A methodology for evaluating seismic capacity and seismic risk assessment of reinforced concrete buildings in Korea

Abstract

The purpose of this study was to propose a method for evaluating the seismic capacity of existing RC buildings in Korea by reviewing the applicability of the Japanese Standard. Based on the seismic capacity of Korean buildings evaluated by this standard, we modified the basic structural index, which is calculated in terms of the ultimate horizontal strength and ductility. We compared our experiment results to the values calculated using the strength equations for columns and walls from the Japanese Standard. The flexural strength equations could be applied without modification, while the shear strength equations required modification. We evaluated these modified strength equations and proposed unit average shear stresses of columns and walls based on statistical data relating to the structural characteristics of Korean buildings. The values of the ductility indices, which are primarily calculated based on the shear-to-flexural capacity ratio, of Korean buildings with hoop spacing wider than 300 mm, as computed by the proposed method, were more reasonable than those calculated by the Japanese Standard. We believe that the proposed method provides a useful strategy for identifying Korean buildings that are vulnerable to seismic activity, and recommend urgent earthquake preparedness measures.

Seismic Performance Evaluation of Reinforced Concrete Buildings Retrofitted with a New Concrete Filled Tube Composite Strengthening System

“…), where 𝜇 is the ductility ratio of the existing building, and 𝐶 is the yield strength of the existing structure expressed in the form of the shear force coefficient (𝐶 = 𝑉 / ∑ 𝑊 ). In this study, the target seismic performance after seismic strengthening (E R o ) was set based on Equation (16), which was proposed by [29] in their research on the correlations between various seismic acceleration levels and the basic seismic capacity index for existing R/C buildings. The target performance (E R o ) is the level of performance that leads to less-than-moderate seismic damage (life safety) under a seismic acceleration, as previously mentioned, of approximately E R o = 2.7α − 0.02 (16) where α is the level of input ground motion divided by gravitational acceleration (g).…”

Conventional RVS Methods for Seismic Risk Assessment for Estimating the Current Situation of Existing Buildings: A State-of-the-Art Review

“…The design of the structures was based on the Japanese standard needs to define columns and shear walls with large dimensions, compared to the other design codes [17]. Therefore, the Japanese building screening technique is based on each story's shear capacity estimation, which involves the capacities of the columns and the shear walls [114]. The JBDPA screening method takes five times longer than the FEMA RVS method [108].…”

“…Infill walls, in general, improve the in-plane strength of the structural frame system [115]. The JBDPA consists of a three-stage screening procedure [114], and it considers both the structural and nonstructural elements on the basis of the seismic index of the structures (I S ). The I S consists of the basic seismic index of the structure (E 0 ) and other parameters, such as: the story-shear modification factor; the cumulative strength index (C T ); the irregularity index (S D ); the time index (T) given in Equation (10); and the seismic index of the nonstructural elements (I N ).…”

“…The study, which was conducted by Lee et al [174], emphasizes the urgent need for the development of the Korean seismic retrofit scheme. In order to apply the JDPA methodology [110,111] to the Korean RC buildings, the structural index was modified and calculated on the basis of the ultimate horizontal strength and ductility [114]. Inoue et al [175], in 2017, also considered the JBDPA method [112] for the seismic assessment of existing RC buildings, with some modifications for the Bangladesh conditions.…”

Seismic Strengthening of R/C Buildings Retrofitted by New Window-Type System Using Non-Buckling Slit Dampers Examined via Pseudo-Dynamic Testing and Nonlinear Dynamic Analysis

“…Based on them, the seismic capacity requirements and the required number of dampers to meet the seismic reinforcement target were determined, as shown in Table 14. The basic seismic capacity index after seismic reinforcement (E Ro ) provided in Table 14 was determined based on a previous study [53] on the target seismic capacity of domestic RC structures with non-seismic details as follows: E Ro = 0.52, considering the life safety (LS) target corresponding to the input seismic ground motion of 200 cm/s 2 .…”