## 6 Comparison of the Pseudo-Dynamic Test and Nonlinear Dynamic Analysis Results
### Overview of the Nonlinear Dynamic Analysis  
It was found that the nonlinear analysis model and method described in Section 6 can efficiently simulate the seismic performance of the R/C framework reinforced with CCSS. For the commercialization of CCSS, based on the nonlinear analysis model and method presented in Section 6.1, the R/C building with non-seismic features reinforced with CCSS (see Figure 5) was subjected to nonlinear dynamic analysis. The seismic response load and displacement characteristics of the building before and after seismic strengthening were then evaluated, and the seismic strengthening effect was finally verified by examining the degree of damage to the existing member. As outlined in Section 6, nonlinear dynamic analysis was conducted using CANNY [26]. The analysis was conducted by setting the Hachinohe (EW) to 200 cm/s\({}^{2}\), which is the required level for the seismic design of the target building and led to the collapse of the unreinforced framework. Figure 20 shows the modeling of the R/C building before and \begin{table}
\begin{tabular}{c c c c c c c} \hline \hline  & **EQ \({}^{\star 1}\)** & **Method \({}^{\star 2}\)** & **Max. Displacement (mm)** & **Max. Displacement (Lavision Ratio \({}^{\star 3}\) [Analysis/Test]** & **Max. Load (kN)** & **Max. Load (kN)** & **Ratio \({}^{\star 3}\) [Analysis/Test]** \\ \hline \multirow{2}{*}{PD-RC-FR} & \multirow{2}{*}{200} & PDT & 70.5 & \multirow{2}{*}{1.02} & 272.5 & \multirow{2}{*}{0.97} \\ \cline{3-4} \cline{6-7}  & & NDA & 71.9 & & 263.1 & & \\ \hline \multirow{4}{*}{PD-CCSS} & \multirow{2}{*}{200} & PDT & 11.0 & \multirow{4}{*}{1.11} & 488.6 & \multirow{4}{*}{1.15} \\ \cline{3-4} \cline{6-7}  & & NDA & 12.2 & & 562.9 & & \\ \cline{3-4} \cline{6-7}  & & PDT & 20.6 & & 708.2 & & \\ \cline{3-4} \cline{6-7}  & & NDA & 22.4 & & 748.1 & & \\ \hline \hline \end{tabular}
\end{table} 
Table 7: Comparison of the maximum response load–displacement relationships between the nonlinear dynamic analysis and pseudo-dynamic test results. Figure 19: Comparison of the nonlinear dynamic analysis and pseudo-dynamic test results of R/C frame retrofitted with CCSS system (PD-CCSS) (first floor, 300 cm/s\({}^{2}\)): (**a**) load–displacement curves and (**b**) time–displacement history curves. after strengthening. The seismic reinforcement volume required for the application of CCSS was calculated using Equations (14) and (15). Equations (14) and (15) are used to calculate the required seismic reinforcement volume (\(V_{Req}\)) for the target performance (\(E_{R_{o}}\)), which is then compared to the seismic performance of the R/C building with non-seismic features before seismic strengthening (\(E_{o}\)). The target performance (\(E_{R_{o}}\)) is the level of performance that leads to less-than-moderate seismic damage (life safety) on the empirical basis under a seismic acceleration of approximately 200 cm/s\({}^{2}\). The above equations are proposed based on the seismic performance assessment method [24] and seismic strengthening method [3], which were developed based on Newmark's equal energy criterion [27; 28]. \[V_{Req}=\left(\frac{n+i}{n+1}\right)\cdot(E_{R_{o}}-E_{o})\cdot\sum W_{i} \tag{14}\]  
\[E_{o}=C_{y}\cdot\phi\sqrt{2\mu-1} \tag{15}\]  
where \(V_{Req}\) is the required seismic reinforcement volume for the building (required strength), \(n\) is the total number of floors in the building, \(i\): is the corresponding floor, \(E_{R_{o}}\) is the targeted basic seismic capacity index after seismic strengthening, \(E_{o}\) is the basic seismic capacity index of the building before seismic strengthening, \(\sum W_{i}\) is the building weight, \(\phi\) is the coefficient for calculating the ductility index of the existing R/C structure (\(=\frac{1}{0.75(1+0.05\mu)}\)), where \(\mu\) is the ductility ratio of the existing building, and \(C_{y}\) is the yield strength of the existing structure expressed in the form of the shear force coefficient (\(C_{y}=V_{y}/\sum W_{i}\)).