Optimising strength and ductility of shear walls as per the second generation of Eurocode 2

Shear walls are subjected to bending with axial loads and hence should be designed using axial load–moment (P–M) interaction charts, similar to columns. P–M interaction charts for slender rectangular shear walls within the range of compression bending following the design provisions of Eurocode 2 (2023) are available. In the present work, P–M interaction charts have been developed within the domain of pure axial compression to pure axial tension considering both the bilinear stress–strain relationships of steel prescribed in Eurocode 2 (2023). Nowadays, strength and ductility design are almost routinely performed for structures located in seismically vulnerable areas. In this context, the present work aims to correlate ductility with strength to achieve optimum design of shear walls. For evaluation of strength and curvature ductility, different strength classes of unconfined concrete (C25/30 and C45/55 to C100/115) and the stress–strain relationships of B500 steel with both horizontal and inclined plastic branches have been considered. Damage assessment as per ASCE/SEI 41-13 indicates that the minimum vertical reinforcement specified in the standard requires modification to restrict walls reaching the collapse prevention stage.