PERFORMANCE OF REINFORCED CONCRETE SHEAR WALLS UNDER LATERAL LOADS: A REVIEW

Abstract

This paper presents a systematic review of the structural performance of reinforced concrete (RC) shear walls subjected to various types of lateral loading, including wind, earthquakes, and other dynamic forces. It thoroughly examines their load-bearing behavior, common failure modes (flexural, shear, and combined failures), and the critical parameters influencing their response, such as wall geometry, axial load ratio, reinforcement detailing, and boundary conditions. The review integrates a comprehensive synthesis of experimental studies, analytical models, and numerical simulations to evaluate the accuracy and applicability of current predictive tools. Key findings reveal that axial load ratio significantly influences shear wall strength and ductility, with higher axial loads potentially enhancing strength but reducing lateral deformation capacity. Reinforcement detailing, especially the use of superior transverse reinforcement and boundary elements, is crucial for improving ductility and seismic resilience, as well as enhancing energy dissipation. Furthermore, wall geometry dictates failure modes, with slender walls typically experiencing flexural failure and squat walls being prone to brittle shear failure. Advances in materials like high-performance concrete and fiber-reinforced polymers (FRP) show promise in enhancing shear wall capacity, though they may alter failure mechanisms. Despite significant progress in design and analysis, critical gaps remain, including limited data on ultra-high-performance and recycled materials, complexities in modeling out-of-plane behavior, and the need for real-time health monitoring in operational buildings. Addressing these challenges through future investigations focusing on innovative reinforcement methods, advanced numerical simulations, and real-time monitoring will be crucial for improving the understanding, safety, and sustainability of RC shear walls in modern structural systems.