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

The benefits of fibre reinforced concrete (FRC) have been thoroughly investigated. Much of this work has focussed on steel FRC subjected to monotonic loads. Data on the structural behaviour of macro-synthetic FRC or FRC under cyclic loads is scarce. A pilot investigation on the shear behaviour of macro-synthetic FRC and on the behaviour of FRC under reversed cyclic in-plane shear loading was carried out. Five in-plane shear panel tests were performed. The parameters under study were the fibre material type (steel or macrosynthetic) and loading protocol. Additionally, a number of compression, direct tension, and flexural tests were performed to determine the material properties of the concretes for comparison. The material response of 2.0% by volume of macro-synthetic FRC matched closely with 1.0% steel FRC. Finally, building upon an existing steel FRC model, a model for macro-synthetic FRC in tension was proposed and a short verification study was undertaken.

The benefits of fibre reinforced concrete (FRC) have been thoroughly investigated. Much of this work has focussed on steel FRC subjected to monotonic loads. Data on the structural behaviour of macro-synthetic FRC or FRC under cyclic loads is scarce. A pilot investigation on the shear behaviour of macro-synthetic FRC and on the behaviour of FRC under reversed cyclic in-plane shear loading was carried out. Five in-plane shear panel tests were performed. The parameters under study were the fibre material type (steel or macrosynthetic) and loading protocol. Additionally, a number of compression, direct tension, and flexural tests were performed to determine the material properties of the concretes for comparison. The material response of 2.0% by volume of macro-synthetic FRC matched closely with 1.0% steel FRC. Finally, building upon an existing steel FRC model, a model for macro-synthetic FRC in tension was proposed and a short verification study was undertaken.

Le but de la thèse est de déterminer l’historique de chargement d’une pièce rompue ou fissurée en service, par analyse des surfaces de fissuration. Pour les analyses de défaillances, les enjeux sont de définir le rôle du chargement dans la défaillance et de déterminer la fraction de durée de vie atteinte lors de la détection de la fissure. Un enjeu complémentaire est d’enrichir la base de données de chargements en service. L’organe choisi pour cette étude est l’essieu-axe ferroviaire. Ainsi, la sollicitation étudiée est en flexion rotative et les matériaux considérés sont les aciers A4T (25CrMo4) et A1N (C40). Suite à une revue bibliographique, quatre méthodes d’analyse quantitative des surfaces de fissuration ont été ciblées et testées, deux ont été retenues et développées. La première est basée sur la quantification des faciès de rupture (stries de fatigue, cupules, fissures secondaires…). La seconde s’appuie sur l’analyse des contraintes résiduelles (fractographie X) en profondeur pour déterminer l’épaisseur de matériau plastifié sous la surface de rupture. Cette profondeur correspond au sillage plastique induit par la propagation de la fissure et est fonction du chargement recherché. / The aim of the thesis is to determine the loading history of a broken or cracked piece in service, by analysing the cracking surfaces. For failure analyses, the issues are to define the role of the loading in the failure and to determine the fraction of lifespan reached when the crack is detected. An additional issue is to expand the in-service loadings database. The component chosen for this study is the railway axle. Thus, the studied stress is in alternate bending and the considered materials are the steels A4T (25CrMo4) and A1N (C40). Following a bibliographic review, four methods for quantitative analysis of cracking surfaces were targeted and tested, two of which were selected and developed. The first one is based on the quantification of fractographic features (fatigue striations, dimples, secondary cracks...). The second is based on the in-depth analysis of the residual stresses (X-ray fractography) to determine the thickness of plasticized material below the fracture surface. This depth corresponds to the plastic wake induced by the crack propagation and is a function of the sought loading.