## 3 Indoor Vibration Reconsolidation Experimental Study
### Analysis of Vibration Reconsolidation Test Results  
The specific procedures for conducting vibration reconsolidation tests can be found in reference [17]. Test A: Initial specimen height \(H\) = 6 cm, static load \(P\) = 50 kPa, vibration frequency \(f\) = 2 Hz. The test was conducted with 2 levels of vibration load amplitude \(P_{1}\). The reconsolidation settlement \(s\) corresponding to the vibration load of each level of amplitude \(P_{1}\) is shown in Table 5. The equivalent static load increment \(\Delta P\) corresponding to the vibration load of each level is obtained by the calculation method in Section 3.2, as shown in Table 5.  
Test B: Initial specimen height \(H\) = 8 cm, static load \(P\) = 25 kPa, vibration frequency \(f\) = 5 Hz, 10 Hz, 20 Hz. For each vibration frequency, the test was conducted with 4 to 5 levels of vibration load amplitude \(P_{1}\). The reconsolidation settlement \(s\) corresponding to the vibration load of each level of amplitude \(P_{1}\) is shown in Table 6. The equivalent static load increment \(\Delta P\) corresponding to the vibration load of each level is obtained by the calculation method in Section 3.2, as shown in Table 6.  
Figure 16 summarizes the results of all tests. As can be seen from Figure 16, the vibration reconsolidation phenomenon of soft clays is very significant and is related to the frequency \(f\) and amplitude \(P_{1}\) of the vibration load, as well as the static load \(P\) on the soil. When the static load \(P\) is constant, the equivalent static load increment \(\Delta P\) increases with increasing vibration load amplitude \(P_{1}\) and frequency \(f\), and exhibits a converging trend. This is because vibration loads themselves do not have a compressive or tensile tendency, and their vibration reconsolidation effect must have a certain upper limit. Although these vibration loads do not have an overall compressive or tensile tendency, and their amplitudes are relatively small, they still exhibit a considerable equivalent static load increment, which is more pronounced for vibration loads with higher frequencies. Figure 15: Definition of equivalent static load increment. \begin{table}
\begin{tabular}{c c c c c} \hline \multicolumn{2}{c}{Vibration load amplitude, \(P_{1}\) (kPa)} & 1.592 & 3.183 & 4.775 \\ \hline \(f\) = 2 Hz & Reconsolidation settlement, \(s\) (mm) & 0.064 & 0.748 & 0.768 \\  & Equivalent static load increment, \(\Delta P\) (kPa) & 1.706 & 19.940 & 20.473 \\ \hline \end{tabular}
\end{table} 
Table 5: Results of vibration reconsolidation tests under static load \(P\) = 50 kPa. Similar to vibration reconsolidation tests, many existing dynamic triaxial test studies have also investigated the behavior of soil under drained conditions subjected to vibration loads or cyclic loads, yielding similar results [24; 25]: the strain growth law of soil is closely related to the amplitude and frequency of the vibration load. Generally, the larger the amplitude of the vibration load, the more obvious the strain growth of the soil, while the influence of the vibration load frequency on strain growth is more complex. The biggest difference between this study and existing studies lies in the way the test results are processed. Existing studies mainly focus on the development law of strain over time, while this study focuses on the final strain of the soil after reaching equilibrium under vibration load. By studying the relationship between the equivalent static load increment of soil and the amplitude and frequency of the vibration load, many unusual patterns can be obtained. This research idea, which focuses on the equilibrium state of the soil itself rather than the process of establishing equilibrium, will open up a new research direction. This study is only a preliminary attempt at this idea, and we look forward to more experimental studies based on this idea.