# Deformation Study of Strongly Structured Clays Considering Damage Effects
## 3 Test Results and Analysis  
Analysis of the Deformation Process of Disturbed Soil with Different Vibration Durations and Frequencies  
According to the above experimental scheme, the tests were conducted, and the settlement data of 14 groups of specimens under various pressures were obtained. The average values of each group of specimen data were taken for data calculation, and the void ratio values of each group of specimens under different overburden pressures were obtained. The _e-logP_ curves of 14 groups of specimens were plotted using Origin 2018 software (see Figure 1). Figure 1 illustrates the relationship between the void ratio and overburden pressure for the 14 groups of specimens. As overburden pressure increased, all groups exhibited a consistent decrease in void ratio. Notably, the _e-logP_ compression curves for undisturbed, disturbed, and remolded soil specimens exhibited distinct patterns: the compression curves for undisturbed and disturbed soil specimens displayed a \"zigzag\" configuration, whereas the remolded soil specimen curve was \"linear.\" This variation can be attributed to the unique sedimentation patterns of the Zhanjiang Group's structurally strong clay during its soil-forming evolution, which impart strong cementation characteristics not typically observed in conventional soft soils [24]. These sedimentation and cementation factors \begin{table}
\begin{tabular}{c c c} \hline \hline
**Sample Group** & **Vibration Time/(min)** & **Vibration Frequency/(H\({}_{\text{Z}}\))** \\ \hline \(A_{1}\)-\(A_{3}\) & 30 min & 20 H\({}_{\text{Z}}\) \\ \(A_{4}\)-\(A_{6}\) & 60 min & 20 H\({}_{\text{Z}}\) \\ \(A_{7}\)-\(A_{9}\) & 90 min & 20 H\({}_{\text{Z}}\) \\ \(A_{10}\)-\(A_{12}\) & 120 min & 20 H\({}_{\text{Z}}\) \\ \(A_{13}\)-\(A_{15}\) & 30 min & 35 H\({}_{\text{Z}}\) \\ \(A_{16}\)-\(A_{18}\) & 60 min & 35 H\({}_{\text{Z}}\) \\ \(A_{19}\)-\(A_{21}\) & 90 min & 35 H\({}_{\text{Z}}\) \\ \(A_{22}\)-\(A_{24}\) & 120 min & 35 H\({}_{\text{Z}}\) \\ \(A_{25}\)-\(A_{27}\) & 30 min & 50 H\({}_{\text{Z}}\) \\ \(A_{28}\)-\(A_{30}\) & 60 min & 50 H\({}_{\text{Z}}\) \\ \(A_{31}\)-\(A_{33}\) & 90 min & 50 H\({}_{\text{Z}}\) \\ \(A_{34}\)-\(A_{36}\) & 120 min & 50 H\({}_{\text{Z}}\) \\ \hline \hline \end{tabular}
\end{table} 
Table 2: Vibration test plan. contributed to the observed differences in the compression behaviors of the undisturbed, disturbed, and remolded soil specimens. From Figure 1, it can also be observed that the compression curve of the undisturbed soil specimens was positioned above those of the other specimens. This resulted in a difference in void ratio under the same overburden pressure among the specimen groups, termed the incremental void ratio (\(\Delta\epsilon\)) [25]. By integrating the concept of \(\Delta\epsilon\) with the yield state of the soil, this study proposed the concept of structural yield in soils, categorizing the compression curves of undisturbed and disturbed soil specimens into three distinct stages [26]. * Stage A-B: pre-structural yield:  
Prior to structural yield, the compression curve exhibited a gentle slope, indicating that the primary soil structure remained intact and provided significant resistance to overburden pressure. The \(\Delta\epsilon\) caused by the structural characteristics was relatively small, and the deformation was predominantly elastic. For disturbed soil specimens subjected to longer vibration times and higher frequencies, the rate of pore compression increased but remained significantly lower than that of remolded soil specimens. * Stage B-C: structural yield:  
During the structural yield process, the primary soil structure began to deteriorate, potentially accompanied by the formation of secondary structures. This resulted in a nonlinear change in the compression curve. The \(\Delta\epsilon\) gradually increased as the primary structure deteriorated, reaching a maximum at point C, which marked the structural yield of the soil.