# Field Study on the Waterstop of the Rodin Jet Pile Method in a Water-Rich Sandy Gravel Stratum
## 3 Full-Scale Field Test
### Test Plan
#### 3.2.3 Monitoring Plan  
The monitoring design mainly consisted of formation deformation monitoring (horizontal displacement of the deep soil and stratified settlement of the surrounding soil) and pore water pressure monitoring. Through the monitoring data, the influence range of the RJP construction process on the surrounding soil disturbance range and grouting pressure was analyzed, and the monitoring points were as follows:  
1. There were three monitoring holes for the horizontal displacement of the deep soil. Since the depth of the jet grouting pile ranged from 8 to 40 m below the ground, considering the difficulty of forming the hole and the unconstructed jet grouting pile from 0 to 8 m below the ground, the monitoring hole was designed to be fixed at the upper end and free at the lower end, and the depth of the embedded body was 8 m. Each measuring hole had a depth of 18 m, and the order was A, B and C. Measuring hole A was 3 m from the center of JP3, measuring hole B was 1.5 m from the center of JP1, and measuring hole C was 2 m from the center of JP2. The plane layout is shown in Figure 4.
2. A measuring hole was arranged in the layered settlement point of the soil, which was shared with the horizontal displacement hole C of the deep soil. A total of 17 measurement points were arranged, and the measurement point spacing was 1 m. The plane layout is shown in Figure 4.
3. The pore water pressure was measured in two measuring holes (namely, P1 and P2). The center distance between measuring hole P1 and JP1 and JP2 was 2 m, and the measurement points were arranged at 10 m and 24 m below the ground. Measuring hole P2 was 1.5 m from the centers of JP1 and JP3, and the measurement points were arranged at 21 m or 32 m below the ground. The plane layout is shown in Figure 4. A vibrating wire pore pressure gauge was adopted to measure the pore pressure in this study. The pore pressure gauge was buried in the stratum in advance.  
\begin{table}
\begin{tabular}{c c c c c c c c c c} \hline \hline \multirow{2}{*}{**Stratum**} & \multirow{2}{*}{\begin{tabular}{c} **Depth** \\ **(m)** \\ \end{tabular} } & \multicolumn{3}{c}{**Slurry Ratio**} & \multicolumn{3}{c}{**Air**} & \multicolumn{3}{c}{**Water**} & \multicolumn{3}{c}{**Slurry**} & **Lifting Speed** \\ \cline{2-10}  & & \begin{tabular}{c} **Water-Cement** \\ **Ratio** \\ \end{tabular} & **Bentonite** & \begin{tabular}{c} **Expansion** \\ **Agent** \\ \end{tabular} & \begin{tabular}{c} **Pressure** \\ **(MPa)** \\ \end{tabular} & \begin{tabular}{c} **Flow** \\ **(L/min)** \\ \end{tabular} & \begin{tabular}{c} **Pressure** \\ **(MPa)** \\ \end{tabular} & \begin{tabular}{c} **Flow** \\ **(L/min)** \\ \end{tabular} & \begin{tabular}{c} **Pressure** \\ **(MPa)** \\ \end{tabular} & \begin{tabular}{c} **Flow** \\ **(MPa)** \\ \end{tabular} & \begin{tabular}{c} **Pressure** \\ **(MPa)** \\ \end{tabular} \\ \hline \begin{tabular}{c} Fine \\ sand \\ \\ \end{tabular} & 8–13.5 & 1:1 & 15\% & 6\% & 0.7–0.9 & 60–80 & 34–36 & 80–100 & 36–40 & 4.3 \\ \
\begin{tabular}{c} Silty clay \\ Fine \\ sand \\ \end{tabular} & 13.5–15.5 & 1:1 & 15\% & 6\% & 0.7–0.9 & 60–80 & 34–36 & 80–100 & 40–45 & 4.3 \\
\begin{tabular}{c} Fine \\ sand \\ \end{tabular} & 17.5–40 & 1:1.2 & 20\% & 6\% & 0.7–0.9 & 60–80 & 34–36 & 80–100 & 45–48 & 3.3 \\ \hline \hline \end{tabular}
\end{table}
Table 3: Grouting material ratios and equipment construction parameters.