a risk to the success of these missions as disturbances induced by the impact of these particles at hypervelocity may degrade the platform stability below operational requirements. In this thesis, disturbances induced by the impact of M/SD particles at hypervelocity on a representative scientific satellite platform have been investigated. An extensive experimental impact test program has been performed, from which an empirical ballistic limit equation (BLE) which defines the conditions of structural perforation for composite sandwich panel structures with CFRP facesheets and aluminium honeycomb cores (CFRP/Al HC SP) has been defined. The BLE is used to predict impact conditions capable of inducing the different excitation modes relevant for a SP sandwich panel structure, enabling a significant reduction in the time and expense usually required for calibrating the protective capability of a new structural configuration. As experimental acceleration facilities are unable to cover the complete range of possible in-orbit impact conditions relevant for M/SD impact risk assessment, a Hydrocode model of the representative CFRP/Al HC SP has been constructed. A series of impact simulations have been performed during which the local impact-induced disturbance has been measured. The numerical disturbance signals have been validated via comparison with experimental disturbance measurements, and subsequently subject to a characterisation campaign to define the local elastic excitation of the SP structure equivalent to that induced by impact of a M/SD particle at hypervelocity. The disturbance characterisation is made such that it is applicable as an excitation force on a global satellite Finite Element (FE) model, allowing propagation of impact-induced disturbances throughout the complete satellite body to regions of critical stability (i.e. measurement devices). The disturbance induced upon measurement devices by M/SD impacts at both near- and far-body locations can then be made, allowing the threat to mission objectives to be assessed.

Fiber reinforced polymer (FRP) systems have shown great promise in strengthening reinforced concrete structures. These systems are a viable option for use as external reinforcement because of their light weight, resistance to corrosion, and high strength. These systems, externally bonded in the form of sheets or laminates, have shown to increase the flexural and more recently the shear capacity of members. Major concerns of the system are issues related to the bond strength and premature peeling especially when reentrant corners are present. The objectives of this study were to verify the effectiveness of carbon FRP (CFRP) laminates on an I-section beam with no anchorage and to determine the feasibility of using an anchorage system to prevent premature debonding. The two types of anchorage systems used were a horizontal CFRP laminate and glass FRP (GFRP) spikes. These anchorage systems verified that the use of anchorage on I-shaped beams can prevent premature debonding of the laminate and allow the specimens to achieve a higher shear capacity. Recommendations for future research of such systems are also presented.

Fibre-reinforced-polymer (FRP) composites have been widely used for the flexural strengthening of reinforced concrete (RC) structures. Flexural strengthening methods with FRP include external bonding of FRP composites (EB system) and insertion of FRP strips or bars into grooves cut into the concrete (near-surface-mounted or NSM system). Recently, a prestressed FRP strengthening system has been developed and investigated, whereby the FRP reinforcement is pretensioned prior to attachment to the concrete to maximize the use of the high tensile strength of the FRP reinforcement. Existing studies have shown that the ultimate load carrying capacity and serviceability were greatly improved in FRP flexural strengthened beams. However, the only disadvantage of the FRP strengthening system is the reduction of deformability compared to that of unstrengthened structures due to the limited strain capacity of the FRP reinforcement and premature debonding failure. Structures with low deformability may fail suddenly without warning to evacuate, resulting in catastrophic failure. Therefore, a study on the improvement of deformability is critical for the effective use of FRP strengthening systems. In this study, a partially bonded concept is introduced and applied to various FRP strengthening methods, with the specific objective of increasing deformability in FRP strengthened beams. The FRP reinforcement is usually completely bonded to the concrete tensile surface, while a portion of the FRP length is intentionally unbonded in the partially bonded system in order to improve deformability while sustaining high load carrying capacity. To investigate the general behaviour of the partially bonded system, a new analytical model has been developed because conventional section analysis used for analysis of the fully bonded system is not applicable due to strain incompatibility at the FRP reinforcement level within the unbonded length. The analysis shows that a partially bonded system has a high potential to improve deformability without the loss of strength capacity. An extensive experimental program was conducted to verify the analytical model and to investigate the actual behaviour of the partially bonded beams. A total of seventeen, 3.5m long, RC T-beams were constructed and tested. One of them is an unstrengthened control beam, while the other 16 beams consist of four test groups that were strengthened by different strengthening methods: non-prestressed EB, non-prestressed NSM, 40% prestressed NSM, and 60% prestressed NSM. To allow investigation of the effect of partially unbonding, each group has different unbonded lengths and includes a fully bonded beam. For the non-prestressed EB strengthened beams, the failure mode of all beams was premature FRP debonding failure without regard to the bond condition. The ultimate strength and the ultimate deformability of the partially bonded beams were improved compared to the fully bonded beam. This was because the typical intermediate debonding failure that occurred in the fully bonded beam was avoided due to intentional unbonding in the partially bonded beams. The analytical model predicted the general behaviour of the EB strengthened beams well except at the ultimate response due to the premature debonding failure. A three-dimensional nonlinear finite element (FE) analysis was performed utilizing interfacial elements and contact modeling to investigate the debonding failure of this system. The FE analysis represented the behaviour of the debonding failure and bond stress distributions at FRP-concrete interface of both the fully bonded and partially bonded beams well. For the non-prestressed NSM strengthened beams, the premature debonding failure that occurred in the EB strengthened beams was not observed, and almost the full capacity of FRP was exhibited. Prominent stiffness reduction was observed in terms of load-deflection diagrams at the post-yielding stage with the increase of the unbonded length. This stiffness reduction increased the deformability of the partially bonded beams for a given applied load after steel yielding in comparison to the fully bonded beam. The FRP started to slip at high load levels and the concrete crushed gradually with a gradual loss of the beam’s cross-section, inducing nonlinear behaviour near the ultimate state of the beams. To address this behaviour, an advanced analytical model utilizing idealized section model and slip model is proposed to consider the FRP slip and concrete gradual failure. Prestressed NSM strengthened beams were very effective to improve the cracking load, to decrease the deflection at service load, and to increase the ultimate load compared to non-prestressed NSM strengthened beams. This improvement was greater as the prestressing level increased. The partially bonded prestressed beams showed an improvement in deformability compared to the fully bonded prestressed beams while minimizing the reduction of the ultimate load carrying capacity and serviceability. The partially bonded system was more effective to improve the deformability at higher levels of prestressing force. Based on the model developed, a parametric study was performed varying the main parameters. This showed that the FRP strengthened beam that has an FRP area (Af) less than the balanced FRP area (Af,b) of the beam has a high potential to improve the deformability as the unbonded length increases. The balanced FRP area is increased as the concrete strength and the FRP prestressing force are increased, or as the area of the steel reinforcement decreases. Finally, design recommendations and procedures are proposed for the effective use of the partially bonded system to improve the deformability of FRP strengthened concrete beams.

Fibre-reinforced-polymer (FRP) composites have been widely used for the flexural strengthening of reinforced concrete (RC) structures. Flexural strengthening methods with FRP include external bonding of FRP composites (EB system) and insertion of FRP strips or bars into grooves cut into the concrete (near-surface-mounted or NSM system). Recently, a prestressed FRP strengthening system has been developed and investigated, whereby the FRP reinforcement is pretensioned prior to attachment to the concrete to maximize the use of the high tensile strength of the FRP reinforcement. Existing studies have shown that the ultimate load carrying capacity and serviceability were greatly improved in FRP flexural strengthened beams. However, the only disadvantage of the FRP strengthening system is the reduction of deformability compared to that of unstrengthened structures due to the limited strain capacity of the FRP reinforcement and premature debonding failure. Structures with low deformability may fail suddenly without warning to evacuate, resulting in catastrophic failure. Therefore, a study on the improvement of deformability is critical for the effective use of FRP strengthening systems. In this study, a partially bonded concept is introduced and applied to various FRP strengthening methods, with the specific objective of increasing deformability in FRP strengthened beams. The FRP reinforcement is usually completely bonded to the concrete tensile surface, while a portion of the FRP length is intentionally unbonded in the partially bonded system in order to improve deformability while sustaining high load carrying capacity. To investigate the general behaviour of the partially bonded system, a new analytical model has been developed because conventional section analysis used for analysis of the fully bonded system is not applicable due to strain incompatibility at the FRP reinforcement level within the unbonded length. The analysis shows that a partially bonded system has a high potential to improve deformability without the loss of strength capacity. An extensive experimental program was conducted to verify the analytical model and to investigate the actual behaviour of the partially bonded beams. A total of seventeen, 3.5m long, RC T-beams were constructed and tested. One of them is an unstrengthened control beam, while the other 16 beams consist of four test groups that were strengthened by different strengthening methods: non-prestressed EB, non-prestressed NSM, 40% prestressed NSM, and 60% prestressed NSM. To allow investigation of the effect of partially unbonding, each group has different unbonded lengths and includes a fully bonded beam. For the non-prestressed EB strengthened beams, the failure mode of all beams was premature FRP debonding failure without regard to the bond condition. The ultimate strength and the ultimate deformability of the partially bonded beams were improved compared to the fully bonded beam. This was because the typical intermediate debonding failure that occurred in the fully bonded beam was avoided due to intentional unbonding in the partially bonded beams. The analytical model predicted the general behaviour of the EB strengthened beams well except at the ultimate response due to the premature debonding failure. A three-dimensional nonlinear finite element (FE) analysis was performed utilizing interfacial elements and contact modeling to investigate the debonding failure of this system. The FE analysis represented the behaviour of the debonding failure and bond stress distributions at FRP-concrete interface of both the fully bonded and partially bonded beams well. For the non-prestressed NSM strengthened beams, the premature debonding failure that occurred in the EB strengthened beams was not observed, and almost the full capacity of FRP was exhibited. Prominent stiffness reduction was observed in terms of load-deflection diagrams at the post-yielding stage with the increase of the unbonded length. This stiffness reduction increased the deformability of the partially bonded beams for a given applied load after steel yielding in comparison to the fully bonded beam. The FRP started to slip at high load levels and the concrete crushed gradually with a gradual loss of the beam’s cross-section, inducing nonlinear behaviour near the ultimate state of the beams. To address this behaviour, an advanced analytical model utilizing idealized section model and slip model is proposed to consider the FRP slip and concrete gradual failure. Prestressed NSM strengthened beams were very effective to improve the cracking load, to decrease the deflection at service load, and to increase the ultimate load compared to non-prestressed NSM strengthened beams. This improvement was greater as the prestressing level increased. The partially bonded prestressed beams showed an improvement in deformability compared to the fully bonded prestressed beams while minimizing the reduction of the ultimate load carrying capacity and serviceability. The partially bonded system was more effective to improve the deformability at higher levels of prestressing force. Based on the model developed, a parametric study was performed varying the main parameters. This showed that the FRP strengthened beam that has an FRP area (Af) less than the balanced FRP area (Af,b) of the beam has a high potential to improve the deformability as the unbonded length increases. The balanced FRP area is increased as the concrete strength and the FRP prestressing force are increased, or as the area of the steel reinforcement decreases. Finally, design recommendations and procedures are proposed for the effective use of the partially bonded system to improve the deformability of FRP strengthened concrete beams.