Light-frame shearwall assemblies have been successfully used to resist gravity and lateral loads, such as earthquake and wind, for many decades. However, there is a need for maintaining the structural integrity of such buildings even when large openings in walls are introduced. Wood portal frame systems have been identified as a potential alternative to meet some aspects of this construction demand. The overarching goal of the research is to develop wood portal frame bracing systems, which can be used as an alternative or in combination with light-frame wood shearwalls. This is done through investigating the behavior of wood portal frames using the MIDPLY shearwall framing technique. A total of 21 MIDPLY corner joint tests were conducted with varying bracing details. Also, a finite element model was developed and compared with test results from the current study as well as studies by others. It was concluded from the corner joint tests that the maximum moment resistance increased with the addition of metal straps or exterior sheathings. The test results also showed a significant increase in the moment capacity and rotational stiffness by replacing the Spruce-Pine Fir (SPF), header with the Laminated Veneer Lumber (LVL) header. The addition of the FRP to the standard wall configuration also resulted in a significant increase in the moment capacity. However, no significant effect was observed on the stiffness properties of the corner joint. The FE model was capable of predicting the behavior of the corner joints and the full-scale portal frames with realistic end-conditions. The model closely predicted the ultimate lateral capacity for all the configurations but more uncertainty was found in predicting the initial stiffness.The FE model used to estimate the behavior of the full-scale portal frames constructed using the MIDPLY framing techniques showed a significant increase in the lateral load carrying capacity when compared with the traditional portal frame. It was also predicted using the full-scale FE model that the lateral load carrying capacity of the MIDPLY portal frame would increase with the addition of the metal straps on exterior faces. A parametric study showed that using a Laminated Strand Lumber (LSL) header increased the lateral load carrying capacity and the initial stiffness of the frames relative to the SPF header. The study also showed that there was an increase in the capacity if high strength metal straps were used. Doubling of the nail spacing at header and braced wall segment had a considerable effect on the lateral capacity of portal frame. Also, the initial stiffness was reduced for all the configurations with the doubling of the nail spacing at the header and braced wall segment in comparison with the reference frame.

Os Polímeros Reforçados com Fibras (PRF) são materiais compósitos constituídos por fibras unidas por uma matriz polimérica. São leves, não corrosivos, possuem alta resistência à tração e são de simples execução. O PRF em forma de tecido é utilizado para envolver o pilar de concreto armado promovendo a restrição das deformações laterais pelo efeito de membrana. Nos pilares com seção transversal circular, esse efeito de membrana é desenvolvido ao longo de todo o seu perímetro. Já para seções quadradas ou retangulares, esse efeito de membrana se desenvolve apenas nos cantos arredondados, reduzindo, assim, a eficiência do confinamento. Por conta dessa limitação, esta pesquisa propõe a utilização de um mecanismo auxiliar constituído por tirantes transversais de aço ancorados por perfis longitudinais, que juntamente com o PRF vão promover o confinamento nos maiores lados de seções de pilares retangulares. Foram realizados ensaios experimentais de dez pilares de concreto, cujos resultados confirmaram o maior incremento de força e ductilidade nos pilares devido à presença dos tirantes, verificando também que os perfis longitudinais contribuem diretamente com a força axial no pilar. Por meio da análise numérica em elementos finitos foi possível observar o acréscimo de regiões de concreto efetivamente confinado devido à presença dos tirantes. Com a análise paramétrica realizada foram identificados os parâmetros e como eles influenciam no comportamento dos pilares reforçados com a técnica: a relação entre os lados da seção transversal, a taxa de PRF; a taxa de tirantes de aço e a rigidez do perfil de ancoragem. Por fim, foi desenvolvido um modelo analítico que possibilita calcular a parcela de força resistida pelo concreto confinado e pelos perfis de ancoragem de modo independente, indicando boas correlações com os resultados experimentais e numéricos. / Fiber Reinforced Polymers (FRP) are composite materials consisting of fibers bonded by a polymer matrix. They are lightweight, non-corrosive, have high tensile strength and simple to apply. The FRP jacket is used to wrap the concrete column and restrict the lateral expansion by the membrane effect. In columns with circular cross section, the membrane effect is developed along its entire perimeter. However, in square or rectangular sections this effect is only developed at the rounded corners, resulting in a decrease of the confinement efficiency. Due this limitation, this research proposes the use of an auxiliary mechanism made up of transverse steel ties anchored by longitudinal bars, which together with the FRP, promote confinement on the biggest sides of rectangular sections of columns. Experimental tests were carried out on ten concrete columns, whose results confirmed the greatest force increase and ductility due to the presence of the steel ties and that the anchor bars contribute directly with the axial force. Through the numerical analysis in finite elements methods it was possible to observe the effective confined concrete regions due to the presence of the ties. With the parametric analysis performed some parameters were identified and how they influence in behavior of columns reinforced with this technique: the relationship between the sides of the cross section; the PRF rate; the steel ties rate and the stiffness of the anchor bar. Finally, an analytical model was developed allowing calculate the force resisted by the confined concrete and the anchor bars forces independently, indicating good correlations with the experimental and numerical results.

Most reinforced concrete (RC) structures are continuous in some way, and many of these structures are strengthened using fibre-reinforced polymer (FRP) materials as a routine basis. The problem of how to exploit moment redistribution in FRP-strengthened continuous RC structures is still unresolved. Reduction in ductility has been recognised in such structures. However, FRP-strengthening is introduced as an effective method to enhance the strength and load bearing capacity of RC structures. As a result, design guidelines worldwide employ conservative guidance for design, such that they limit the potential exploitation of moment redistribution in FRP-strengthened members. To date, limited research has been conducted into the redistribution of bending moment in such structures. Previous theoretical studies have not yet led to a reliable and rigorous solution for quantifying moment redistribution throughout the loading cycle. In addition, a wide scatter of moment redistribution percentage findings, from zero to 56%, has been reported in previous experimental studies. This demonstrates the need for further research to effectively characterise the circumstances under which moment redistribution can be relied on, both into and out of FRP-strengthened zones in continuous RC flexural members. This research aims to encourage the use of FRP for strengthening existing RC structures in a more efficient manner. The findings help to better understand restrictions on moment redistribution into and out of FRP-strengthened zones, effect of mechanical anchorage of the FRP on the degree of moment redistribution, and the extent to which moment redistribution can be relied on. A new analytical model, only based on structural mechanics, is developed in this research. A comprehensive set of large-scale structural testing is undertaken to validate the analytical model under various strengthening circumstances. The analytical and experimental results show that moment redistribution can occur into FRP-strengthened zones to full capacity without any limitation, even if the FRP is unanchored. Further, bending moment can also be redistributed out of strengthened zones to a considerable extent (up to 20%), depending on the quantity and stiffness of the FRP, and provided that the FRP is fully anchored. A set of parametric studies is conducted to investigate the effectiveness of different parameters on the level of moment redistribution. The major parameters include compressive strength of concrete, steel reinforcement proportion, steel yield strength, FRP quantity and stiffness, ultimate strain of the FRP, strengthening configuration, load position, beam shape, and curvature ductility. The outcomes demonstrate that it is not only the curvature ductility of FRP-strengthened sections that is important to the capacity for moment redistribution (out of such zones), but also the mode of failure, strength of the other critical zones, the ratio of stiffness between the critical zones, and the loading arrangement. It is concluded that moment redistribution in continuous FRP-strengthened concrete structures should be permitted both into and out of strengthened zones, provided that the criteria for such redistribution are met.

Mitigation of the blast risk associated with terrorist attacks and accidental explosions threatening critical infrastructure has become a topic of great interest in the civil engineering community, both in Canada and abroad. One method of mitigating blast risk is to retrofit vulnerable structures to resist the impulsive effects of blast loading. A comprehensive re-search program has been undertaken to develop fibre reinforced polymer (FRP) retrofit methodologies for structural and non-structural elements, specifically reinforced concrete slabs and walls, subjected to blast loading. The results of this investigation are equally valid for flexure dominant reinforced concrete beams subject to blast effects. The objective of the research program was to generate a large volume of research data for the development of blast-resistant design guidelines for externally bonded FRP retrofit systems. A combined experimental and analytical investigation was performed to achieve the objectives of the program. The experimental program involved the construction and simulated blast testing of a total of thirteen reinforced concrete wall and slab specimens divided into five companion sets. These specimens were subjected to a total of sixty simulated explosions generated at the University of Ottawa Shock Tube Testing Facility. Companion sets were designed to study one- and two-way bending, as well as the performance of specimens with simply-supported and fully-fixed boundary conditions. The majority of the specimens were retrofitted with externally bonded carbon fibre reinforced polymer (CFRP) sheets to improve overall load-deformation characteristics. Specimens within each companion set were subjected to progressively increasing pressure-impulse combinations to study component behaviour from elastic response up to inelastic component failure. The blast performance of companion as-built and retrofitted specimens was quantified in terms of measured load-deformation characteristics, and observed member behaviour throughout all stages of response. The results show that externally bonded FRP retrofits are an effective retrofit technique to improve the blast resistance of reinforced concrete structures, provided that debonding of the composite from the concrete substrate is prevented. The test results also indicate that FRP retrofitted reinforced concrete structures may survive initial inbound displacements, only to failure by moment reversals during the negative displacement phase. The experimental test data was used to verify analytical techniques to model the behaviour of reinforced concrete walls and slabs subjected to blast loading. The force-deformation characteristics of one-way wall strips were established using inelastic sectional and member analyses. The force-deformation characteristics of two-way slab plates were established using commonly accepted design approximations. The response of all specimens was computed by explicit solution of the single degree of freedom dynamic equation of motion. An equivalent static force procedure was used to analyze the response of CFRP retrofitted specimens which remained elastic after testing. The predicted maximum displacements and time-to-maximum displacements were compared against experimental results. The analysis indicates that the modelling procedures accurately describe the response characteristics of both retrofitted and unretrofitted specimens observed during the experiment.

Light-frame shearwall assemblies have been successfully used to resist gravity and lateral loads, such as earthquake and wind, for many decades. However, there is a need for maintaining the structural integrity of such buildings even when large openings in walls are introduced. Wood portal frame systems have been identified as a potential alternative to meet some aspects of this construction demand. The overarching goal of the research is to develop wood portal frame bracing systems, which can be used as an alternative or in combination with light-frame wood shearwalls. This is done through investigating the behavior of wood portal frames using the MIDPLY shearwall framing technique. A total of 21 MIDPLY corner joint tests were conducted with varying bracing details. Also, a finite element model was developed and compared with test results from the current study as well as studies by others. It was concluded from the corner joint tests that the maximum moment resistance increased with the addition of metal straps or exterior sheathings. The test results also showed a significant increase in the moment capacity and rotational stiffness by replacing the Spruce-Pine Fir (SPF), header with the Laminated Veneer Lumber (LVL) header. The addition of the FRP to the standard wall configuration also resulted in a significant increase in the moment capacity. However, no significant effect was observed on the stiffness properties of the corner joint. The FE model was capable of predicting the behavior of the corner joints and the full-scale portal frames with realistic end-conditions. The model closely predicted the ultimate lateral capacity for all the configurations but more uncertainty was found in predicting the initial stiffness.The FE model used to estimate the behavior of the full-scale portal frames constructed using the MIDPLY framing techniques showed a significant increase in the lateral load carrying capacity when compared with the traditional portal frame. It was also predicted using the full-scale FE model that the lateral load carrying capacity of the MIDPLY portal frame would increase with the addition of the metal straps on exterior faces. A parametric study showed that using a Laminated Strand Lumber (LSL) header increased the lateral load carrying capacity and the initial stiffness of the frames relative to the SPF header. The study also showed that there was an increase in the capacity if high strength metal straps were used. Doubling of the nail spacing at header and braced wall segment had a considerable effect on the lateral capacity of portal frame. Also, the initial stiffness was reduced for all the configurations with the doubling of the nail spacing at the header and braced wall segment in comparison with the reference frame.

Mitigation of the blast risk associated with terrorist attacks and accidental explosions threatening critical infrastructure has become a topic of great interest in the civil engineering community, both in Canada and abroad. One method of mitigating blast risk is to retrofit vulnerable structures to resist the impulsive effects of blast loading. A comprehensive re-search program has been undertaken to develop fibre reinforced polymer (FRP) retrofit methodologies for structural and non-structural elements, specifically reinforced concrete slabs and walls, subjected to blast loading. The results of this investigation are equally valid for flexure dominant reinforced concrete beams subject to blast effects. The objective of the research program was to generate a large volume of research data for the development of blast-resistant design guidelines for externally bonded FRP retrofit systems. A combined experimental and analytical investigation was performed to achieve the objectives of the program. The experimental program involved the construction and simulated blast testing of a total of thirteen reinforced concrete wall and slab specimens divided into five companion sets. These specimens were subjected to a total of sixty simulated explosions generated at the University of Ottawa Shock Tube Testing Facility. Companion sets were designed to study one- and two-way bending, as well as the performance of specimens with simply-supported and fully-fixed boundary conditions. The majority of the specimens were retrofitted with externally bonded carbon fibre reinforced polymer (CFRP) sheets to improve overall load-deformation characteristics. Specimens within each companion set were subjected to progressively increasing pressure-impulse combinations to study component behaviour from elastic response up to inelastic component failure. The blast performance of companion as-built and retrofitted specimens was quantified in terms of measured load-deformation characteristics, and observed member behaviour throughout all stages of response. The results show that externally bonded FRP retrofits are an effective retrofit technique to improve the blast resistance of reinforced concrete structures, provided that debonding of the composite from the concrete substrate is prevented. The test results also indicate that FRP retrofitted reinforced concrete structures may survive initial inbound displacements, only to failure by moment reversals during the negative displacement phase. The experimental test data was used to verify analytical techniques to model the behaviour of reinforced concrete walls and slabs subjected to blast loading. The force-deformation characteristics of one-way wall strips were established using inelastic sectional and member analyses. The force-deformation characteristics of two-way slab plates were established using commonly accepted design approximations. The response of all specimens was computed by explicit solution of the single degree of freedom dynamic equation of motion. An equivalent static force procedure was used to analyze the response of CFRP retrofitted specimens which remained elastic after testing. The predicted maximum displacements and time-to-maximum displacements were compared against experimental results. The analysis indicates that the modelling procedures accurately describe the response characteristics of both retrofitted and unretrofitted specimens observed during the experiment.

<p>Diffusion of liquids into and through polymers is an important factor that negatively may influence the durability or lifetime of a polymer structure used in industrial applications. In this work two types of polymers, a liquid crystalline polymer (LCP, Vectra A950) and various thermoset resins as used in fibre reinforced plastics (FRP) process equipment were studied with regard to barrier properties, chemical resistance and long-term performance. LCP are known for their outstanding chemical resistance and barrier properties. FRP used in process equipment may be a cost-efficient solution in chemically aggressive environments where standard carbon or stainless steel cannot be used due to its limited corrosion resistance. Transport properties of typical industrial environments were determined for the LCP and the influence of annealing and orientation was investigated to study whether the barrier properties can be improved. The possibility to use LCP as cost-effective lining for FRP was explored. Special focus was put on the diffusion of water and its effect on long-term transport properties and stability of thermoset resins as the performance of FRP is strongly related to the diffusion of water. </p><p>The results showed that Vectra A950 was suitable for organic solvent and non-oxidising acid environments. Its transport properties were gravimetrically determined and found to be 10 to 102 times lower than that of a high barrier fluoropolymer of type FEP. The degree of molecular packing increased with annealing time both below and above the melting point. Below the melting point this was – at least – partly due to crystal formation whereas above the melting point other mechanisms were involved. The effects of annealing and orientation on the transport properties in LCP were, however, very small or not significant and probably significantly longer annealing times are required. LCP has potential to be used as lining material for FRP as the use of an LCP-lining substantially reduced the permeability of and the solute sorption in a bisphenol A epoxy-based vinyl ester resin. The bonding strength was improved significantly by a combined abrasive and oxygen plasma treatment.</p><p>The long-term sorption of water in thermoset resins including bisphenol A epoxy-based vinyl ester, novolac-based vinyl ester, urethane modified vinyl ester and bisphenol A polyester resins was found to increase with exposure time whereas the diffusion coefficient was not significantly affected. It was shown that the presence of water induced relaxation processes that were considered to be the primarily reason for the increase in sorption coefficient in comparison to degradation processes, such as hydrolysis, causing osmotic processes. A general relationship for the estimation of the sorption coefficient at 80ºC in dependence of the water activity and the sorption coefficient at unit activity independent of the resin type was established.</p>

La tesis presenta los resultados de un extenso estudio experimental de probetas cilíndricas de hormigón sometidas a confinamiento lateral cargadas axialmente. En el estudio se consideró el confinamiento activo y pasivo. El confinamiento activo consistió en aplicar una presión hidrostática en una célula triaxial y el confinamiento pasivo fue mediante tubos de acero rellenos de hormigón y probetas de hormigón zunchadas con polímeros reforzados con fibras (FRP) de carbono y vidrio. Se ensayaron hormigones de baja y alta resistencia, con resistencias características de 25 y 60 MPa, sometidos a diferentes niveles de confinamiento. En el caso del confinamiento activo la presión hidrostática aplicada para el hormigón de baja resistencia varió entre 0 y 35 MPa, y para el hormigón de alta resistencia entre 0 y 50 MPa. Para el confinamiento pasivo con tubo de acero el hormigón fue moldeado en tubos de acero de diferentes espesores - 1.8 mm, 4.5 mm y 7.6 mm. En este caso la carga de compresión fue aplicada sobre la superficie de hormigón y sobre la sección mixta. Para las probetas zunchadas con FRP, se usaron entre 1 y 6 capas de FRP para el hormigón de baja resistencia y entre 1 y 12 capas para el de alta resistencia. Los principales resultados del estudio están basados en la caracterización del comportamiento tensión-deformación de los hormigones bajo los diferentes tipos y niveles de confinamiento. En general, se observó que el confinamiento incrementa la capacidad de carga y la deformación axial máxima del hormigón, con incrementos relativamente mayores en el hormigón de baja resistencia que en el de alta resistencia. Se han definido parámetros para determinar la ductilidad de la respuesta post pico que permite la comparación de los diferentes tipos de confinamiento.En el hormigón confinado con tubo de acero, la máxima tensión de compresión en el hormigón de baja resistencia fue 4.2 veces la tensión de compresión del hormigón sin confinar mientras que para el de alta resistencia solo fue de 2.5 veces. Asimismo, en el hormigón confinado con FRP, el uso de 6 capas de fibras de carbono incrementa 2.6 veces la tensión máxima en el hormigón de baja resistencia mientras que para 12 capas del mismo material en el de alta resistencia solo se incrementó ligeramente (es decir, 3.1). Como se esperaba, las fibras de vidrio fueron menos efectivas que las fibras de carbono en ambos hormigones.En general, se alcanzaron niveles de tensión similares con los diferentes tipos de confinamiento. Sin embargo, la ductilidad difiere considerablemente con el confinamiento con tubo de acero alcanzando valores de deformabilidad mucho mayores que en el caso del confinado con FRP. / The thesis presents results of an extensive experimental study of cylindrical specimens of concrete subjected to compressive loading under lateral confinement. Both active and passive confinements were considered in the study. Active confinement consisted of hydrostatic pressure applied in a triaxial cell and passive confinement was applied through steel jackets and fiber reinforced polymer (FRP) wrapping with carbon and glass fibers. Nomal and high strength concretes of 25 and 60 MPa characteristic were tested under different levels of confinement. In the case of the active confinement, the hydrostatic pressure applied to the normal strength concrete varied from 0 to 35 MPa and for high strength concrete it varied from 0 to 50 MPa. For the passive confinement applied through steel jackets, the concrete was cast in steel tubes of different thicknesses - 1.8, 4.5 and 7.6 mm. The compressive loading in this case was applied on either the concrete surface or the entire composite surface. For the FRP wrapped specimens, 1 to 6 layers of FRP were used for the normal strength concrete and 1 to 12 layers for the high strength concrete.The main results of the study are based on the characterization of the axial stress-strain behavior of the concretes under the different types and levels of confinement. In general, it is observed that confinement increases the load-carrying capacity and the maximum axial strain of the concrete, with relatively higher increases in the normal strength concrete than in the high strength concrete. Parameters have been defined for determining the ductility of the response in the post-cracking regime that permits the comparison of the different types of confinement.In the concrete confined in steel tubes, the maximum compressive stress in the normal strength concrete was 4.2 times the uniaxial compressive strength in the normal concrete while the maximum stress was only 2.5 times in the high strength concrete for the same tube thickness. Similarly, in the concrete wrapped with FRP, the use of 6 layers of carbon fibers increased the maximum compressive stress 2.6 times in the normal concrete while 12 layers of the same material yielded only a slightly higher level of strengthening (i.e., 3.1) in the high strength concrete. The glass fibers were less effective in both concretes than the carbon fibers, as expected.In general, similar levels of strength were achieved with the different types of confinement. However, the ductility of the response differs considerably with the steel tube confinement yielding much higher deformability than the FRP wraps.

Fibre reinforced polymers (FRP’s) are considered an alternative to steel reinforcement in concrete structures because of their noncorrosive nature and nonmagnetic properties. FRP materials are, however, brittle and have a lower stiffness compared to steel. The latter property can lead to deflection and crack control problems in FRP-reinforced concrete flexural members under service loads. A considerable amount of information is available for short-term deflection of FRP-reinforced concrete members, but data on long-term deflections are scarce. This study presents the results of monotonic (short-term) and sustained (long-term) loading tests of 12 concrete shallow beams reinforced with either steel or glass FRP (GFRP) bars. The short-term load-deflection responses of the members are evaluated using existing deflection prediction models (Branson’s and Bischoff’s), and the long-term deflection results (monitored over a period of one year) are used to evaluate the existing ACI code and CSA standard approaches for estimating long-term deflection. The GFRP-reinforced concrete beams exhibited greater amounts of both immediate deflection (under sustained load) and long-term deflections over time, than the steel-reinforced concrete beams. The long-term deflections of both the steel- and GFRP-reinforced concrete beams are overestimated when using the ACI and CSA approaches. Although ACI Committee 440 recommends use of lower values of the long-term deflection multiplier for GFRP-reinforced concrete beams, results obtained from this study suggest that the same longterm multiplier values may be used for GFRP- and steel-reinforced concrete beams loaded at between 115 to 157 days of concrete age.

Mitigation of the blast risk associated with terrorist attacks and accidental explosions threatening critical infrastructure has become a topic of great interest in the civil engineering community, both in Canada and abroad. One method of mitigating blast risk is to retrofit vulnerable structures to resist the impulsive effects of blast loading. A comprehensive re-search program has been undertaken to develop fibre reinforced polymer (FRP) retrofit methodologies for structural and non-structural elements, specifically reinforced concrete slabs and walls, subjected to blast loading. The results of this investigation are equally valid for flexure dominant reinforced concrete beams subject to blast effects. The objective of the research program was to generate a large volume of research data for the development of blast-resistant design guidelines for externally bonded FRP retrofit systems. A combined experimental and analytical investigation was performed to achieve the objectives of the program. The experimental program involved the construction and simulated blast testing of a total of thirteen reinforced concrete wall and slab specimens divided into five companion sets. These specimens were subjected to a total of sixty simulated explosions generated at the University of Ottawa Shock Tube Testing Facility. Companion sets were designed to study one- and two-way bending, as well as the performance of specimens with simply-supported and fully-fixed boundary conditions. The majority of the specimens were retrofitted with externally bonded carbon fibre reinforced polymer (CFRP) sheets to improve overall load-deformation characteristics. Specimens within each companion set were subjected to progressively increasing pressure-impulse combinations to study component behaviour from elastic response up to inelastic component failure. The blast performance of companion as-built and retrofitted specimens was quantified in terms of measured load-deformation characteristics, and observed member behaviour throughout all stages of response. The results show that externally bonded FRP retrofits are an effective retrofit technique to improve the blast resistance of reinforced concrete structures, provided that debonding of the composite from the concrete substrate is prevented. The test results also indicate that FRP retrofitted reinforced concrete structures may survive initial inbound displacements, only to failure by moment reversals during the negative displacement phase. The experimental test data was used to verify analytical techniques to model the behaviour of reinforced concrete walls and slabs subjected to blast loading. The force-deformation characteristics of one-way wall strips were established using inelastic sectional and member analyses. The force-deformation characteristics of two-way slab plates were established using commonly accepted design approximations. The response of all specimens was computed by explicit solution of the single degree of freedom dynamic equation of motion. An equivalent static force procedure was used to analyze the response of CFRP retrofitted specimens which remained elastic after testing. The predicted maximum displacements and time-to-maximum displacements were compared against experimental results. The analysis indicates that the modelling procedures accurately describe the response characteristics of both retrofitted and unretrofitted specimens observed during the experiment.