## 2 Project Overview  
Makeng Iron Ore Mine, located 15 km south of Longyan City, Fujian Province, employs a large-diameter deep-hole staged stoping with backfill method. A longitudinal fault runs through the center of the mine, and under the influence of geostress and groundwater, fissures in the surrounding rock transition from a closed to an open state, compromising roadway stability and posing risks to key infrastructure. The mining of Makeng Iron Mine is carried out by the method of open stope and subsequent filling. The mining activity of the ore body induces the mechanical response mechanism of disturbance and failure in the surrounding rock. With the development of mining, the surrounding rock of the roadway is dynamically driven by the mining stress field (including the initial stress release and secondary stress concentration effect) and presents significant asymmetric deformation characteristics: progressive settlement occurs in the roof, and continuous uplift occurs on the floor. The historical monitoring results show that the deformation of the roof and floor increases nonlinearly with the increase in mining disturbance, and the deformation region shows the expansion behavior of spatio-temporal correlation. The cumulative damage effect of surrounding rock leads to the gradual expansion of the plastic zone, which ultimately poses a direct threat to the stability of the roadway structure and the safety of underground production. Based on the results of the current stress tests at each section, the component values in the north-south, east-west, vertical and other directions were calculated. The test results of each measuring point are shown in Tables 1 and 2. According to the test results at this time,the maximum principal stress in the mining production area below 90 m and at a level of 18 m reached above 30 MPa, and the horizontal component stress also showed relatively high stress. This indicates that the stress value of the deep part of the ground stress was relatively high. With the expansion of mining, there is a possibility of stress concentration and the emergence of large-scale high-stress areas, which require special attention and high-level concern. The maximum principal stress at the 18 m section measuring point reached 31.33 MPa, with a direction of 224.9\({}^{\circ}\) and an inclination angle of 7.0\({}^{\circ}\), which was nearly horizontal. A phenomenon of increased lateral pressure due to the influence of horizontal stress was clearly observed. With the increase in depth, the increase in horizontal stress became more obvious, which is in line with the characteristics of ground stress in a mountainous terrain environment. Figure 1 indicates that as the mining progresses, the stress concentration and the high-stress zones keep expanding. Therefore, active ground pressure management, timely void zone treatment and reinforcement measures need to be adopted to prevent rock failure and ensure the safety of operations. Existing support systems mainly rely on \(\phi\)43 mm hollow grouted rock bolts, supplemented with 100 mm sprayed concrete in weak sections. However, the absence of standardized support selection and evaluation methods results in inconsistent designs and suboptimal performance. Without clear construction quality standards, timely acceptance and assessment of support measures remain challenging, affecting overall site stability.