## 1 Introduction  
Performance-based seismic design has been applied to high-rise buildings increasingly in South Korea as well as the USA, owing to progress in nonlinear structural analysis techniques and relevant design guidelines. In Korean Building Code (KBC) 2016, the performance-based seismic design is introduced for the first time and defined as a design method to achieve performance objectives using nonlinear analysis considering inelastic deformation capacity and the over-strength of structures more precisely, and it can be applied to structures in which the design coefficients for elastic design are uncertain or structures required to meet various performance objectives [1]. In South Korea, performance-based seismic design is mostly applied to high-rise apartment buildings in which ordinary reinforced concrete (RC) shear walls are used to resist seismic forces. This is because ordinary RC shear walls are not permitted in the elastic design for buildings that belong to seismic design category D and are taller than 60 m. For such conditions, special RC shear walls are used, but strict confinement details are required in boundary elements with a side effect of higher construction cost and time. The \"boundaryelement\" designate longitudinal end in the cross section of walls where hoop reinforcement is located to confine concrete in high compression. The special RC wall is avoided, particularly in case of thin walls because the spacing of the hoop reinforcement required to be smaller than one third of the wall thickness, and this requirement causes difficulty in the detailing work and concrete placing in an actual construction field. In order to solve this problem, high-rise ordinary RC shear walls are used, using the performance-based seismic design procedure introduced in KBC 2016. The detailed guidelines for the performance-based seismic design are given in \"Guidelines for Performance-Based Seismic Design of Residential Buildings\" published by the Architectural Institute of Korea (AIK) [2]. Although nonlinear dynamic analysis is used for the detailed verification of seismic performance, it is necessary to verify the structural safety of high-rise ordinary RC shear walls, because such walls are subjected to relatively high axial force ratios, which can lead to brittle failure mode due to the lack of confinement in the boundary elements. In accordance with AIK guidelines, nonlinear response history analyses are conducted using seven pairs of horizontal ground motion components within the framework of performance-based seismic design. However, mean peak response-based design without strength reduction factors for a limited number of ground motion records are questionable in respect to reliability. Representative guidelines on the reliability of seismic design are found in (American Society of Civil Engineers) ASCE 7-16, in which a target reliability for structural stability against earthquakes is proposed as 10% in the case of seismic risk category I and II [3]. FEMA P695 provides a verification methodology for seismic design coefficients in respect to structural stability based on incremental dynamic analysis, by which structures are analyzed repeatedly for earthquakes with increasing intensity measures until structural collapse is identified [4]. Recently, diverse studies have been conducted to assess the seismic fragility of the RC shear wall. In the study of [PERSON] et al. (2013) [5], seismic fragility analysis was carried out for both ordinary and special RC shear walls, among which some specimens have simplified confinement details for boundary elements. However, their work presents only RC walls with boundary elements in detail. [PERSON] and [PERSON] (2015) [6; 7] and [PERSON] (2017) [8] evaluated the seismic performance of building frame systems, of which the core walls are ordinary or special RC shear walls.