## 4 Conclusions  
A new exploration of the MICP curing method was carried out. The soil and rock with different rock block proportions and different rock particle sizes were proportioned, and the bacteria liquid and the cementing liquid were directly mixed by stirring and mixing method. The samples were prepared by stirring in the soil and rock, and then the  
Figure 14: XRD pattern of the sample. \begin{table}
\begin{tabular}{c c c c c} \hline \hline \multirow{2}{*}{**Phase Name**} & \multirow{2}{*}{**Chemical Formula**} & \multicolumn{3}{c}{**Sample (Phase Content, Weight Percentage, wt\%)**} \\ \cline{3-5}  & & **B3** & **D1** & **Blank** \\ \hline Illite & KAl\({}_{2}\)Si\({}_{3}\)AlO\({}_{10}\)(OH)\({}_{2}\) & 8.8\% & 7.6\% & 8.3\% \\ Kaolinite & Al\({}_{4}\)(OH)\({}_{8}\)Si\({}_{4}\)O\({}_{10}\) & 0.9\% & 0.6\% & 0.6\% \\ Quartz & SiO\({}_{2}\) & 33.0\% & 20.3\% & 30.2\% \\ Microline Feldspar & KAlSi\({}_{3}\)O\({}_{8}\) & 5.8\% & 4.0\% & 6.0\% \\ Albite & NaAlSi\({}_{3}\)O\({}_{8}\) & 11.4\% & 13.9\% & 20.0\% \\ Chlorite & (MgFe)\({}_{6}\)(SiAl)\({}_{4}\)O10(OH)\({}_{8}\) & 6.2\% & 3.2\% & 8.9\% \\ Calcite & CaCO\({}_{3}\) & 3.1\% & 2.9\% & 3.7\% \\ Dolomite & CaMgCO\({}_{3}\) & 30.0\% & 46.3\% & 18.7\% \\ Amphibole & Al\({}_{3.2}\) Ca\({}_{3.4}\) Fe\({}_{4.02}\) K\({}_{0.6}\) Mg\({}_{6}\) Na Si\({}_{12.8}\) O\({}_{44}\) (OH)\({}_{4}\) & 0.8\% & 1.2\% & 3.6\% \\ \hline \hline \end{tabular}
\end{table} 
Table 3: Analysis results of various substances in MICP-treated samples. unconfined compressive strength mechanical test was carried out on the samples to test the optimal proportion of soil-rock mixture consolidation. The mineralization and cementation ability and physical and mechanical properties of the soil-rock mixture under the influence of rock content and particle size were discussed. The main conclusions are as follows:  
* The soil-rock mixture is not a uniform carrier of the medium, and the stress on the surface of the sample is uneven. With the increase in the stress load, the stress-strain curve shows a zigzag upward trend and peak value;
* The cementation ability of soil and rock is related to the pore size between soil and rock. When the rock particle size is the same, the higher the proportion of block stone is, and the more pores between soil and rock particles, which is conducive to microbial cementation and mineralization and improves the sample strength;
* When the rock content is low, the difference between the particle size ratio of small-size rock and the particle size of soil is relatively small, which makes it easier to cement with a bacterial solution to form a block, enhancing the compressive capacity of soil and rock mass. When the rock content is high, the particle size difference of large rock soil particles is large, the pore space is large, and the oxygen is sufficient. At the same time, the large particle size rock has more particle contact points than the small particle size rock, so its unconfined compressive strength is large. When the rock content is the same, the pore space of the soil-rock mixture mixed with large-diameter boulders is larger than that of the soil-rock mixture containing small particles. When the sample is compressed, the pore space inside the sample mixed with large boulders is first destroyed, and the maximum bearing capacity of the small boulder soil-rock mixture is faster than that of the small boulders;
* When the rock content is 20-50%, the unconfined compressive strength decreases with the increase in particle size. When the rock block proportion is 60%, the value of unconfined compressive strength first decreases and then increases with the increase in particle size. In the samples with a low proportion of rock blocks, the overall force is more inclined to the nature of silt. In the process of compression, the pores between particles are destroyed.