## 1 Introduction
### Evaluation of Soil Disturbance
This suggests that under higher pressures, the sample densifies and disturbances have less impact on its compressive deformation properties. At a void ratio of 0.51 \(e_{0}\), disturbance effects on \begin{table}
\begin{tabular}{c c c c} \hline \hline \multirow{2}{*}{**Vibration**} & \multicolumn{3}{c}{**Unconfined Compressive Strength (kPa)**} \\ \cline{2-4}  & **30 min** & **60 min** & **90 min** \\ \hline
20 Hz & 187.57 & 173.24 & 174.35 \\
35 Hz & 166.79 & 148.15 & 137.19 \\
50 Hz & 139.89 & 116.89 & 101.94 \\ \hline \hline \end{tabular}
\end{table} 
Table 2: Unconfined compressive strength of disturbed samples. Figure 1: Relationship between vibration frequency/duration and unconfined compressive strength. compressive deformation characteristics become negligible, with all curves intersecting at this point. For disturbed samples, the compression curves move downward with increasing vibration duration at the same vibration frequency. The longer the vibration duration, the lower the position of the compression curve, indicating that the compressibility of the soil sample decreases with the increase of vibration duration at a certain vibration frequency. The main reason is that the longer the vibration duration, the greater the energy transferred to the soil, resulting in greater internal disturbance and a lower void ratio under the same vertical pressure. With equal vibration durations, higher frequency results in a lower compression curve position, signifying decreased soil compressibility with increasing frequency. The primary cause is that the higher vibration frequency leads to more energy absorption and greater internal disturbance, resulting in a lower void ratio under the same vertical pressure [7]. Remolded soil samples exhibit a single-line compression curve, which is located below all the compression curves of the disturbed soil samples. As vertical pressure increases, compression curves of both undisturbed and variously disturbed soil samples gradually converge with that of remolded soil samples. Figure 2d presents the \(\ln(1+e)-\lg p\) curves for each sample under different conditions, from which the slopes of these compression curves are derived and summarized in Table 4.  
Using Equations (1) and (2), the disturbance degrees, \(RD_  
At a vibration frequency of 20 Hz, increasing the vibration duration from 30 min to 90 min, the increases in disturbance degree \(RD_{q}\) and \(RD_{s}\) are 0.06 and 3.1%, respectively. When the vibration frequency is 50 Hz, extending the vibration duration from 30 min to 90 min, the increases in disturbance degree \(RD_{q}\) and \(RD_{s}\) are 0.16 and 17.7%, respectively. With a vibration duration of 30 min, increasing the frequency from 20 to 50 Hz, the increases in disturbance degree \(RD_{q}\) and \(RD_{s}\) are 0.20 and 3.1%, respectively. For a vibration duration of 90 min, an increase in frequency from 20 to 50 Hz, the increases in disturbance degree \(RD_{q}\) and \(RD_{s}\) are 0.30 and 17.7%, respectively. Figures 3 and 4 show the variations in disturbance degrees \(RD_{q}\) and \(RD_{s}\) with respect to vibration duration and vibration frequency, respectively. It can be observed from Figures 3 and 4 that both disturbance degrees \(RD_{q}\) and \(RD_{s}\) exhibit a linear increasing trend with the increase in vibration duration and vibration frequency. It is apparent that both \(RD_{q}\) and \(RD_{s}\) can represent the disturbance degree well. Comparing the two, we can see that in terms of parameter acquisition, the disturbance degree \(RD_{q}\), defined by strength, is more convenient than \(RD_{s}\), defined by deformation, as it can directly utilize the original experimental data. Furthermore, as shown in Table 5, under the same vibration conditions,