Shear behavior of the panel zones in end-plate connection

Abstract

Three connections between the H-shaped steel column and the H-shaped steel beams were tested under cyclic loading to investigate the seismic behaviors of the panel zones, The studied parameters included different configurations of the connections (the thickness of the web plate, the height of the panel zone, and the thickness of the end plate). The failure modes, load-displacement characteristics and ductility were analyzed and discussed. Nonlinear finite element (FE) models were utilized to simulate the seismic behavior of the connections under cyclic loading. The results of the finite element were compared to the experimental results to verify the accuracy of the FE models in predicting the seismic performance of the connections. Using the validated finite element models, 18 case studies were performed to investigate the column-web thickness, the end plate thickness, the axial compression ratio, the thickness of the rib stiffener, and column-web heigh on the shear behavior of the connections. A calculation model for the shear strength of the panel zone of the end-plate connection was established. The established computational model was compared with calculations based on EC-3 and AISC 341, revealing that these codes do not explicitly account for the impact of local buckling in the panel zone. The proposed model improves the description of local failure modes in end-plate connections. Theoretical calculations are closely aligned with experimental results, demonstrating that the analytical model accurately predicts the shear load-bearing capacity of panel zone in end-plate connections.