## 3 Overview of Pseudo-Dynamic Testing and Result Analysis
### Experimental Results and Analysis
#### 3.4.2 Maximum Seismic Response Load and Displacement  
The test frame with no reinforcement applied (PD-FR) was tested at an input seismic ground motion of 200 cm/s\({}^{2}\); the test frame retrofitted with the CFT-MF system (PD-CFT-MF) was tested at input seismic ground motions of 200 cm/s\({}^{2}\), 300 cm/s\({}^{2}\), and 400 cm/s\({}^{2}\), and the measured maximum response load and displacement were compared with respect to the failure mode and seismic damage, as shown in Table 4. \begin{table}
\begin{tabular}{c c c c c c} \hline \hline
**Specimen Name** & **Input Seismic Ground Motion** & \begin{tabular}{c} **Input Seismic Ground Motion** \\ **[cm/s\({}^{2}\)]** \\ \end{tabular} & \begin{tabular}{c} **Maximum Load** \\ **V\({}_{\mathbf{u}}\) [kN]** \\ \end{tabular} & \begin{tabular}{c} **Maximum** \\ **Displacement** \\ **\(\mathbf{\delta_{u}}\) [mm]** \\ \end{tabular} & \begin{tabular}{c} **Degree of Seismic** \\ **Damage \({}^{\star}\) \\ **(Failure Mode)** \\ \end{tabular} \\ \hline PD-FR & & 200 & 250.5 & 58.7 & \begin{tabular}{c} Collapse \\ [Shear collapse] \\ \end{tabular} \\ \hline \multirow{6}{*}{PD-CFT-MF} & \multirow{3}{*}{\begin{tabular}{c} Hachinohe \\ (EW) \\ \end{tabular} } & 200 & 432.2 & 11.0 & \begin{tabular}{c} Light \\ [Flexural crack] \\ \end{tabular} \\ \cline{1-1} \cline{3-5}  & \begin{tabular}{c} Hachinohe \\ (EW) \\ \end{tabular} & 300 & 613.3 & 22.4 & \begin{tabular}{c} Small \\ [Flexural and shear \\ cracks] \\ \end{tabular} \\ \cline{1-1} \cline{3-5}  & \
\begin{tabular}{c} 400 \\ \end{tabular} & 773.9 & 39.5 &
\begin{tabular}{c} Moderate \\ [Flexural and shear \\ cracks] \\ \end{tabular} \\ \hline \hline \end{tabular}  
* Degree of seismic damage was determined in accordance with JBDPA [39] and [PERSON] et al. [40].  
\end{table} 
Table 4: Maximum response load-displacement and degree of seismic damage. Figure 13: Cracks and ultimate state of test frame retrofitted with CFT-MF system (PD-CFT) (400 cm/s\({}^{2}\)): (**a**) severe flexural and shear cracks of the right column and (**b**) severe flexural and shear cracks of the left column at around 3.63 s.  
The pseudo-dynamic test results of PD-FR showed that the maximum seismic response occurred at 250.5 kN (displacement: 58.7 mm), when the input seismic ground motion was 200 cm/s\({}^{2}\). Ultimately, a collapse occurred due to shear failure at the columns at around 3.4 s. The degree of seismic damage was considered to be \"Collapse\" in accordance with JBDPA [39] and [PERSON] et al. [40]. In the test frame retrofitted with the CFT-MF system (PD-CFT-MF), the maximum seismic response occurred at 432.2 kN (displacement: 11.0 mm) when the input seismic ground motion was 200 cm/s\({}^{2}\). The degree of seismic damage was insignificant compared to PD-FR at the same seismic ground motion. At 300 cm/s\({}^{2}\), the maximum seismic response occurred at 613.3 kN (displacement: 22.4 mm), and the corresponding degree of seismic damage was determined to be Small in accordance with JBDPA [39] and [PERSON] et al. [40]. When the input seismic ground motion was 400 cm/s\({}^{2}\), i.e., when a large-scale earthquake was assumed, the maximum seismic response occurred at 773.9 kN (displacement: 39.5 mm), the corresponding degree of seismic damage was determined to be \"Moderate\". These results verify the seismic retrofitting performance of the CFT-MF system even when a large-scale earthquake with a recurrence period of 2400 years occurs. 4.3 Comparison and Analysis of Seismic Response Load-Displacement Relationship and Displacement-Time Hysteresis  
Figure 14 presents the floor-specific seismic response load-displacement and displacement-time hysteresis curves of the test frame with no reinforcement applied (PD-FR) at 200 cm/s\({}^{2}\). Figures 15-17 show the layer-specific seismic response load-displacement and displacement-time hysteresis curves of the test frame retrofitted with the CFT-MF system (PD-CFT-MF) at 200, 300, and 400 cm/s\({}^{2}\), respectively.