## 6 Conclusions  
This study is an extension of our prior research [1] and the second step to achieving the main purpose of proposing a practical method to evaluate the seismic performance of an RC structure that has corrosion-damaged members. Drawing on the results of a high correlation between the corrosion of rebars in RC members and decrease in bonding performance, we  
Figure 21: 3D plot of performance reduction factor (\(\phi\)), bonding factor (\(\beta\)), and average potential difference in terms of voltage (mV) of corroded flexural beam. Figure 22: 3D plot of performance reduction factor (\(\phi\)), bonding factor (\(\beta\)), and average potential difference in terms of voltage (mV) of corroded shear beam. performed FEA to determine the impact of the bonding factor (\(\beta\)) induced by reinforcement corrosion in shear and flexural beams on the performance degradation factor (\(\phi\)) based on strength-deformation capacity. Lastly, by interrelating the mV-\(\phi\) correlation (analysis) and mV-\(\phi\) correlation (test) from the engineering aspect, the mV-\(\beta\)-\(\phi\) correlation curve of flexural and shear beams was proposed. The results of this study can be summarized as follows:  
1. A comparison of the test and analysis results of a flexural beam comparison specimen (uncorroded) revealed that the ultimate load in analysis was approximately 1.07 times greater than that in the test, and the deflections at the ultimate load in test was approximately 0.99 times smaller than that in analysis. On the contrary, a comparison of the test and analysis results on a shear beam comparison specimen revealed that the ultimate load in analysis was approximately 1.03 times greater than that in the test, and the deflections at the ultimate load in analysis was approximately 1.06 times greater than that in test. FEA using VecTor2 yielded behaviors similar to the test results, and the method used in this study to determine the impact of the reinforcement corrosion-induced decrease in bonding performance of shear beam on the structural performance degradation based on strength-deformation capacity can be considered an efficient way to determine the correlation between bonding factor (\(\beta\)) and performance degradation factor (\(\phi\)). 2. The FEA-derived bonding factor (\(\beta\)) and performance degradation factor (\(\phi\)) of flexural beam can be approximated with the equation \(\phi=(0.36-\beta)^{-1}+101\), and a high correlation is seen (R\({}^{2}\) = 0.94). Furthermore, the \(\beta\)-\(\phi\) correlation and the correlation between the average potential difference in voltage (mV) of each rebar-corroded flexural beam specimen and performance degradation factor (\(\phi\)) (\(\phi\ =\ 0.05(\mathrm{mV})+100\), R\({}^{2}\) = 0.78) obtained in a previous study [1] yielded the \(\beta\)-mV correlation \(\mathrm{mV}\ =\ (1.36-\beta)/(0.018-0.05\beta)\) with respect to the performance degradation factor (\(\phi\)). In the case of shear member, FEA resulted in \(\phi=37.3\beta+63\), which enables regression approximation, showing a high correlation (R\({}^{2}\) = 0.98). As was the case with flexural beam, the \(\beta\)-\(\phi\) correlation of shear beam and the mV-\(\phi\) correlation equation (\(\phi=0.04(\mathrm{mV})+109\), R\({}^{2}\) = 0.91) for the test result were integrated to yield the \(\beta\)-mV correlation (mV = \(932.5\beta-1075\)) of shear beam with respect to performance degradation factor (\(\phi\)). 3. Lastly, the mV-\(\beta\)-\(\phi\) correlation curves of corroded shear and flexural beams were proposed by interrelating the FEA-derived \(\beta\)-\(\phi\) correlation of each specimen and the correlation between the average potential difference in voltage quantitatively measured on corroded beam member by HCP and the performance degradation obtained from structural test, i.e., the mV-\(\phi\) correlation, from an engineering aspect.