Reinforced concrete structural walls are the most common lateral-load resisting systems in mid and high-rise buildings. A structural wall, commonly known as a shear wall, offers high resistance to lateral load in structures due to its high strength and stiffness. A structural wall reduces lateral deformation of the structure and bending stresses in the column by resisting lateral load. During a severe earthquake, inelastic deformations are expected, which increase the damping of the structure, thus reducing the demand for earthquake forces. In the 2010 Chilean earthquake, the Alto Rio 15-storey shear wall buildings shows the total collapse of the building due to severe damage to the shear wall with lap splice. This failure motivates to research and seeks to address this need through experimental testing of shear walls and evaluation of performance-assessment model for numerical analysis. Despite the lateral load resisting system reliance on reinforced concrete structural walls, very few experimental studies have been made to investigate the seismic performance of current code-compliant walls with lap splice. It is common construction practice to use lap splicing of longitudinal reinforcing bars of the wall to facilitate the constructability at the base of the wall or lap splicing for continuity of reinforcement. The transfer of forces between lap splice rebar and concrete relies on the brittle mechanism of the concrete-steel bond. To avoid brittle failures, current codes limit the reinforcement percentage that can be spliced at a section and avoid lapping at plastic region away from the critical section. High-rise buildings having higher mode participation in an earthquake may have a plastic hinge at the upper floor where lap splice at critical section; it is unavoidable the location of splices away from flexural yielding regions. Experimental study on the performance of the lap splice in the shear wall is proposed. Four half-scale shear walls with boundary elements representative of a 6-storey building are designed to construct and to be tested with 100%, 50%, and 33% of lap splicing of reinforcement at a section