# Experimental Study on Shear Creep Characteristics of Residual Soil with Different Stone Content
## 5 Creep Model and Parameterization
\begin{table}
\begin{tabular}{c c c c c c c} \hline \hline
**Stone Content** & **T [kPa]** & **G\({}_{1}\) [kPa]** & **G\({}_{2}\) [kPa]** & \(\eta_{1}\) [kPa.min] & \(\eta_{2}\) [kPa.min] & \(R^{2}\) \\ \hline \multirow{4}{*}{10\%} & 28 & \(4.17\times 10^{4}\) & \(3.63\times 10^{4}\) & \(4.41\times 10^{9}\) & \(1.16\times 10^{6}\) & 0.97 \\  & 56 & \(3.30\times 10^{4}\) & \(4.41\times 10^{4}\) & \(1.04\times 10^{9}\) & \(1.08\times 10^{5}\) & 0.93 \\  & 84 & \(1.13\times 10^{4}\) & \(1.37\times 10^{4}\) & \(1.77\times 10^{9}\) & \(2.27\times 10^{4}\) & 0.93 \\  & 112 & \(1.19\times 10^{4}\) & \(2.97\times 10^{4}\) & \(2.04\times 10^{8}\) & \(5.38\times 10^{6}\) & 0.92 \\ \hline \multirow{4}{*}{30\%} & 32 & \(8.95\times 10^{4}\) & \(1.61\times 10^{5}\) & \(3.39\times 10^{9}\) & \(1.54\times 10^{7}\) & 0.97 \\  & 64 & \(7.46\times 10^{4}\) & \(5.04\times 10^{4}\) & \(1.18\times 10^{9}\) & \(1.23\times 10^{5}\) & 0.93 \\  & 96 & \(5.41\times 10^{4}\) & \(3.61\times 10^{4}\) & \(1.97\times 10^{9}\) & \(3.02\times 10^{4}\) & 0.89 \\  & 128 & \(2.39\times 10^{4}\) & \(5.85\times 10^{4}\) & \(3.77\times 10^{8}\) & \(5.74\times 10^{5}\) & 0.97 \\ \hline \multirow{4}{*}{50\%} & 36 & \(4.85\times 10^{5}\) & \(9.88\times 10^{4}\) & \(5.24\times 10^{9}\) & \(4.88\times 10^{6}\) & 0.98 \\  & 72 & \(9.57\times 10^{4}\) & \(1.21\times 10^{5}\) & \(2.32\times 10^{9}\) & \(2.55\times 10^{5}\) & 0.94 \\  & 108 & \(3.86\times 10^{4}\) & \(1.01\times 10^{5}\) & \(5.00\times 10^{The Burger model consists of four parameters, with G\({}_{1}\) representing the instantaneous elasticity coefficient that reflects the material's ability to undergo immediate elastic deformation upon the application and removal of a loading force, and \(\eta_{1}\) represents the viscosity coefficient, which reflects the material's ability to undergo irrecoverable deformation under the influence of a loading force. The parameters \(\eta_{2}\) and G\({}_{2}\) reflect the material's ability to slowly deform and recover under applied or unloaded conditions and are closely related to creep and deformation recovery [28]. As shown in Table 4, the four parameters of [PERSON] model increase significantly with the increase in stone content. Analyzing the secondary level loading creep curves of specimens with different stone content, the changes in these four parameters with stone content are illustrated in Figure 10. From Figure 10, it is evident that as the stone content increases all four parameters increase. The instantaneous elasticity coefficient G\({}_{1}\) experiences a more pronounced change compared to G\({}_{2}\). Similarly, the viscosity coefficient \(\eta_{1}\) exhibits a more substantial change compared to \(\eta_{2}\). This indicates that the specimen's ability to resist instantaneous deformation and irrecoverable deformation increases significantly with an increase in stone content. Additionally, the specimen's ability to resist slow deformation and recover also improves. These observations are closely related to the structural characteristics of the residual soil. During shear creep, the deformation caused by s dislocation, rotation, and crushing of the residual soil particles was large and irreversible. With the increase in stone content, particle motion and damage become more difficult, so the instantaneous elasticity coefficient G\({}_{1}\) and viscosity coefficient \(\eta_{1}\) change more obviously.