This research explores the seismic damage response of a frame–shear wall reinforced concrete structure exposed to progressive seismic excitations. The shear wall structure is a three‐storey one‐quarter‐scaled reinforced concrete structure. The test was conducted by applying progressive seismic excitations using a shaking table. The shear wall structure experienced inelastic deformations under high seismic excitations that eventually caused the transformation of the structure from a state of elastic deformation to a state of highly inelastic deformation. Damage in the form of plastic hinges occurred because of induced dynamic instability in the structure. The monitored seismic responses in this research includes the variation in the residual strains and their dynamic time histories. Precise and detailed measurements of varying strain responses and effective estimation of damage response within the structure have been a primary goal in this research. Successful implementation of fibre Bragg grating (FBG) strain sensor is presented and applied in this experiment because of its enhanced sensitivity towards monitoring the structural dynamic strain response. The presented research also evaluates the suitability of FBG strain sensors in dynamic testing of a frame–shear wall asymmetric structure by comparing the damage response obtained through FBG sensors and the predictions developed from the dynamic properties of the test structure, monitoring the progress in structural damage and predicting the cracks inside the structure. The monitored responses obtained through a series of tests prove that FBG sensors have the advantages of significant accuracy, small size, and good embedding abilities. It demonstrates its promising failure monitoring abilities and potentials for the crack detection. The results achieved through this research would be beneficial to validate existing numerical simulation and analytical procedures, particularly for the structures with inherent asymmetry. It has been demonstrated in this paper that (a) the structure entered into the critical state when the ground motion excitation was 0.5 g with invisible cracks, (b) a sudden change in the residual strain response can help in detecting the initiation of a crack, and (c) the damages in the structure were due to the formation of the plastic hinges at the flexible edge of the structure near the beam–column joints.

Asymmetric structures experience higher seismic damage compared with their symmetric counterparts. This damage is mainly attributed to the coupled torsional vibrations, which tend to induce twisting in the structural floors and increase the shear demands in the corner column of the flexible side (CCFE) of asymmetric structures with in-plan stiffness eccentricity. Such floor twisting consequently leads towards the damage concentration in the critical region of CCFE and produce relatively higher local deformations and stiffness degradation of the structural component. Therefore, the investigation of such damage concentration is important as it can potentially lead towards local and global seismic failure. In this regard, this research aims at evaluating the damage behaviour of CCFE of a plan-asymmetric reinforced concrete (RC) structure. For this purpose, a quarter scaled asymmetric structure with in-plan stiffness eccentricity was experimentally tested under progressive seismic excitations. Internal seismic damage in the critical region of CCFE was monitored using Fibre Bragg grating (FBG) sensors during the structure’s transformation from elastic state to a highly plastic state. To validate the experimental findings, a calibrated finite element model was established in ABAQUS and a comparison of the damage behaviour of CCFE is presented to highlight the influence of stiffness eccentricity on damage concentration in the critical structural element. Finally, based on the experimental and numerical investigations, the mechanism of the local response behaviour both at the flexible and stiff edge of the plan-asymmetric structure is discussed and compared. This research concludes that CCFE in plan-asymmetric structures requires substantial design redundancy and special seismic detailing to resist extreme seismic events.