# Experimental Study on Out-of-Plane Seismic Performance of New Type Masonry System
## 3 Shaking Table Tests
### Test Program  
In the current seismic design provisions of Korea, a response spectrum of \(S_{a}\) with 5% of critical damping shown in Equation (1) can be obtained by the spectral response acceleration at short-period parameter of \(S_{DS}\) and the spectral response acceleration at one second of \(S_{D1}\) shown in Equations (4) and (5), respectively [36]. Figure 10 shows the spectral response acceleration determined by Equation (1). The parameters \(S_{DS}\) and \(S_{D1}\) were determined from Tables 2-5, respectively. In this study, site class \(S_{D}\), at seismic zone I, was selected, since the soil type of Korea mainly consists of stiff soil. \[S_{a}=0.6\frac{S_{DS}}{T_{0}}T+0.4S_{DS}\qquad\text{for }0\leq T\leq T_{0}\]  
\[S_{a}=S_{DS}\qquad\qquad\qquad\text{for }T_{0}\leq T\leq T_{S} \tag{1}\]  
\[S_{a}=\frac{S_{D1}}{T}\qquad\qquad\qquad\text{for }T_{S}\leq T\]  
where \(T_{0}\) and \(T_{S}\) are given by Equations (2) and (3). \[T_{0}=0.2\frac{S_{D1}}{S_{DS}} \tag{2}\]  
\[T_{S}=\frac{S_{D1}}{S_{DS}} \tag{3}\]  
\[S_{DS}=S\times 2.5\times F_{a}\times 2/3 \tag{4}\]  
\[S_{D1}=S\times F_{v}\times 2/3 \tag{5}\]  
Figure 9: Overall view of test setup. \begin{table}
\begin{tabular}{c c c c c c} \hline \hline \multirow{2}{*}{**Site Class**} & \multirow{2}{*}{**Soil**} & \multirow{2}{*}{**Shear Wave Velocity**} & \multicolumn{2}{c}{**Standard Penetration**} & \multicolumn{2}{c}{**Undrained Shear**} \\
**Class** & & \(V_{s}\) **(m/s)** & **Test Blow Count** & **Strength** \\  & & & & **N (/300 mm)** & \(S_{u}\) (\(\times 10^{-3}\) N/mm\({}^{2}\)) \\ \hline \(S_{A}\) & Hard rock & \textgreater{}1500 & - & - \\ \(S_{B}\) & Rock & 760–1500 & - & - \\ \(S_{C}\) & Very dense soil, soft rock & 360–760 & \textgreater{}50 & \textgreater{}100 \\ \(S_{D}\) & Stiff soil & 180–360 & 15–50 & 50–100 \\ \(S_{E}\) & Soft clay & \textless{}180 & \textless{}15 & \textless{}50 \\ \hline \hline \end{tabular}
\end{table} 
Table 4: Site classes in Korea. Figure 10: Design acceleration response spectrum in Korea. \begin{table}
\begin{tabular}{c c c c c} \hline \hline \multirow{2}{*}{**Site Class**} & \multicolumn{4}{c}{**Seismic Zone**} \\ \cline{2-5}  & \multirow{2}{*}{**Site Class**} & \multicolumn{2}{c}{\(S_{S}\leq\mathbf{0.25}\)} & \(S_{S}\) **= 0.50** & \(S_{S}\) **= 0.75** \\ \hline \multirow{4}{*}{\(S_{C}\)} & \(S_{A}\) & 0.8 & 0.8 & 0.8 \\  & \(S_{B}\) & 1.0 & 1.0 & 1.0 \\ \cline{1-1}  & Depth to bedrock: not less than 20 m & 1.2 & 1.2 & 1.1 \\ \cline{1-1}  & Depth to bedrock: less than 20 m & 1.4 & 1.4 & 1.3 \\ \cline{1-1} \cline{2-5} \(S_{D}\) & Depth to bedrock: not less than 20 m & 1.6 & 1.4 & 1.2 \\ \cline{1-1}  & Depth to bedrock: less than 20 m & 1.7 & 1.5 & 1.3 \\ \cline{1-1}  & \(S_{E}\) & 2.5 & 1.9 & 1.3 \\ \hline \hline \end{tabular} The value of \(S_{S}\) is obtained by multiplying \(S\), shown in Table 5, by 2.5. The intermediate value of \(S_{S}\) is linearly interpolated.  
\end{table} 
Table 2: Soil amplification parameter at short-period, \(F_{a}\). In this study, since the earthquakes of maximum acceleration level, specified in the current seismic design provisions of Korea, have not occurred, a random Fourier phase spectrum and deterministic time-envelope function were used to create an artificial seismic wave. The duration envelope function of an artificial seismic wave used the method suggested by a previous study, as shown in Figure 11 and Equations (6)-(12) [37]. The magnitude of an earthquake, to determine the duration envelope function, was set to M = 8.0, considering the maximum seismic intensity that can occur in Korea in the future. Figure 12 shows the artificial seismic wave, obtained based on the above process, and the maximum acceleration is approximately 2.5 m/s\({}^{2}\). Figure 13 shows the elastic acceleration response spectra of artificial ground motions, with 5% of critical damping, corresponding to the design response spectrum at seismic zone 1 and site class \(S_{D}\).