## 3 Analysis of Test Results
### Acceleration Response  
In this paper, the data collected under the action of seismic waves with peak accelerations of 0.5 g and 0.75 g are selected to analyze acceleration responses and their differences between the seismic storage tank and the isolation storage tank. By extracting the peak acceleration of the measurement points, and the results shown in Figures 4 and 5 can be obtained. As can be seen from the figure:  
1. The acceleration of the seismic storage tank approximately increases linearly along the direction of height, and the acceleration will change abruptly at the dome position, which indicates that the lateral stiffness of the dome position is much lower than that of the tank wall. After the seismic isolation measures are taken, acceleration response of the storage tank is significantly reduced. In the direction of seismic wave action, the isolation effect is particularly obvious. Under the action of the Wolong wave (XYZ, \begin{table}
\begin{tabular}{c c c c c c} \hline \hline \multirow{2}{*}{
\begin{tabular}{c} **Condition** \\ **Number** \\ \end{tabular} } & \multirow{2}{*}{**Explanation**} & \multicolumn{2}{c}{**Seismic Storage Tank**} & \multicolumn{2}{c}{**Isolation Storage Tank**} \\ \cline{3-6}  & & **X** & **Y** & **X** & **Y** \\ \hline
1 & before test & 16.8 & 16.1 & 7.3 & 7.0 \\
6 & after 0.10 g & 15.7 & 15.7 & 7.0 & 6.9 \\
11 & earthquake & 15.7 & 15.7 & 6.9 & 6.5 \\
22 & after 0.50 g & 15.2 & 14.0 & 6.5 & 6.3 \\
35 & earthquake & 15.0 & 13.6 & 6.4 & 6.0 \\ \hline \hline \end{tabular}
\end{table} 
Table 3: Natural vibration frequency of tank model under white noise excitation (Hz). 0.75 g), the maximum acceleration of the seismic storage tank and the isolation storage tank are 20.68 m/s\({}^{2}\) and 8.92 m/s\({}^{2}\), respectively, and the isolation rate reaches 56.9%. (2) With the increase of peak acceleration of the seismic wave, the acceleration of the seismic storage tank and the isolation storage tank also increases. Compared with the Taft wave (XZ direction) condition, when the PGA is 0.50 g, the maximum accelerations of the seismic storage tank and the isolation storage tank are 13.62 m/s\({}^{2}\) and 2.25 m/s\({}^{2}\), respectively; when the PGA is 0.75 g, the maximum accelerations of the seismic storage tank and the isolation storage tank are 17.93 m/s\({}^{2}\) and 4.21 m/s\({}^{2}\), respectively. This is because of the arrangement of lead-core rubber bearings in the isolation tank, so the increase of the acceleration of the isolation storage tank is not as obvious as that of the seismic tank. The above only compares the peak accelerations of the seismic and the isolation storage tanks. In order to visualize how their acceleration changes, the acceleration time history curves of measuring point 5 and measuring point 17 are selected for comparative analysis in the time domain and frequency domain. Figures 6 and 7 are the acceleration time history curve and the corresponding spectrum curve under the action of the Taft wave (XYZ direction, 0.75 g) and the Wolong wave (XYZ direction, 0.75 g), respectively. It can be seen from the comparison of acceleration time history curves that the acceleration response of the isolation storage tank is smaller than that of the seismic storage tank, which indicates that the lead-core rubber bearing has a good seismic isolation effect. Comparing Figure 6a with Figures 6c and 7a,c, it is also found that the seismic isolation effect of lead-core rubber bearing is related to the seismic wave. Under the action of the Wolong wave (XYZ direction, 0.75 g), the isolation efficiency of lead-core rubber bearing is 74.8% (X-direction)  
Figure 4: Comparison of peak acceleration in the X-direction of the seismic storage tank: (**a**) Taft wave (XZ direction, 0.50 g); (**b**) Artificial wave (XYZ direction, 0.50 g); (**c**) Wolong wave (XYZ direction, 0.75 g); (**d**) Taft wave (XZ direction, 0.75 g).