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Title GFRP-reinforced concrete exterior beam-column joints subjected to seismic loading
URL
Publication Date
Date Accessioned
Discipline/Department Civil Engineering
Degree Level doctor of philosophy (ph.d.)
University/Publisher University of Manitoba
Abstract Glass fibre-reinforced polymer (GFRP) reinforcement is used in reinforced concrete (RC) infrastructure to avoid steel corrosion problems. The behaviour of GFRP reinforcement under seismic loading in RC frame structures has not been widely investigated. The behaviour of beam-column joints significantly influences the response of the Seismic Force Resisting Systems. Therefore, both the design and detailing of the beam-column joints are critical to secure a satisfactory seismic performance of these structures. However, the current Canadian FRP design codes (CSA 2012, CSA 2006) have no considerable seismic provisions, if any, due to lack of data and research in this area. Such lack of information does not allow for adequate designs and subsequently limits the implementation of FRP reinforcement as a non-corrodible and sustainable reinforcement in new construction. Therefore, it deemed necessary to track areas of ambiguity and lack of knowledge to provide design provisions and detailing guidelines. This study investigated the seismic behaviour of the GFRP-RC exterior beam-column joints. The study consisted of an experimental phase, in which ten full-scale T-shaped GFRP-RC specimens were constructed and tested to failure, and an analytical phase using finite element modelling (FEM). Specimens in the experimental phase were designed to investigate the anchorage detailing of beam longitudinal reinforcement inside the joint (using either bent bars or headed bars) and to evaluate the shear capacity of the joint. In the analytical phase, a commercial FEM software (ATENA-3D) was used to run a parametric study that investigated the influence of the presence of lateral beams, axial load on the column, applied shear stresses in the joint, and the concrete strength. Test results showed that the performance of the specimens reinforced with GFRP headed bars was comparable to their counterparts reinforced with bent bars up to 4.0% drift ratio. The difference in the reinforcement surface conditions had insignificant influence on the overall behaviour. Moreover, it was concluded that the shear capacity of GFRP-RC beam-column joints is 0.85 √f'c. Furthermore, an evaluation of the relevant seismic provisions in the CSA/S806-12 (CSA 2012) was carried out and some recommendations were proposed for consideration in the future updates of the CSA/S806-12.
Subjects/Keywords GFRP reinforcement; Beam-Column Joints; Shear capacity; Seismic; S806
Contributors El-Salakawy, Ehab (Civil Engineering) (supervisor); Svecova, Dagmar (Civil Engineering) Ojo, Olanrewaju (Mechanical Engineering) Saatcioglu, Murat (University of Ottawa) (examiningcommittee)
Country of Publication ca
Record ID handle:1993/24454
Repository manitoba
Date Retrieved
Date Indexed 2019-05-20
Issued Date 2014-10-29 00:00:00
Note [note] February 2015;

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…226 7.2.2 Reinforcement Materials ............................................................................. 229 7.2.2.1 Steel reinforcement stress-strain relationship ....................................... 230 7.2.2.2 GFRP reinforcement

…232 7.2.3.2 GFRP reinforcement bond-slip relationship ......................................... 233 7.2.4 Loading and Bearing Plates ......................................................................... 234 7.2.5 Geometry and Boundary…

…B-1 x LIST OF FIGURES Figure 1.1: Stress-strain relationship for GFRP and steel reinforcement ........................... 4 Figure 1.2: Geometry-based classification of beam-column joints .................................... 5 Figure 2.1…

…230 Figure 7.3: Stress-strain relationship of GFRP longitudinal reinforcement ................... 231 Figure 7.4: Bond-slip relationship as given in the CEB-FIB model code 1990 (Reproduced)…

…232 Figure 7.5: Bond-slip relationship for the GFRP ribbed longitudinal reinforcement ..... 234 Figure 7.6: Geometric model of beam-column joints test specimens ............................. 236 Figure 7.7: Geometric and reinforcement configuration of…

…examples for the many advantages the FRP reinforcement introduces to the construction industry. However, FRPs have perfect linear-elastic behaviour until failure with relatively low modulus of elasticity (50 - 65 GPa for glass FRP “GFRP” and 110 - 140…

…performance of these structures. Contrary to steel reinforcement, the GFRP reinforcement has no yielding plateau and behaves in an elastic manner up to failure (Fig. 1.1). Therefore, the concrete structures internally reinforced with FRP bars are…

…moment-curvature relationship for the structural elements. As far as the deformability increased, more seismic energy is dissipated by the structure. Figure 1.1: Stress-strain relationship for GFRP and steel reinforcement It is well established that the…

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