The second is difficulties in validation due to limitations in in situ stress measurement embedding sensors in rock, which is technically challenging, and field data are often affected by interference from air shock waves and construction equipment during signal acquisition [5]. Analytical solutions for dynamic stresses in surrounding rocks of adjacent tunnels are crucial for understanding stress evolution, calculating dynamic responses, analyzing mechanical behavior, and optimizing blast control parameters. As a form of transient energy excitation, blast-induced stress waves have long been a central topic in explosion theory and its applications. Based on charge geometry, blasting can be classified into spherical charges and cylindrical charges. Tunnel excavation blasting typically uses cylindrical charges, and extensive international research has focused on their associated stress field characteristics. Theoretical developments have led to three mainstream models for calculating blast-induced stress fields: the Starfield superposition method, the ideal fluid medium model, and [PERSON]'s short-cylinder solution. [PERSON] [6] proposed decomposing cylindrical charges into multiple equivalent spherical charges. Experimental studies on stress wave propagation, showed that this superposition method yields acceptable agreement with measured data in the medium-to-far fields. Based on this framework, [PERSON] [7] derived computational formulas for stress fields generated by cylindrical charges. [PERSON] et al. [8] treated rock media as incompressible ideal fluids under transient blast loading, where particle velocity fields satisfy Laplace's equations. Using boundary mapping methods, they developed solutions for stress fields around cylindrical charges under various borehole boundary conditions. [PERSON] [9] established a classical analytical solution for cylindrical charge blasting using elastodynamic theory. This model assumes an infinite, isotropic rock mass and provides an expression for radial stress (\(\sigma_{r}\)) distribution due to single hole blasting:  
\[\sigma_{r}=P_{0}(r/r_{0})^{\alpha}e^{-\beta(r-r_{0})} \tag{1}\]  
where  
\(P_{0}\) is the initial blast pressure (MPa);  
\(r_{0}\) is the charge radius (m);  
\(\alpha\) and \(\beta\) are rock mass attenuation coefficients. Because the mechanical properties of the rock mass will change after blasting [10], this model accounts for rock mass damage or jointed fissures, leading to prediction errors exceeding 40% in weak surrounding rock. To address this, [PERSON] [11] introduced an attenuation factor and proposed a modified stress wave propagation equation for heterogeneous rock masses. The relationship between the attenuation coefficient \(\beta\) and the rock mass integrity coefficient \(K_{v}\) is expressed as follows:  
\[\beta=0.85\times(1-K_{v})\times\ln\left(\frac{r}{r_{0}}\right) \tag{2}\]  
This model has shown good accuracy in hard rock tunnels but lacks adaptability in fractured zones. To address this, [PERSON] et al. [12] introduced a damage factor to revise the stress wave equation, establishing a nonlinear attenuation model that accounts for fracture propagation. Their results showed that stress attenuation in jointed rock masses exceeds that in intact rock by over 50%. [PERSON] et al. [13] discretized cylindrical charges into multiple linked spherical charges and derived the dynamic stress field using vector superposition methods. [PERSON] et al. [14] developed analytical solutions for stress fields under different detonation transmission directions using an equivalent unit spherical charge superposition method, incorporating directional effects. [PERSON] [15], [PERSON] [16], and [PERSON] [17] analyzed stress wave fields induced by cylindrical charges based on spherical cavity expansion models. [PERSON] [18] extended [PERSON]'s short-cylinder solution by integrating finite detonation velocity and charge length, advancing a superposition model for long charges. [PERSON] et al.