In the process of tunnel construction, problems such as high-stress rockburst, large deformation of soft rock, water inrush and mud gushing, secondary cracking of linings, blasting interference, man-made damage, and mechanical damage are often encountered. These pose a great challenge to the installation of monitoring equipment and line protection. In order to solve these problems, the 2# inclined shaft of Muzhailing Tunnel in the Gansu Province of China, which exists under high stress, water bearing, and bias conditions, was taken as the research object in this paper. By assembling a string, drilling grouting and sealing, and introducing multiple modes of protection, new fiber grating sensor group installation and line protection methods were proposed. The automatic continuous monitoring of the deep deformation of surrounding rock and the automatic continuous monitoring of steel arch stress were realized. The field monitoring results showed that: (1) the fiber grating displacement sensor group could be used to verify the authenticity of the surface displacement results monitored by the total station; (2) the NPR anchor cable coupling support effectively limited the large deformation of soft rock and the expansion of surrounding rock in a loose circle, and the range of the loose circle was stable at about 1 m; and (3) the main influence range of blasting was at a depth of 0~5 m in surrounding rock, and about 25 m away from the working face. In addition, to secure weak links in the steel arch due to the hardening phenomenon, a locking tube was set at the arch foot. In the support design, the fatigue life of the steel was found to be useful as the selection index for the steel arch frame to ensure the stability of the surrounding rock and the long-term safety of the tunnel. The present research adopted a robust method and integrates a variety of sensor technologies to provide a multifaceted view of the stresses and deformations encountered during the tunneling process, and the effective application of the above results could have certain research and reference value for the design and monitoring of high stress, water-bearing, and surrounding rock supports in tunnels.

The relationship between slabbing failure and rockburst has become a hot issue in rockburst research. In this paper, the experimental system of impact rockburst is used to conduct a simulation experiment of rockburst induced by slab failure on metamorphic sandstone samples taken from the deep-buried horseshoe-shaped tunnel in Gaoloushan, with “pan-shaped” rockburst pits on site and laboratory simulation experiments, which prove the rationality of the experimental results of rockburst. The quantitative analysis of the displacement field in the process of the slab buckling rockburst is carried out, which shows that the slab structure will undergo a long period of gestation before its formation, and the formation of the slab structure will accelerate the occurrence of rockburst. This type of rockburst has attenuation characteristics in the process of rockburst; in addition, the phenomenon of “slab buckling circle” is found. The generation of the “slab buckling circle” and the formation of slab buckling cracks are inconsistent, which is a time-lagged fracture in engineering. The relationship between the rupture parameters of rockburst disaster rock mass and time shows a compound exponential growth relationship, revealing that the mechanism of the slab buckling rockburst can be regarded as the result of the combined action of shear crack and tension crack, which plays a leading role, reflecting the characteristic of progressive fracture development. It is a typical progressive fracture-induced instability rockburst model, which is a strain-lag rockburst.

During the excavation of a deep‐buried tunnel by the drilling and blasting method, the dynamic stress of blasting may cause the disorderly release of high energy in the rock mass during the blasting process of deep high‐energy rock. Blasting vibration is one of the main factors inducing dynamic disasters (such as rockbursts) in the surrounding rock. An impact‐induced rockburst occurred in the Gaoloushan deep‐buried tunnel. In this paper, the simulation experiment of this type of rockburst was carried out by using the impact rockburst experimental system. The two rockbursts that occurred during the experiment formed “V” type pits, which were consistent with the on‐site rockburst situation; therefore, it proved the rationality of this experiment. The results showed that the total displacement characteristics of impact‐induced rockbursts had obvious suddenness, and the intensity of impact‐induced rockbursts showed characteristics from weak to strong. In addition, it was also found that the rupture parameters of the rock mass in rockbursts showed a compound exponential growth relationship with time. As a typical mode of instantaneous rockburst failure, the mechanism of impact‐induced rockburst could be regarded as the result of the combined action of shear crack and tension‐shear crack, which played a dominant role, reflecting the characteristics of sudden fracture development. The generation of impact‐induced rockbursts occurred when the peak value of static load and disturbance stress wave reached a certain value. On this basis, the rockburst criterion was proposed.

The deformation and instability of embankment slope is one of the common engineering diseases in highway engineering. After the disaster occurs, it is easy to cause huge economic losses and casualties. Therefore, it is of great significance and value to carry out the stability evaluation of embankment slope for improving the quality of engineering and ensuring the safety of con-struction. In view of this, this paper took the super-high fill embankment slope project of the 8th section of Cangrong Expressway in Rongxian County, Guangxi, China as the research object. Firstly, a set of three-level stability evaluating indicator system of super-high fill embankment slope of GRS(granite residual soil) including 1 target layer, 4 criterion layers and 23 indicator layers was proposed, and a qualitative and quantitative evaluating indicator framework was established. Then, GT (Game Theory) was used to combine the sovereignty weight of AHP (Analytic Hierarchy Process) and the objective weight of EWM (Entropy Weight Method) to obtain a more compre-hensive combination weight value. Finally, combined with the indicator framework and the combination weight, the stability of the ultra-high fill embankment slope of the project was evaluated. The results showed that the embankment slope was basically stable, and landslide ac-cidents might occur during the construction process. Therefore, according to the relevant param-eters proposed in the indicator layer, the combined design methods and prevention and control measures of construction anti-slide retaining wall, subgrade cement mixing pile, dynamic com-paction reinforcement and geogrid were put forward from the three aspects of drainage, anti-slide means and soil reinforcement. The above treatment was to improve the short-term anti-sliding ability and long-term stability of the embankment slope under unfavorable conditions. So far, the reinforcement measures have been proved to be effective, and no landslide accident has occurred after the reinforcement is completed. The relevant research results can provide reference for similar projects such as stability evaluation and prevention and control measures of high fill embankment slope.

In terms of rockburst control technology, it is generally believed that optimizing the section design and adopting the step method can effectively suppress the occurrence of rockburst, but there is no literature to explain the reasons for adopting this method from the experimental point of view. In addition, compared with the application of support, this method can achieve the effect of not increasing the construction process, not affecting the progress of the project and reducing the project cost. In view of this, the Gaoloushan deep-buried tunnel with rockburst was taken as the research object in this paper. Firstly, the excavation scheme based on the step method was proposed, and its explosion-proof effect was verified again. The experimental results showed that the step method could be essentially regarded as the transformation of surrounding rock by reasonably distributing explosives and reducing the working section. The beneficial effects of this method were as follows: the release intensity of absolute energy was slowed down, the way of energy release was changed; the stress condition of surrounding rock was improved; the path of the continuous supplement of strain energy in the original rockburst area was cut off; and the energy accumulation degree of surrounding rock was reduced, so that the accumulated energy in the rock mass did not exceed its energy storage limit at the location where the rockburst should have occurred. The reduced high energy was released in an orderly manner and induced the rock failure process, forming a fracture zone and a plastic zone. In the process of expansion, the fracture zone and plastic zone further reduced the stress concentration of the surrounding rock and deteriorated the mechanical properties of the surrounding rock. The stress concentration zone was transferred to the deeper surrounding rock outside the unloading relaxation zone, and part of the elastic energy accumulated in the surrounding rock was released. The strain energy could be distributed and dissipated, and the effect of energy safety and slow release was achieved.