In underground engineering such as tunnel engineering, the condition of surrounding rock such as water-containing jointed rock mass is a common engineering geology. For broken, water-containing surrounding rock, the reasonable measures to prevent and drain water has always been a key issue. Based on the statistical information of the structural surface of the surrounding rock of the Hongtuzhang tunnel, DIPS software was used to classify the structural plane of the tunnel. Based on the statistical analysis of the occurrence, size, and density of the structural plane, the two-dimensional structural plane network model of the rock mass was established, and the permeability tensor (K₁ = 1.61 × 10⁻⁶ m/s, K₂ = 5.78 × 10⁻⁷ m/s) was calculated. Consider the worst orientation, the permeability tensor (K₁ = 1.61 × 10⁻⁶ m/s) was selected to calculate the grouting design. Based on the theory of limited discharge, the influence of parameters of permeability coefficient ratio n and thickness of grouting layer T_g on the tunnel water inflow and lining external water pressure was analyzed. The recommended value of tunnel drainage was 3.0 m³/m∙d, then the corresponding grouting circle parameters were put forward (permeability coefficient ratio n = 100, thickness of grouting layer T_g = 8 m).

Temperature and in-situ stress both affect the properties of formation rocks. Marble and sandstone were heat treated and the changes in their composition were analysed by X-ray diffraction (XRD). A thermal-mechanical-damage (TMD) model was established to characterise the thermal damage before impact. Dynamic compression tests under active confining pressure were carried out in a split Hopkinson pressure bar (SHPB), and the fracture surfaces were examined by scanning electron microscopy (SEM). Thermal damage in marble appears as external tensile and internal shear failure, whereas sandstone shows mainly internal tensile failure. Without confining pressure, the dynamic peak stress of marble decreases with temperature, while that of sandstone first increases and then decreases. Under confining pressure the dynamic peak stress of marble increases with temperature up to 600 °C and drops sharply at 800 °C, while for sandstone the temperature of maximum dynamic peak stress rises with the confining pressure, from 200 °C at 2 MPa to 600 °C at 6 MPa; both rocks are strongest at 600 °C and 6 MPa. Under confinement, marble treated at 400–600 °C mostly separates along fracture surfaces after impact, whereas sandstone cracks far less at its strongest temperature than at room temperature.