## 6 Conclusions  
This study conducted on-site 1:12 scale model tests on complex strata (conglomerate tunnel anchorages), taking into account the similarity of terrain and lithology. The test contents included design load tests, overload tests, and failure tests. The main research conclusions obtained are as follows. (1) The deformation of the sliding micrometer under the design load was analyzed, and it was found that the deformation at the free face was the largest, followed by the deformation at the front anchor face, and the deformation at the rear anchor face was the smallest. (2) The deformation of dislocation meter under the design load was analyzed, and it was found that relative deformation between the anchor and the surrounding rock is  
Figure 17: Deformation trend chart of measuring holes. (**a**) Front anchor surface; (**b**) rear anchor surface. Figure 18: Schematic diagrams. (**a**) Fracture surface; (**b**) surrounding rock failure zoning. largest in the middle of the anchor body, followed by the rear anchor surface, and the displacement deformation of the front anchor surface is the smallest. (3) The deformation of the strain gauge inside the anchorage was analyzed, and it was found that the deformation of the rear anchor surface is the largest, followed by the middle part, and the deformation of the front anchor surface is the smallest, with a significant difference in deformation between the front and rear anchor surfaces, revealing the phenomenon of stress concentration on the anchor surface after anchoring. (4) The deformation of each monitoring point under 3.5 P and 7 P overload was analyzed, and the same pattern as under 1 P load was found, that is, the maximum displacement between the anchor plug and the surrounding rock occurred in the middle of the anchor body, and the maximum strain occurred on the anchor surface after anchoring. (5) The deformation trend of the anchor and surrounding rock under stepwise loading was studied through destructive tests, and it was found that the deformation of the surrounding rock and anchor increased nonlinearly between 8 P and 10 P. The overload coefficient of the anchor was proposed to be 8 P.  
These findings establish a comprehensive technical framework for improving tunnel anchorage design practices in conglomerate strata, providing three key advancements: (1) a basis for revising safety factors in current design codes to account for conglomerate-specific behaviors; (2) scientifically grounded protocols for stage-construction monitoring, with quantified thresholds for displacement and strain control; and (3) optimization methodologies for anchorage systems in heterogeneous rock masses, including targeted reinforcement strategies and advanced grouting techniques. The framework addresses critical gaps between conventional design approaches and the actual mechanical responses observed in conglomerate environments, offering practical solutions for safer and more efficient anchorage system implementation. Based on the results of these studies, later research has focused on numerical simulation analysis, comparing the numerical analysis results with the results of physical model experiments to obtain a more accurate deformation and failure mechanism of the surrounding rock for tunnel anchoring. Conceptualization, Z.S. ; methodology, M.D. ; software, M.D. ; validation, Z.S. and M.D. ; investigation, L.Z. and A.T.; resources, Z.S. ; data curation, L.Z. ; writing--original draft preparation, M.D. ; writing--review and editing, X.L. ; visualization, X.L. ; supervision, Z.S. ; project administration, Z.S. ; funding acquisition, Z.S. All authors have read and agreed to the published version of the manuscript. This research received no external funding. Not applicable. The raw data supporting the conclusions of this article will be made available by the authors on request. Authors [PERSON], [PERSON] and [PERSON] were employed by the company Changjiang Survey, Planning, Design and Research Co., Ltd.