## 3 Measured Analysis of Stratum Deformation
### Analysis of Horizontal Displacement of Stratum  
Figure 11 shows the horizontal displacement curve of each measuring point of the monitoring section A at different times. For construction safety purposes, the inclinometer tube at the monitoring point is buried 9 m deep and is not drilled into the bottom of the tunnel. The SIIP-S-1 measuring point is 1 m away from the tunnel axis and is located in the upper part of the tunnel, with little influence on the horizontal displacement. The SIIP-S-2 and SIIP-S-3 measuring points are 4 m and 6 m away from the tunnel axis, respectively, and are located above the tunnel. The horizontal displacement is significantly affected by the tunnel construction. When the shield tail passes through the section, stress release occurs in the soil; however, it is influenced by the grouting pressure, and the outward expansion deformation of the soil continues to increase. The maximum deformation values of SIIP-S-2 and SIIP-S-3 are 4.15 mm and 3.19 mm, respectively. The soil deformation is basically stable when it is far away from the monitoring section. With the dissipation of excess pore water pressure and the curing shrinkage of slurry, the horizontal deformation of soil shrinks and SIIP-S-2 and SIIP-S-3 reach the stable values of 3.75 mm and 2.87 mm. This development pattern is the same as the conclusion of [PERSON] et al. [18].  
Figure 10: Vertical displacement of stratum soil in section B: (**a**) SIIP-N-1; (**b**) SIIP-N-2; and (**c**) SIIP-N-3.  
Figure 12 is the horizontal displacement curve of each measuring point during the monitoring of section B at different times. The monitoring results show: (1) During shield tunneling, the soil around the tunnel expands and deforms from the point of approaching the measuring point to crossing, and the maximum deformation values of SIIP-N-1, SIIP-N-2, and SIIP-N-3 are 1.35 mm, 1.21 mm and 1.08 mm, respectively. Because the shield shell produces extrusion friction with the surrounding soil during construction, it has an obvious disturbance effect on the soil. After the shield tail passes the section, under the influence of grouting pressure at the shield tail, the outward expansion deformation of the soil continues to increase, and the maximum deformation values of SIIP-N-1, SIIP-N-2, and SIIP-N-3 reach 2.46 mm, 2.05 mm and 1.83 mm, respectively. When far away from the monitoring section, the excess pore water pressure dissipates, the slurry solidifies and shrinks, and the horizontal deformation of the soil shrinks inward. The maximum deformation values of SIIP-N-1, SIIP-N-2, and SIIP-N-3 reach 2.26 mm, 1.68 mm, and 1.54 mm, respectively. (2) The maximum horizontal displacement of the soil at the south line monitoring point is concentrated at 2-4 mm, and the maximum horizontal displacement of the soil at the north line monitoring point is concentrated at 1-3 mm. This is because the grouting pressure of the south line is concentrated at 0.21-0.27 MPa, while the grouting pressure of the north line is concentrated at 0.18-0.22 MPa, which is much smaller than that of the south line. The grouting pressure has a great impact on soil deformation disturbance. (3) As for the south line, in each tunneling stage, the deformation value close to the tunnel monitoring point is greater than the tunnel monitoring point. This shows that the compaction effect of the surrounding soil is obvious during shield tunneling, and with the distance from the monitoring point of the shield, the horizontal displacement gradually decreases and the compaction effect gradually weakens. This conclusion is consistent with [PERSON] et al. [19].  
Figure 11: Horizontal displacement of stratum soil in monitoring section A: (**a**) SIIP-S-1; (**b**) SIIP-S-2; and (**c**) SIIP-S-3.