# Experimental Study on Shear Creep Characteristics of Residual Soil with Different Stone Content
## 4 Test Results and Analysis  
### Characteristics of Creep Curve of Residual Slope Accumulation Soil  
By conducting the creep tests, it is possible to obtain the complete creep process curves for specimens with different stone contents under various shear stresses. By using these curves combined with [PERSON]'s loading method, the creep curve of separate loading is obtained, as shown in Figure 5.  
Figure 5: Loading creep curves respectively.  
\begin{table}
\begin{tabular}{c c c c} \hline \hline \begin{tabular}{c} **Consolidation** \\ **Pressure/kPa** \\ \end{tabular} & \begin{tabular}{c} **Stone Content\%** \\ \end{tabular} & \
\begin{tabular}{c} **Instantaneous Shear** \\ **Strength/kPa** \\ \end{tabular} &
\begin{tabular}{c} **Creep Grading** \\ **Loading Stress/kPa** \\ \end{tabular} \\ \hline
200 & 10 & 140 & 28, 56, 84, 112 \\
200 & 30 & 161.5 & 32, 64, 96, 128 \\
200 & 50 & 184 & 36, 72, 108, 144 \\
200 & 70 & 198 & 40, 80, 120, 160 \\ \hline \hline \end{tabular}
\end{table}
Table 3: Creep test loading stress.  
As can be seen from Figure 5, it is evident that the creep behavior of specimens with different stone contents varies under different shear stress levels. When subjected to shear stress ranging from 0.2 to 0.4 times the instantaneous shear strength, the specimens exhibit relatively minimal creep and slow creep growth. When the shear stress is increased to 0.6 times, the amount of creep in the specimens becomes more significant, and the creep rate accelerates. Under the influence of a shear stress of 0.8 times the instantaneous shear strength, some specimens demonstrate a continuously increasing creep rate over time, indicating accelerated creep. Notably, the specimen with 10% stone content experiences rapid shear damage and enters the accelerated creep phase quickly under a shear stress of 0.8 times its shear strength. The creep results show that, even under the smaller shear stress, the specimen deformation is also growing with time, indicating the presence of pronounced creep characteristics in the landslide.  
During graded loading, a significant transient deformation occurs at each shear stress level, accounting for over 60% of the total deformation. Furthermore, the magnitude of transient deformation increases with increasing shear stress. As shear stress increases, the total creep of the specimen at each load level also increases, and the time required to reach a stable creep state lengthens. This behavior can be attributed to the continuous adjustment of soil and rock particles within the specimen, accompanied by particle breakage, at the onset of shear creep loading. Gradually, the soil and rock particles compact, resulting in a transient creep phase characterized by a decreasing creep rate. As shear stress increases, the time required for the specimen to achieve the desired soil and rock compaction also increases, leading to a longer duration of transient creep. With the continued application of shear force, the positions between particles in the sample gradually stabilize, causing strain to increase slowly. As time progresses, the creep rate gradually approaches a stable value. At this point, the residual soil enters the constant creep stage. However, in certain cases, such as the 30% and 70% stone content specimens under a shear stress loading of 0.8 times their shear strength, the creep amount continues to increase rapidly after the transient creep and constant creep stages. Eventually, the creep amount reaches an extreme value, resulting in excessive specimen deformation and shear failure.