# Shaking Table Testing of Liquefied Soil Layer Located in the Bottom Slab of a Subway Station
## 2 Preparation for Shaking Table Test
### Model Structure Production  
The experimental setup involved the utilization of particulate concrete to replicate the concrete components of the structure, while galvanized steel wire was employed to replicate the steel reinforcement. The coarse aggregate in concrete is substituted with coarse sand measuring 2.5--5.0 mm in size. The fine aggregate in concrete is substituted by fine sand particles ranging from 0.15 to 1.0 mm in size. In the proposed model, the primary reinforcement has a diameter of \(\varphi\)1.4 mm, the hoop reinforcement has a diameter of \(\varphi\)0.8 mm with a spacing  
\begin{table}
\begin{tabular}{c c c c c} \hline \hline
**Style** & **Physical Quantity** & **Scale Relationship** & **Model Structure** & **Model Soil** \\ \hline \multirow{2}{*}{Geometrical features} & Length \(l\) & \(S_{l}\) & 1/40 & 1/4 \\  & Inertial moment \(I\) & \(S_{l}=S_{l}^{4}\) & 1/2,560,000 & / \\ \hline \multirow{3}{*}{Material characteristics} & Density \(\rho\) & \(S_{\rho}\) & 1 & 1 \\  & Elastic modulus \(E\) & \(S_{E}\) & 1/4 & / \\  & Shear wave velocity of soil \(v\) & \(S_{v}\) & / & 1/2 \\ \hline \multirow{3}{*}{Dynamical properties} & Force \(F\) & \(S_{F}=S_{\rho}S_{\rho}^{3}S_{a}\) & 1/64,000 & / \\  & Acceleration \(a\) & \(S_{a}\) & 1 & 1 \\  & Time \(t\) & \(S_{t}=\sqrt{S_{l}/S_{a}}\) & 0.158 & 1/2 \\  & Dynamic Response Stress \(\sigma\) & \(S_{\sigma}=S_{l}S_{a}S_{\rho}\) & 0.025 & 1/4 \\  & Pore water pressure \(u\) & \(S_{u}=S_{l}S_{a}S_{\rho}\) & / & 1/4 \\ \hline \hline \end{tabular}
\end{table}
Table 1: Experimental scale relationships relationship of the model.  
Figure 1: Shaking table.  
Figure 2: Laminar shear box.  
of 20 mm. The mixture ratios of particulate concrete are displayed in Table 2, and the material characteristics of galvanized steel wires are displayed in Table 3, both of which are based on considerable experimental experience [23; 24].  
The actual station structure has been slightly simplified to take into account the test's actual circumstances, and a station model based on a geometric scale relationship has been created. The station model is constructed as a single unit without any joints connecting the primary partition to the subsidiary parts. The success or failure of the liquefaction test is directly contingent upon the waterproofing of the model structure. During the testing process, artificially created end-of-structure waterproofing measures were not completely effective. Therefore, the general rule for waterproofing the structure in the liquefaction test is that some seepage is allowed but never bubbling. The overall arrangement of the test model is shown in Figure 3.  
The openings situated at both ends of the station model were effectively sealed by employing foam boards 10 mm in thickness. This can be attributed to the multiple benefits associated with foam boards: (1) Foam boards possess a lightweight composition and exhibit reduced rigidity, minimizing their impact on structural deformation. (2) Foam boards offer ease of cutting and demonstrate a high degree of adaptation to various shapes. (3) Foam boards exhibit resistance to deformation when exposed to water. To simulate the  
\begin{table}
\begin{tabular}{c c c c c} \hline \hline
**Material** & **Clinker** & **Coal Ash** & **Yellow Sand** & **Travertine** & **Water** \\ \hline Micronized concrete & 1 & 0.4 & 5.8 & 0.6 & 1.33 \\ \hline \hline \end{tabular}
\end{table}
Table 3: Parameters of galvanized steel wire.  
Figure 3: Overall layout of the model.  
interaction of the soil and structure as closely as possible in the actual environment, the structure was not waterproofed throughout this test.