Aghniaey, Nima2021-01-182021-01-182021-01-18http://hdl.handle.net/10393/41680http://dx.doi.org/10.20381/ruor-25902Shear walls are ordinarily reinforced with conventional steel reinforcement with a maximum specified yield strength of 400 MPa. The use of higher strength reinforcement in such walls may be advantageous to reduce reinforcement congestion and improve constructability. However, data on the seismic behavior of structural walls built with higher strength steel reinforcement is limited. To help provide much needed data, two large-scale concrete shear walls with barbell-shaped and rectangular cross-sections and reinforced with Grade 690 MPa (ASTM A1035) reinforcement were constructed and tested under constant axial compression and cyclic load reversals. The walls were ¼ -scale representations of a 6-storey shear wall with height-to-length aspect ratios of 3.0 and 2.0. Test results show that the walls with aspect ratios of 3.0 and 2.0 failed at lateral drift capacities (Δ/H) of 1.8% and 1.9%. Both walls failed due to the rupture of boundary element longitudinal reinforcement. In addition, the wall with aspect ratio of 2.0 exhibited anchorage slip which contributed to the overall top displacement. VecTor2 Finite Element Modelling software was used to model the walls and conduct an analytical parametric study that investigated the impact of selected design parameters on the seismic behaviour of the wall with aspect ratio of 3.0. The effects of wall aspect ratio, steel type, as well as concrete strength on the response of the walls were investigated. Analytical results show that increasing aspect ratio increases the drift capacity and ductility of the walls. Reinforcement type was found to have a significant impact on ductility of the wall. Concrete strength was shown to shave a small impact on drift capacity.enShear WallReinforced ConcreteHigh-Strength ReinforcementReversed Cyclic LoadingSeismicFinite Element ModellingFinite Element AnalysisParametric StudyAnalytical ModellingThesis