In this thesis, an investigation of the seismic performance and failure mechanism of reinforced concrete (RC) exterior wide beam-column joints is presented. Extensive experimental tests and computational simulations were carried out to study the structural response of wide beam-column connections with various design parameters under lateral earthquake-type loading. The experimental program comprised the designing and testing of eight large-scale specimens which were constructed and tested in the Structural Engineering Laboratory of the Hong Kong University of Science and Technology. The parameters of interest included the beam width to column width ratio (beam width ratio), joint shear stress level, and spandrel beam sizes and reinforcement ratio. The influences of each paramete...[ Read more ]

In this thesis, an investigation of the seismic performance and failure mechanism of reinforced concrete (RC) exterior wide beam-column joints is presented. Extensive experimental tests and computational simulations were carried out to study the structural response of wide beam-column connections with various design parameters under lateral earthquake-type loading. The experimental program comprised the designing and testing of eight large-scale specimens which were constructed and tested in the Structural Engineering Laboratory of the Hong Kong University of Science and Technology. The parameters of interest included the beam width to column width ratio (beam width ratio), joint shear stress level, and spandrel beam sizes and reinforcement ratio. The influences of each parameter to the overall behaviour of the connections were identified based on the experimental results.

Because of the significant importance of the beam width on the behaviour of wide beam-column connections, an analytical model based on the assumption of the equivalent frame model was developed. The model revealed that the current codes of practice do not explicitly consider the influence of important design variables, such as the beam length, beam depth, and transverse beam dimensions on the wide beam width limitation. In addition to the experimental and analytical investigations, a fully validated, robust numerical model was developed for further examinations. Finite element analysis (FEA) was performed within the theoretical framework of the concrete damaged plasticity (CDP) model in ABAQUS. The predictive capability of the model was verified by simulating the behaviour of test specimens. The sensitivity of the materials and FEA to various parameters, including the viscosity, mesh size, dilation angle, shape factor for the yield surface, damage parameter, fracture energy, and the type of analysis was discussed. Parametric numerical analyses were conducted using the calibrated model to explore the influence of numerous critical factors, including column axial load, column and beam dimensions, beam bar anchorage ratio, spandrel beam reinforcement and beam length on the behaviour of exterior wide beam-column connection. Discussion and comparison of the predicted failure loads from the models in conjunction with the experimental and numerical data are presented. According to the results of this study, a set of new design recommendations for designing earthquake resistant wide beam-column connections is presented.