Corrosion of reinforcing steel is a major problem facing infrastructures owners with billions of dollars spent in repairing our aging infrastructure. One of the first steps in the repair process is to quantify the strength degradation in a reinforced concrete element caused by the corrosion of reinforcing steel. An understanding of the forces involved in the load carrying mechanisms is imperative; the transfer of shear forces in reinforced concrete beams is one of these load carrying mechanisms. The shear transfer mechanism is different near the end of beams, adjacent to point loads, and near changes in cross section. These regions are known as disturbed regions. Structural engineers have a good understanding of the shear transfer mechanism in disturbed regions. However, the effects of corroded shear reinforcement in these regions have not been widely investigated. The current study is comprised of an experimental program and analytical strut and tie modeling aimed at quantifying the strength reduction that occurs in disturbed regions of reinforced concrete beams with corroded shear reinforcement. The feasibility of strengthening a beam with dry lay-up carbon fibre reinforced polymer (CFRP) to repair the damage caused by corrosion of the shear reinforcement was also investigated. In the experimental study, a total of 16 reinforced concrete beams were cast. The specimens were 350 mm deep, 125 mm wide and 1850 mm long. Three shear-span to depth ratios (1.0, 1.5, 2.0) were selected. Each specimen was reinforced in flexure with two 25M bars and the shear reinforcement was 10M spaced at 150 mm on centre. The specimens were corroded for 21 days, 60 days, and 120 days corresponding to low, medium, and high corrosion levels. In addition, three specimens were constructed without shear reinforcement in the shear-span in order to compare the results from the corroded specimens. One specimen was also corroded to a high level and repaired with dry lay-up CFRP. The specimens were corroded using an accelerated corrosion technique. There was evidence of cracking of the cover concrete in all specimens, and in the more severely corroded specimens delamination of the cover concrete was recorded. The stiffness of the corroded specimens was less than their corresponding control specimen, and a strength reduction was evident in most specimens. The maximum recorded strength reduction was 52% compared to the companion uncorroded specimen. It was revealed that a more critical case occurs when the corroded shear reinforcement was shifted during placement or was inclined closer to the direction of the compressive force flow. Also, it was observed that the corroded shear reinforcement still provides limited ductility in comparison to the un-corroded reinforcement. A strut and tie model was developed based on the experiments to explain the behaviour of disturbed regions with corroded shear reinforcement. The model consisted of direct and indirect struts. The effects of corrosion were expressed in terms of a reduction in the stirrup cross-section, a reduction of compressive strength due to corrosion cracking, and a reduction in the concrete cross section width. It was hypothesized that the corrosion crack width influences the concrete compressive strength in the strut; consequently, a mathematical model was developed that related the reduction in concrete compressive strength with corrosion crack width. Also, a relationship between reinforcing steel mass loss and corrosion crack width was utilized from the published literature. An effective cross section width was obtained by reducing the width by the damaged concrete cover. The results from these models were input into a strut and tie model as a reduction in concrete compressive strength. The output from the strut and tie model was the ultimate shear strength of the specimen. The developed models were compared with a model from the literature and compared with the experimental results. The major contribution of this research is to allow designers to analyze disturbed regions with corroded shear reinforcement and determine the strength degradation; subsequently, one can determine what strengthening procedure would be most appropriate.

Continuous beams represent main structural elements in most reinforced concrete (RC) structures such as parking garages and overpass bridges. Deterioration of such structures due to corrosion of steel reinforcement is common in North America. To overcome the corrosion problems, the use of fiber-reinforced polymer (FRP) bars and stirrups becomes a viable alternative to steel reinforcement. However, to date, the shear behaviour of FRP-RC continuous beams has not been explored yet. As such, the objective of this study is to investigate the shear behaviour of such beams. In this study, twenty four full-scale continuous concrete beams were constructed and tested. The test beams had rectangular cross section with 200-mm width and a height of 300, 550 or 850 mm and were continuous over two equal spans. The main investigated parameters were concrete strength, type and ratio of longitudinal reinforcement, type and ratio of transverse reinforcement and beam effective depth. Moreover, a 3-D nonlinear finite element model (FEM) was constructed to simulate the behaviour of FRP-RC continuous beams. The model was verified against the experimental results and validated against test results from previous studies. Then, the verified/validated model was used to conduct a parametric study to investigate the effect of a wide range of the parameters on the shear behaviour of GFRP-RC beams. The experimental and FEM results showed that shear-critical GFRP-RC continuous beams exhibited moment redistribution. Also, it was observed that increasing the concrete strength and the longitudinal reinforcement ratio increased the shear strength significantly. Moreover, the presence of GFRP stirrups significantly enhanced the shear strength of the tested beams. Regarding the size effect, test results showed that there was adverse or no size effect on the shear strength of GFRP-RC continuous beams when they failed in the interior shear span while beams failed in the exterior shear span exhibited clear size effect. Furthermore, a comparison between the test results and the provisions of the available models and FRP standards and design guidelines in North America revealed that these design provisions can be safely applied to continuous beams. / February 2016

The non-corrodible nature of FRP bars along with their high strength, light weight and ease of installation made it attractive as reinforcement especially for structures exposed to aggressive environment. In addition, the transparency of FRP bars to magnetic and electrical fields makes them an ideal alternative to traditional steel reinforcement in applications sensitive to electromagnetic fields such as magnetic resonance imaging (MRI) units. Continuous concrete beams are commonly-used elements in structures such as parking garages and overpasses, which might be exposed to extreme weather conditions and the application of de-icing salts. In such structures, using the non-corrodible FRP bars is a viable alternative to avoid steel-corrosion problems. However, the linear-elastic behaviour of FRP materials makes the ability of continuous beams to redistribute loads and moments questionable. The objective of this research project is to investigate the flexural behaviour of continuous concrete beams reinforced with FRP and their capability of moment redistribution. An experimental program was conducted at the University of Manitoba to realize the research objectives. Ten full-scale continuous concrete beams were constructed and tested to failure in the laboratory. The specimens had a rectangular cross-section of 200×300 mm and continuous over two spans of 2,800 mm each. The main investigated parameters were the amount and material of longitudinal reinforcement, the amount and material of transverse reinforcement and the spacing of used stirrups. The experimental results showed that moment redistribution in FRP-reinforced continuous concrete beams is possible if the reinforcement configuration is chosen properly, and is improved by increasing the amount of transverse reinforcement. A finite element investigation was conducted using ANSYS-software. A 3-D model was created to simulate the behaviour of continuous beams reinforced with FRP. The model was verified against the experimental results obtained from the present study. This verified model was used to investigate the effect of the concrete compressive strength, longitudinal reinforcement ratio, midspan-to-middle support reinforcement ratio and the amount of transverse reinforcement on the behaviour of FRP-reinforced beams. The analytical results of this parametric investigation along with the experimental results were used to propose an allowable limit for moment redistribution in FRP-reinforced continuous concrete beams.

The non-corrodible nature of FRP bars along with their high strength, light weight and ease of installation made it attractive as reinforcement especially for structures exposed to aggressive environment. In addition, the transparency of FRP bars to magnetic and electrical fields makes them an ideal alternative to traditional steel reinforcement in applications sensitive to electromagnetic fields such as magnetic resonance imaging (MRI) units. Continuous concrete beams are commonly-used elements in structures such as parking garages and overpasses, which might be exposed to extreme weather conditions and the application of de-icing salts. In such structures, using the non-corrodible FRP bars is a viable alternative to avoid steel-corrosion problems. However, the linear-elastic behaviour of FRP materials makes the ability of continuous beams to redistribute loads and moments questionable. The objective of this research project is to investigate the flexural behaviour of continuous concrete beams reinforced with FRP and their capability of moment redistribution. An experimental program was conducted at the University of Manitoba to realize the research objectives. Ten full-scale continuous concrete beams were constructed and tested to failure in the laboratory. The specimens had a rectangular cross-section of 200×300 mm and continuous over two spans of 2,800 mm each. The main investigated parameters were the amount and material of longitudinal reinforcement, the amount and material of transverse reinforcement and the spacing of used stirrups. The experimental results showed that moment redistribution in FRP-reinforced continuous concrete beams is possible if the reinforcement configuration is chosen properly, and is improved by increasing the amount of transverse reinforcement. A finite element investigation was conducted using ANSYS-software. A 3-D model was created to simulate the behaviour of continuous beams reinforced with FRP. The model was verified against the experimental results obtained from the present study. This verified model was used to investigate the effect of the concrete compressive strength, longitudinal reinforcement ratio, midspan-to-middle support reinforcement ratio and the amount of transverse reinforcement on the behaviour of FRP-reinforced beams. The analytical results of this parametric investigation along with the experimental results were used to propose an allowable limit for moment redistribution in FRP-reinforced continuous concrete beams.

No description available.

El objetivo general es analizar la propuesta de reforzamiento con encamisado en estribos de puentes sometidos a socavación por la acción del agua durante la ocurrencia de las máximas avenidas. Para ello, se estudió al puente Morón ubicado sobre el río Rímac para asegurar su estabilidad. Se identificó que la principal causa de falla de los puentes es hidráulica y está asociada a la socavación producida por las máximas avenidas que se presentan en el periodo de diciembre-abril y se intensifican notablemente con la ocurrencia del Fenómeno El Niño. Para ello, se propuso realizar un encamisado de los estribos, propuesta que se comparó con otras alternativas utilizando metodologías sugeridas por expertos, la evaluación de las condiciones existentes en el terreno para validar la investigación. El nivel de investigación realizado es descriptivo, debido a que se caracterizará las obras de protección contra la socavación de estribos, comparando diversas alternativas con la propuesta de encamisado. Además, exploratorio, documental y se complementó con datos obtenidos de campo. Para luego calcular la socavación empleando la metodología propuesta por el HEC-18 con datos hidráulicos obtenidos en el modelamiento del tramo estudiado con el HEC-RAS. Los resultados indicaron que el puente Morón presenta falla hidráulica a causa de la socavación en estribos. Además, se determinó que es necesario proteger el talud del río con revestimiento de enrocado 476 m aguas arriba y 574 m aguas abajo del puente, por ubicarse en una curva, concluyendo que por razones técnico-económicas el encamisado es la mejor alternativa de protección. / The main objective is to analyze the proposal of jacketed reinforcement in bridge abutments subjected to scour by flowing water during major flood stage. For that purpose, the Morón Bridge located over the Rímac River was studied to ensure its stability. It was identified that the main reason of bridge failure is hydraulic and this is associated to the scour caused by the major flood stage in the December–April period, and it is significantly intensified by the El Niño Phenomenon. To that end, we proposed to carry out an abutment jacketing, this proposal was compared to other alternatives applying methodologies suggested by experts and the evaluation of existing conditions in the land in order to validate this research. The level of research is descriptive because it will characterize the protection works against undermining of bridge abutments, comparing various alternatives with the cladding proposal. In addition, exploratory, documentary and was supplemented with data obtained from the field. To then calculate the scour using the methodology suggested on HEC-18 with hydraulic data obtained in the modeling in the section studied in HEC-RAS. The results indicated that the Morón bridge presents failure is hydraulic to the scour in abutments. In addition, it was determined that it is necessary to protect the river slope with a riprap of 476 meters upstream and 574 meters downstream from the bridge for this being located in a curve, concluding the proposal of jacketed reinforcement of reinforced concrete is the best option for technical-economic and environmental reasons. / Tesis

The diploma thesis deals with the study of bent FRP reinforcements with the main focus on the methods of production of bent FRP reinforcement, examples of their application in structures. The work also mentions the effects of aggressive environments on the durability of FRP. In the practical part, a search of the possibilities of testing the properties of bent FRP reinforcement. Subsequently, an experiment is designed and performed to monitor changes in the properties of straight and bent FRP reinforcement exposed to the alkaline environment and water at 20 °C and 40 °C. Finally, the evaluation of changes in mechanical properties and observation of reinforcements using optical and scanning electron microscopy is performed.

The aim of this master thesis is to explore and describe behavior of slab in punching shear. In total four concrete slabs were experimentally tested; each being reinforced differently. Using real experiments, there was a possibility to observe different behavior of steel and FRP reinforcement, eventually even the effect of adding FRP stirrups on load-bearing capacity. For the purpose of experimental testing design, currently placed formulas used to determine punching shear capacity were adjusted for application on longitudinal and shear FRP reinforcement. Atena software was used to approximate behavior of specimens by performing a nonlinear analysis. After the results of loading tests were obtained, next step was the comparison of design approaches and comparison of behavior of nonlinear model to a real specimen. In practical part, design of locally supported slab with requirement of non-magnetic reinforcement took place.

The primary reinforcement used for construction of structural concrete members has a yield strength of 60 ksi. This reinforcement grade was incorporated into construction over 50 years ago and remains the standard. Recent advances in material technology have led to the development of commercially available reinforcing steel with yield strengths of 100 ksi. While greater yield strengths can be utilized in design, it is essential that the bars can be properly anchored and spliced to fully develop their strength. Although design expressions are available for this purpose, they were established considering 60 ksi reinforcement. Therefore, the objective of this research program is to evaluate the development of high-strength reinforcing steel and establish a design expression for the development and splicing of this steel. Two phases of experimental tests were conducted. Phase I was performed by Glucksman (2018) and investigated the influence of splice length and transverse reinforcement on bond strength over four series of beam tests. This study (Phase II) was conducted following Phase I and consisted of reinforced concrete slab and beam testing over three series. An investigation was conducted on reinforcement development with a focus on the effect of splice length, concrete compressive strength, stress-strain relationships of the steel (ASTM A615 vs. ASTM A1035), and transverse reinforcement. Based on the results, the influences of test variables were identified, and a new confinement model was developed that estimates the transverse reinforcement contribution to bond strength. Finally, a design expression is provided for calculating the development and splice lengths of high-strength reinforcement.

The diploma thesis aims to analyze bent FRP reinforcements. It describes the method of production of bent FRP reinforcement, examples of application of FRR reinforcement in structures and mentions aggressive influences influencing the durability of FRP reinforcement. Furthermore, an experiment is proposed to monitor changes in straight and bent FRP reinforcement stored in an aqueous environment at 20 °C and an alkaline environment at 20 °C and 40 °C. The output of the diploma thesis is the evaluation of changes in mechanical properties and durability. The condition of the FRP reinforcement is documented using optical and electron mocroscopy.