###### Abstract
[22] investigated the effects of the shape of the tunnel, the soil parameters, and the construction parameters on the ground settlement above the tunnel, using numerical simulation. [PERSON] et al. [23] systematically monitored the deformation and stress of the existing tunnel, based on the case of a proximity earth pressure balance shield (EPBS) going down the existing tunnel. The results showed that the settlement development of the existing tunnels experienced four states, as follows: subsidence, bulge, secondary subsidence, and stability. Additionally, the location of the maximum settlement point of the existing tunnels--caused by the second tunnel underpass--was biased towards the center of the twin tunnels. [PERSON] et al. [24] used the finite difference method (FDM) to establish a model to study the settlement characteristics of the new tunnel, with a small intersection angle close to the existing tunnel. The results show that the deformation of the existing tunnel caused by the excavation of the new tunnel is dominated by vertical settlement, accompanied by torsional deformation; both deformations are the largest in the crossing area. The simulation results are consistent with the field monitoring data. [PERSON] et al. [25] conducted a series of transparent clay modeling tests to study the effect of shield tunnel face excavation on the stability of existing tunnels. The results show that the damage mode of the shield tunnel face is an overall damage mode and that the relative vertical and horizontal distances play a dominant role in the damage mode. In terms of the dynamic load impact of blasting and the excavation of new tunnels, [PERSON] et al. [26] summarized the current research status of dynamic response, damage assessment, and damage mitigation of highway tunnels under blast loads and then discussed the effects of response analysis methods and response types on the dynamic response and damage characteristics of tunnel structures. [PERSON] et al. [27] carried out a series of blasting vibration tests and, based on the actual engineering monitoring data, the tunnel blasting impact area was divided into four zones, which were the danger zone, the warning zone, the blasting control zone, and the safety zone. Then, signal processing was carried out with the help of matlabv7.0 programming and the results showed that the maximum mass vibration velocity of the surface decreased with the increase in the distance, and the mass vibration velocity in the z-direction was greater than the mass vibration velocity in the horizontal direction. [PERSON] et al. [28] analyzed the peak velocity change of particles, stress, and settlement characteristics during the excavation of the cross-section of the Gaojiu Road I tunnel on the left line of the Jiahua Tunnel, based on both field monitoring and numerical simulation. The results show that in the cross-section, the new tunnel blasting vibration has the greatest influence on the peak particle velocity at the roof of the existing tunnel below. The maximum tensile stresses in the existing tunnel below are mainly concentrated in the top region, while the maximum compressive stresses are concentrated in the crown footing. The maximum cumulative settlement value is found at the cross-section of the two tunnels. [PERSON] et al. [29] used ABAQUS 6.13 simulation software to establish a tunnel blasting finite element model to study the vibration and stress response of the tunnel lining. The results show that, in the same tunnel section, the vibration velocity response in the Y-direction is the largest and the vibration velocity response in the Z-direction is the smallest. The MISES stresses of the tunnel lining were distributed regionally. [PERSON] et al. [30] established a blasting vibration velocity model for deep rock mass and investigated the effect of the overlying soil layer on blasting vibration. The results show that the blasting vibration velocity gradually decreases with the increase in the thickness of the overburden layer.