# Research on Control Technology of Large-Section Water-Bearing Broken Surrounding Rock Roadway
## 1 Introduction
The test results indicated that the slope and strength of the stress-strain curve for the rock specimens in the saturated state were lower than those of the dry rock specimens during the initial stage [8]. Through the tensile test of rocks with different water contents in Turkey, [PERSON] found that the strength of rocks decreased with the increase in water content [9]. Through experimental research, [PERSON] et al. showed that the evolution of acoustic emission parameters (b value and S value) of argillaceous siltstone in different water-bearing states had differences in failure stages. When the water content exceeded 1.0458%, the deterioration was significant. The mutation characteristics can be used as a precursor of instability, and the constitutive model based on continuous damage theory is highly consistent with the experimental curve [10]. Based on the two-parameter Weibull distribution, [PERSON] et al. established the coupled damage evolution equation of sandstone under water content and load through uniaxial cyclic loading and unloading, as well as XRD and SEM tests, and obtained the deformation characteristics and damage evolution law of sandstone with different water contents under different cycles [11]. [PERSON] et al. revealed the stability evolution law of water-bearing mine rock mass under stress-seepage coupling through cyclic loading and unloading tests: the increase in osmotic pressure significantly shortens the rock failure cycle and aggravates the damage degree. The coupling damage model based on the cumulative D-P criterion can effectively characterize the seepage-stress synergistic degradation mechanism, which provides theoretical support for the stability evaluation and support optimization of mine rock mass [12]. [PERSON] obtained the damage and failure mechanism of meso-scale mine roadway under the combined influence of stress heterogeneity and hydraulic weakening through similar simulation experiments. The evolution of internal stress field and the spatial distribution of the plastic zone in saturated sandstone with pore defects were analyzed by numerical simulation, which provided valuable guidance for the surrounding rock control of water seepage roadway under non-uniform loading conditions [13]. [PERSON] established a numerical model of seepage through laboratory experiments and theoretical derivation and discussed that the complexity of pore structure in porous media leads to uneven distribution of flow velocity and pressure in the medium. At the same time, with the change in physical properties, the flow characteristics of the fluid have also changed significantly, which provides effective guidance for pore water plugging [14]. [PERSON] used the combination of theory, numerical simulation analysis, and field analysis to analyze the distribution characteristics of the plastic zone of the roadway-surrounding rock and studied the influence of the lateral pressure coefficient, cohesion, and the internal friction angle on the plastic zone [15]. Based on the Mohr-Coulomb criterion and elastoplastic constitutive model, [PERSON] et al. derived the displacement and stress of roadway-surrounding rock under hydrostatic pressure and obtained the relationship between the softening parameters of the rock mass and the plastic zone of the roadway-surrounding rock under example analysis [16]. [PERSON] et al., based on the theory of [PERSON], constructed a mechanical model of circular roadway-surrounding rock partition considering the effect of support resistance under non-hydrostatic pressure. Through theoretical derivation, the stress field distribution characteristics of the broken zone and plastic zone of the surrounding rock and the closed analytical solution of its spatial influence range were obtained [17]. Under the combined effects of mining and water spraying, [PERSON] et al. investigated the failure of the anchoring agent in the surrounding rock of the roadway and the weakening of the anchoring force of the anchor cable.