###### Abstract
The roof and floor of the tunnel experience the maximum deformation in the case of blast loading [25; 26]. The rock sample in the case of coupled static and dynamic loading experienced tensile failure [27]. In the case of a twin tunnel, the tunnel stability mainly depends upon the spacing and the diameter of the tunnel [28; 29]. The effect of displacement, yield zone, and stresses on underground structures was investigated both experimentally and with numerical modelling, and it was found that the horizontal displacement for the two methods was quite similar, but the vertical displacement in the numerical simulation was slightly less than the physical model test result [30]. The elastic modulus of the ground has a significant effect on the settlement of the tunnel structures [31]. Various factors such as clearance distance, advancing distance, and influence of multiple new tunnels significantly affect the stability behaviour of the existing tunnel [32]. The value of deformation in the existing tunnel changes when a new tunnel is excavated nearby [33]. A parametric study on the lined and unlined tunnel at shallow depth under coupled static and cyclic loading showed that the strain in the lined tunnel is less than the strain in the unlined tunnel because of the resistance offered by the tunnel lining [34]. The deformation of tunnels at a shallow depth subjected under static and dynamic loading conditions mainly depends upon the strength characteristics of rock [35; 36]. With an increase in spacing between the tunnels, the settlement reduces [37; 38; 39]. The interaction behaviour between the twin tunnel and underground parking wasstudied, and the result showed a significant effect of the construction procedure of the tunnel on its stability behaviour [40; 41]. In the case of the dynamic behaviour of double-lined shield tunnels under impact loading, with an increase in the impact velocity and impact angle, there is an increase in the dynamic response of the tunnel [42]. Modelling rock masses with joints that are fixed with the help of rock bolts in the construction of the tunnel was studied, and it was concluded that the modelling of rock bolts and jointed rock masses should be done at the same time [43]. A study on twin tunnels at shallow depth using FE analysis showed that as the spacing between the tunnel decreases, the interaction effect increases [44]. The creep behaviour of clay and the cohesion of soil play an important role in the deformation behavior of shallow tunnels in clayey medium [45; 46; 47; 48]. A study conducted on twin tunnels under dynamic and static loading conditions using UDEC software showedthat twin tunnels are very unstable under both loading conditions. In the case of static loading, the displacement along the crown of the tunnel is very large as compared to the rest of the tunnel section [49]. The presence of asperity also affectsthe shear behaviour of rock joints [50]. The shear behaviour of infilled rock joints is dependent upon the thickness of the infill material [51; 52]. The dynamic behaviour of the tunnel under blast loading shows that the deformation in the tunnel mainly depends upon the rock type and the weathering of the rock [53]. The experimental and numerical analysis of the deformation behaviour of a tunnel excavated in weak rock showed that the shear strain acting on the tunnel's periphery developedacrack around the tunnel [54]. The effect of principal stress orientation on the stability of a regular tunnel and cracked tunnel was investigated, and it was found that the critical compressive stress varies with the angle of inclination of the crack [55]. With an increase in the spacing between the tunnels when they are closely spaced, the ground loss percentages caused by the second tunnel decreases [56]. The dynamic stresses induced during earthquakes along the face of the tunnel increase the chances of settlement along the tunnel axis and the effect of deformation is greater in the case of an unreinforced tunnel section [57].