# Study on the Influence of Moisture Content and Void Ratio on the Disintegration of Red Clay
## 5 Conclusions  
SEM tests have shown that as moisture content increases while void ratio remains constant, the size of red clay particles decreases and pore size gradually decreases, resulting in tighter contact between soil particles. Conversely, when void ratio increases while moisture content remains constant, both red clay particles and pore diameter increase, transitioning from face-to-face contact to edge-to-edge contact and improving connectivity between pores, resulting in looser contact between particles. The microstructural characteristics of red clay are influenced by the initial moisture content and void ratio. When the moisture content remains constant, the soil structure changes from a three-peak structure to a two-peak structure as the void ratio increases. The starting T\({}_{2}\) value of the main peak on the nuclear magnetic attenuation curve gradually shifts to the right, and the area gradually decreases. The starting T\({}_{2}\) value of the secondary peak gradually shifts to the right, and the area gradually increases, along with the total peak area. When e = 1.0 and 1.1, the starting T\({}_{2}\) value of the main peak on the nuclear magnetic attenuation curve gradually shifts to the left, and the main peak area decreases. The starting T\({}_{2}\) value of the secondary peak gradually shifts to the right, and the secondary peak area gradually decreases, along with the total peak area. When e = 1.15, the starting T\({}_{2}\) value of the main peak on the nuclear magnetic attenuation curve gradually shifts to the left, and the main peak area decreases. The starting T\({}_{2}\) value of the secondary peak gradually shifts to the right, and the secondary peak area and total peak area decrease first and then gradually increase. Based on the T\({}_{2}\) spectrum of nuclear magnetic resonance for red clay in both its natural and saturated states, the moisture content and void ratio of the red clay can be converted  
Figure 6: The relationship between combined water saturation and disintegration rate. \begin{table}
\begin{tabular}{c c c c} \hline
**Initial Moisture** & **Void Ratio** & \
\begin{tabular}{c} **Combined Water** \\ **Saturation (\%)** \\ \end{tabular} &
\begin{tabular}{c} **Disintegration** \\ **Rate (g/s)** \\ \end{tabular} \\ \hline
24 & 1.00 & 61.28 & 0.739 \\
24 & 1.10 & 57.93 & 1.769 \\
24 & 1.15 & 56.89 & 2.813 \\
26 & 1.00 & 72.07 & 0 \\
26 & 1.10 & 69.76 & 0.055 \\
26 & 1.15 & 68.09 & 0.974 \\
28 & 1.00 & 80.96 & 0 \\
28 & 1.10 & 80.60 & 0.029 \\
28 & 1.15 & 77.82 & 0.036 \\
30 & 1.00 & 92.28 & 0 \\
30 & 1.10 & 88.12 & 0.002 \\
30 & 1.15 & 86.60 & 0.055 \\ \hline \end{tabular}
\end{table} 
Table 5: Combined water saturation and disintegration rate statistics table. into 'combined water saturation' using the 'right half point' method. The combined water saturation increases with the increase of moisture content, decreases with the increase of void ratio, and \(S^{\prime}_{r}=0.04963\cdot\omega-0.253\cdot e-0.313\), with the adjusted R\({}^{2}\) at 0.9929, indicating a good fitting effect. The disintegration rate of red clay is not significantly correlated with the total pore and large pore volume of the soil. However, it has an exponential relationship with the degree of combined water saturation. The fitting equation is \(\upsilon=7.96\times exp^{(-S^{\prime}_{r}/2.92)}+0.02\), with the adjusted R\({}^{2}\) at 0.9934, indicating a good fitting effect, and the disintegration rate decreases as the combined water saturation increases. The authors confirm their contributions to the paper as follows: study conception and design: [PERSON] and [PERSON]; data collection: [PERSON] and Y.X. ; analysis and interpretation of results: [PERSON], [PERSON] and Y.X. ; draft manuscript preparation: [PERSON], [PERSON] and Y.X. All authors have read and agreed to the published version of the manuscript. This research was funded by the National Natural Science Foundation of China (Grant No. 41867039 and Grant No. 52268055), the Guangxi Key Laboratory of Geomechanics and Geotechnical Engineering (No.