## 5 Field Application and Effect Analysis  
Based on the results of the optimized scheme and the actual conditions of the 6A# Left 2 nd Roadway, an optimized support design is developed. The optimized support scheme utilizes a combined support system consisting of \"anchor bolt-anchor cable-net-steel belt\". This support system can enhance the self-bearing capacity of the surrounding rock and improve its stability by re-optimizing the design parameters of anchor bolt and anchor cable, and adjusting key indicators such as anchorage length, spacing, and pre-tightening force. Meanwhile, a steel belt is added to construct a combined support structure. By taking advantage of the tensile properties of the steel belt, it can effectively compensate for the instability of and damage to the roof caused by factors such as stress concentration, further strengthen the integrity of the roof, and comprehensively enhance the stability of the roadway. The specific support parameters are as follows:  
Road anchor bolts: The diameter is 20 mm, the length is 2000 mm. The row and line space is 800 mm \(\times\) 1000 mm. The initial anchoring force is no less than 40 kN, and the anchoring force is no less than 102 kN. The matching devices include a 120 mm \(\times\) 120 mm \(\times\) 8 mm butterfly-shaped tray, a 2600 mm \(\times\) 145 mm \(\times\) 2.75 mm W-shaped steel strap, and a 4000 mm \(\times\) 1600 mm cold-drawn wire mesh with a diameter of 3.5 mm. Anchor cables: The diameter is 21.6 mm, the length is 10,300 mm. The row and line space is 1000 mm \(\times\) 1000 mm. The initial anchoring force is no less than 170 kN, and the anchoring force is no less than 320 kN. The matching devices include a 300 mm \(\times\) 300 mm \(\times\) 14 mm butterfly-shaped tray and 23 mm \(\times\) 260 mm resin capsules. Side anchor bolts: The parameters are identical to those of the roof anchor bolts. Figure 16: Deformation of surrounding rock in roadway under different support schemes. (**a**) Original support scheme. (**b**) Optimization scheme. Net: A cold-drawn wire mesh, with dimensions of 4000 mm \(\times\) 1600 mm and a wire diameter of 3.5 mm, is used. To ensure the safety and effectiveness of the optimization plan and fully meet the stability requirements of the roadway, the optimization support scheme was verified. Several monitoring stations were installed in the 6A# Left 2 nd Roadway to record deformation data in real time. Measuring station 1 was arranged 30 m away from the transport uphill roadway, with a measuring station every 30 m, and a total of four measuring points 1-4. The specific arrangement is illustrated in Figure 17.  
After six months of monitoring during the engineering application, the monitoring data of surrounding rock surface displacement in Lane 6A# Left 2 nd Roadway was collected and plotted as a curve graph. Data analysis reveals that the deformation of Lane 6A# Left 2 nd Roadway decreased, and its deformation was effectively controlled. The analysis is as follows:  
According to the monitoring curve, after 180 days, the floor heave at Monitoring Station 1 is 74 mm, the side convergence is 140 mm, and the roof subsidence is 185 mm; the floor heave at Monitoring Station 2 is 82 mm, the side convergence is 102 mm, and the roof subsidence is 179 mm; the floor heave at Monitoring Station 3 is 75 mm, the side convergence is 127 mm, and the roof subsidence is 164 mm; the floor heave at Monitoring Station 4 is 84 mm, the side convergence is 132 mm, and the roof subsidence is 176 mm. The deformation at monitoring stations remains within the normal range, indicating effective control of roadway deformation. The monitoring data are illustrated in Figure 18.  
The monitoring station data indicate that the optimized support scheme successfully controls roadway deformation within a reasonable range. The displacement data from the surrounding rock at all four monitoring points stabilized after approximately 50 days.