Deformation Failure Characteristics Research Articles

Stress and Deformation Failure Characteristics Surrounding Rock in Rectangular Roadways with Super-Large Sections

Stress and Deformation Failure Characteristics Surrounding Rock in Rectangular Roadways with Super-Large Sections

Dynamic response and deformation failure microscopic characteristics of cyclic impact-cemented tailing backfill.

Frequent blasting disruptions can lead to cumulative damage within the cemented tailing backfill (CTB), increasing the risks associated with mining operations and reducing the recovery rate of the pillar. To address this issue, the Split Hopkinson Pressure Bar (SHPB) was utilized to conduct cyclic impact tests on CTB containing various cement tailing ratios (CTR) at different curing ages. The tests analyzed the stress-strain curve law, dynamic compressive strength (DCS), dynamic strength increase factor (DIF), absorption energy, and deformation failure characteristics of CTB under different impact velocities. Additionally, nuclear magnetic resonance (NMR) and scanning electron microscopy (SEM) were employed to investigate the internal pore structural properties of CTB. The research findings indicate that (1) Average strain rate exhibits a linear relationship with the DCS and impact velocity. A lower number of impacts occurred at higher impact velocities and shorter curing age. The number of impacts was drastically reduced when the impact velocity surpassed 3m/s. As the CTR increased, the number of impacts also increased. When the number of impacts increased, the elastic modulus, dynamic impact strength, and peak strain initially increased before ultimately decreasing. (2) Under the cyclic impact load, the shear failure and axial splitting failure were the main failure modes of CTB. Increasing the CTR may be a more effective strategy for reducing the degree of CTB fragmentation compared to prolonging the curing age. When the impact velocity is lower than 3m/s, CTB can withstand multiple impacts and maintain high levels of integrity. When the DIF of the first shock is below 1.5, the CTB demonstrates a capability to withstand more than four shocks. If the DIF exceeds 2, the CTB can only endure a single shock. (3) NMR and SEM observations revealed that CTB itself contains more pores. A dense network structure will grow inside CTB as the curing age and CTR are increased, reducing the porosity. The pore size observed in the samples also support that increasing CTR may be a more effective strategy. Our findings contribute to a better understanding of the kinetic response of CTB in deep mines under frequent blasting disruption and offer a valuable reference point for future research in this area.

Study on large scale direct shear test on soil-rock mixture with multiple grain grades in high fill slope engineering

Soil-rock mixtures are multiphase natural geological materials composed of mineral particles of multiple grain sizes, and have significant natural characteristics of multiscale material groups. In order to investigate the shear strength characteristics and deformation failure characteristics of soil-rock mixtures with multiple grain sizes under in-situ conditions in fill engineering, samples of soil-rock mixtures with multiple grain sizes under in-situ conditions were prepared, and large-scale in-situ direct shear tests were conducted under natural and water-soaked conditions. The test results showed that the shear strength of soil-rock mixtures is relatively high, and after saturated by water immersion, its shear strength decreases significantly, mainly manifested in the decrease of internal friction angle while the cohesion remains basically unchanged. The cohesion of soil-rock mixtures with multiple grain sizes is mainly provided by the shear-breaking cohesion of coarse particles such as gravel in the soil-rock mixture, and its degree of exertion is controlled by the grading characteristics and particle morphology of the soil-rock mixture and affected by constraints. The reason for the significant decrease in shear strength of soil-rock mixtures with multiple grain sizes after water-soaked saturation can be explained as follows: the clay film covering the surface of coarse particles becomes soft after water immersion, resulting in a significant decrease in the sliding friction resistance between coarse particles and the clay film, as well as the occlusion friction resistance generated by the rotation transfer between coarse particles through the clay film interface.

Elaboration and application of the nested multi-coupling model test system for an artificial dam seepage simulation under combined action of dynamic and static loads

Outdated coal mining technologies involve considerable mine water resource waste. For coal mines located in water-starved western regions of China, this jeopardizes the sustainable coal mining development, local eco-environment, and agricultural production. Coal mine underground reservoirs furnish conservation and cyclic utilization of water resources in the coal mining process. The weakest links of underground reservoirs are artificial dams that are prone to frequent occurrence of water seepage and instability failures. Aiming to explore the deformation rules of artificial dams under fluid–solid coupling action, this study developed a nested multi-coupling test system comprising a model shelf, a mine pressure simulation device, a water pressure simulation device, and a monitoring system, The maximum size of the model shelf is 1400 mm * 1300 mm * 200 mm. The mine pressure simulation device was composed of static-load and vibration-load oil cylinders of various sizes. A servo motor mainly controlled the water pressure device; with a water pressure sensor and high-precision flowmeter, water pressure could be accurately adjusted. By taking the underground reservoir in the Wulanmulun Coal Mine as an example, the deformation failure characteristics of the MB-1 dam under fluid–solid coupling conditions were simulated to validate the reasonability and feasibility of the developed system. The obtained experimental results indicated that the artificial dam damage was induced by increased mine pressure, leading to shear compression failure. The artificial dam underwent plastic deformation at a water pressure of 11.43 kPa, accompanied with the generation of microfractures, which rapid propagation under vibration loading violated the dam’s stability.

Seepage Evolution Law and Deformation Failure Characteristics of Porous Media Based on Smoothed Particle Hydrodynamics

It is difficult to characterize the whole process of seepage movement by traditional numerical methods, which leads to the unclear mechanism of stress-strain change in soil. Therefore, the meshless method smooth particle hydrodynamics method is proposed to study the seepage law and deformation characteristics of soil. Combined with the strain softening model, a nonlinear cohesive force change model of porous media is proposed to accurately describe the evolution characteristics of soil seepage failure. Secondly, the damping coefficient and stress normalization method are used to better eliminate the defects of numerical stress noise generated by soil deformation after boundary interpolation, and improve the accuracy of SPH method in studying the internal stress of soil deformation. It is concluded that the influence of the viscosity coefficient on the unsteady head is significantly higher than that of the constant head. At the same time, the evolution characteristics of soil seepage instability under linear cohesion change are compared and analyzed. It can be seen that the proposed nonlinear cohesion change model is more in line with the actual failure mode of soil seepage. The research results can provide a new method and idea for the study of slope seepage motion range and stability analysis.

Deformation failure characteristics of weathered phyllite tunnel and variable-stiffness support countermeasures: A case study

Extreme deformation and collapse induced by tunnelling commonly occur in weathered phyllite strata even with conservative design. Taking a highway tunnel in weathered phyllite strata as an example, the deformation characteristics, failure factors, mechanism and countermeasures were investigated. Firstly, a systematic analysis of in-situ monitoring results was conducted, indicating that the vault subsidence and peripheral convergence varied in 232–658 mm and 262–568 mm with the maximum deformation rate of 49.2 mm/day and the support structures were damaged in different modes such as steel arch distortion, shotcrete cracking and even collapse. Then, the laboratory tests were carried out to explore the failure factors and mechanism. Due to the weathering effect and groundwater erosion, the density and strength of phyllite decreased, and the water content, water absorption and porosity increased. The microstructure was also more fragmented with more secondary micropores and microcracks. The failure causes were mainly attributed to three aspects: weathered degree, groundwater and unreasonable support. Finally, the innovative concept of variable-stiffness support and corresponding countermeasures were proposed, including using the double-deck advance pipes, long-short compound steel pipe, double primary support, high-strength lining, temporary support and increasing reserved deformation value. The feedback of engineering application showed that the deformation of surrounding rock was effectively controlled, verifying the validity of the countermeasures. The results can provide a valuable reference for the prevention and control of the extreme deformation and collapse in weathered phyllite tunnels.

Leaching toxicity and deformation failure characteristics of phosphogypsum-based cemented paste backfill under chemical solution erosion.

In order to explore the potential environmental and safety risks of phosphogypsum-based cemented paste backfill (PCPB) in mines, aiming at the actual problems of different acidity and alkalinity of the groundwater environment where PCPB is located, the chemical solution erosion test, element concentration determination test, uniaxial compressive strength (UCS) test, and microscopic analysis test of PCPB were carried out. The effects of three different chemical solutions, HCl solution, NaOH solution, and pure water on the leaching toxicity and deformation failure characteristics of PCPB were analyzed. The kinetic equations of pH value of PCPB in the HCl and NaOH solutions, the leaching models of total P and fluoride, and the UCS erosion model of PCPB were established. The research shows that the pH value of PCPB is weak alkaline or alkalinity, when it reaches dynamic equilibrium in different chemical solutions. The leaching concentration of total P is higher than the Class III standard of surface water; the leaching concentration of fluoride is higher than the Class III standard of surface water, the Class III standard of groundwater, and the Class I standard of sewage. In the early stage of chemical solution erosion, scanning electron microscope (SEM) images show that the hydration product C-S-H gel and Aft are intertwined and firmly combined. The research results have important engineering practice and application value in mine environmental governance and safety management.

Compression behavior and permeability of concrete composed of glass sand and rice husk ash

Using glass sand and rice husk ash as raw materials for concrete production can effectively save resources, protect the environment, and promote waste recycling. In this study, glass sand (20%) and rice husk ash (15%, 30%, 45%) are used to replace natural river sand and cement in concrete, respectively, while ordinary concrete is also considered as a reference. The effects of glass sand and rice husk ash on the performance and structural safety of concrete were evaluated through a series of experiments, including slump test, uniaxial compression test, triaxial compression test and dynamic compression test. The experimental results show that glass sand reduces the slump, uniaxial compressive strength, and triaxial compressive strength of the concrete but improves its dynamic compressive strength and strain rate sensitivity. In addition, the permeability of glass sand concrete is observed to be lower than that of ordinary concrete under high confining pressure. Furthermore, when the replacement rate of rice husk ash is 15%, the experimental results are found to be better than those for other mixtures, except for the uniaxial compressive strength. However, increasing the replacement rate to 30% and 45% fails to meet the strength requirements of structural concrete. Moreover, when subjected to external load, the samples containing rice husk ash exhibits toughness and plastic deformation failure characteristics, which became more obvious with an increase in the rice husk ash replacement rate. Overall, this study provides novel insights into the performance of glass sand and rice husk ash in concrete.

Research on the Response Mechanism of Coal Rock Mass under Stress and Pressure.

In this paper, the strength and deformation failure characteristics of bearing coal rock mass are related to the confining pressure, and the SAS-2000 experimental system is used to carry out uniaxial and 3, 6, and 9 MPa triaxial tests on coal rock to assess the strength and deformation failure characteristics of coal rock under different confining pressure conditions. The results show that the stress-strain curve of coal rock undergoes four evolutionary stages after fracture: compaction, elasticity, plasticity, and rupture. With confining pressure, the peak strength of coal rock increases, and the elastic modulus increases nonlinearly. The coal sample changes more with confining pressure, and the elastic modulus is generally smaller than that of fine sandstone. The stage of evolution under confining pressure constitutes the failure process of coal rock, with the stress of different evolution stages causing various degrees of damage to coal rock. In the initial compaction stage, the unique pore structure of the coal sample makes the confining pressure effect more apparent; the confining pressure makes the bearing capacity of the coal rock plastic stage stronger, the residual strength of the coal sample has a linear relationship with the confining pressure, and the residual strength of the fine sandstone has a nonlinear relationship with the confining pressure. Changing the confining pressure state will cause the two kinds of coal rock samples to change from brittle failure to plastic failure. Different coal rocks under uniaxial compression experience more brittle failure, and the overall degree of crushing is higher. The coal sample in the triaxial state experiences predominantly ductile fracture. The whole is relatively complete after failure as a shear failure occurs. The fine sandstone specimen experiences brittle failure. The degree of failure is low, and the confining pressure's effect on the coal sample is obvious.

Deformation failure mechanism and concrete-filled steel tubular support control technology of deep high-stress fractured roadway

To address the problem of deep high-stress fractured roadway support, a water sump in a 30 m middle section of the Jinfeng Gold Deposit was taken as an engineering background. The deformation failure characteristics of the roadway under the original support scheme were analysed, and the deformation failure mechanism was assessed by combining the geological conditions, geological mechanism, and original support scheme. Numerical experiments were performed to analyse the bearing performance of concrete-filled steel tubular (CFST) supports and U-shaped steel supports under dynamic and static loads. The experiments showed that with the same lateral pressure coefficient, the stress of CFST support is approximately half of that of U-shaped steel support, and the deformation is decreased by 30–40 %. Meanwhile, under the same charge weight, the stress and deformation of the CFST support are always lower than those of the U-shaped steel support. In engineering practice, the support scheme based on circular-section CFST supports showed no obvious deformation after sixty days of use, and the surrounding rock produced few microseismic events and no significant expansion or concentration of microfractures. The stability of the roadway surrounding rock was efficiently maintained, which offers guiding implications for similar projects.

Acoustic emission and failure characteristics of cracked rock under freezing-thawing and shearing

The acoustic emission (AE) signal characteristics and deformation characteristics of cracked rocks under shear load can characterize the degree of rock degradation under freeze–thaw (F-T) cycles. Understanding these characteristics is of great significance for preventing rock mass engineering disasters in cold regions. In view of this, the effects of F-T cycles and crack inclination angle β on rock shear characteristics were studied by carrying out F-T tests and direct shear tests of rock-like samples with different crack inclination angles. Then, combined with AE technology and digital image correlation (DIC) technology, the effects of F-T cycle and crack inclination angle β on the characteristics of AE signals and shear deformation failure characteristics at each stage of the shearing process were analyzed. The research results show that: the deterioration of shear properties mainly occurs during the first 10 cycles. The cohesion and internal friction angle of the samples are the smallest at 30° and 60°, respectively, and the shear strength is the smallest at 60°. The damage degree of F-T cycle to the cracked samples at different angles is different. The damage degree of the 0° inclination single-cracked sample is the largest, reaching 57.17%, and the 90° sample is the smallest, reaching 49.43%. The count and b-value features of AE indicated that F-T cycles attenuated the differences in AE signal features at various stages of the shearing process. When the number of F-T cycles is less than 5, the b-value of AE undergoes a change process of a small and slow rise, a small slow decrease, a sharp decrease, and an oscillating change. When the F-T cycle reaches 20 times, the AE count and b-value characteristics did not change significantly. The speckle results show that when the normal stress is 1.5 MPa, the failure mode of the sample under shear load is pure shear or tensile-shear failure. With the increase of the number of F-T cycles, the sample has a large strain area increases and tends to fail along the shear plane.

A Case Study on Deformation Failure Characteristics of Overlying Strata and Critical Mining Upper Limit in Submarine Mining

Unlike land mining, the safety of seabed mining is seriously threatened by an overlying water body. In order to ensure the safety of subsea mining projects, it is of great importance to understand the failure characteristics and influencing factors of overlying strata deformation. Focusing on the Sanshandao Gold Mine, a typical submarine deposit in China, geomechanical model testing and numerical simulations were carried out. The results show that in the mining of a steeply dipping metal ore body, subsidence deformation mainly occurs on the hanging wall; the subsidence center is located on the surface of the hanging wall, and the uplift center is located on the upper surface of the ore body. The critical mining upper limit, which represents the minimum thickness of the reserved isolation pillar between the overlying seawater and the goaf, was determined to be 50 m in the Xinli mine; fault slip would occur if this critical value was exceeded. The dip angle and thickness of the ore body were negatively correlated with the vertical surface deformation. As the dip angle and thickness increased, the critical upper mining limit increased. When the fault was located in the footwall, the critical upper mining limit increased as the distance between the fault and the ore body increased, and the failure mode of the goaf was fault slip. When the fault was located in the hanging wall, the final failure mode of the goaf changed to a combined failure mode of overlying rock collapse as well as fault slip. These research results provide a theoretical basis for the selection of the reserved pillar height in the Xinli mining area, as well as a reference for safe mining practices under similar geological conditions.

Excavation compensation method and key technology for surrounding rock control

The change in the stress state of the underground rock caused by excavation is the root cause of the deformation instability. Compensating for the stress change is one of the keys to effectively control the instantaneous deformation of rockbursts and the slow deformation of soft rocks in deep underground engineering. At present, the Platts pressure arch theory and the New Austrian Tunneling Method are commonly used in ground control, but their applicability to high-stress deep rock masses is limited. The strength and elongation of the traditional support materials are insufficient, the prestress is low, and it is difficult to effectively control the large deformation of deep rock masses. In this work, the excavation effect and support compensation effect of the rock are analyzed from the mechanics perspective, and an excavation compensation method suitable for controlling large deformation of deep rocks is proposed. The excavation effect verification experiments are carried out to examine the large deformation failure characteristics. Based on the excavation compensation method, a high prestress excavation compensation control technology is developed by using a new Negative Poisson's ratio (NPR) material. This technology is successfully applied to deep buried hard rocks and soft rocks to realize the effective control of the large deformation, which proves the applicability of the excavation compensation method and technology.

Analysis Deformation Failure Characteristics and the Energy Evolution of Varying Lithologies under Cyclic Loading

Deep underground engineering often utilizes cyclic loading. To understand the deformation and damage characteristics of rock under cyclic loading conditions, cyclic loading tests of three different specimens with varying lithology were performed. The dissipated energy method was used to analyze the magnitude of damage and rock failure characteristics during the energy evolution process of cube specimens. The results indicated that the modulus of elasticity of three lithologies were stable prior and subsequent to cyclic loading. While the cyclic loading profile improved the rock’s resistance to deformation, it increased the internal mesostructure defects. Rock damage caused by the cyclic loading reduced the uniaxial compression strength. This was especially true for coal samples. For coal samples, these observations were consistent with internal coal damage calculated by analysis. Under the same lithology and different loading modes, rock damage was caused by cyclic action, and the elastic strain energy released by instantaneous unloading of rock samples with significant damage was reduced. The rupture magnitude for cyclic loading was observed to be less than that of uniaxial compression. Under cyclic loading and varying different lithologies, sandstone absorbed the most energy, resulting in a larger final fracture magnitude compared to other lithologies.

Analysis the Characteristic of Energy and Damage of Coal-Rock Composite Structure Under Cycle Loading

The stability of coal-rock composite structures is of great significance to coal mine safety production. The uniaxial cyclic loading tests of the coal-rock composite structures with different coal-rock height ratios were carried out to study the stability and deformation failure characteristics of the coal-rock composite structure. The coal-rock height ratio play a vital role in the energy dissipation of coal-rock composite structures. The higher the coal-rock height ratio, the greater the average elastic energy and dissipated energy produced per cycle of coal-rock composite structures, the smaller the total elastic energy and dissipated energy produced in the process of cyclic loading. A more sensitive joint calculation method for calculating damage variables was proposed based on the difference of damage variables calculated by dissipated energy method and acoustic emission method. The joint damage variable calculation method can more accurately and sensitively reflect the damage of coal-rock composite structure under cyclic loading. The macroscopic crack first appears in the coal specimen in the coal-rock composite structure. The degree of broken coal specimens in the composite structure is inversely proportional to the coal-rock height ratio. The strength and deformation characteristics of the coal-rock composite structure are mainly affected by the coal sample in the composite structure.

Deformation failure characteristics of weathered sandstone strata tunnel: A case study

Appropriate countermeasures are required after extreme deformation failure of rock mass to ensure the safety of the tunnel construction and operation, especially in a tunnel that through strongly weathered sandstone strata. The load bearing capacity is further weakened by the permeation of water in complicated geological conditions, which can frequently cause collapse and result in budget overruns during the construction period. This paper provides a case study about the process of the extreme deformation that occurred in the Piancheng Tunnel based on in situ monitoring. Based on the analysis of on-site deformation monitoring data, combined with the engineering practice characteristics, the factors affecting the deformation were analyzed, further, the countermeasures were put forward and its effectiveness was analyzed. The maximum settlement reached 1046.3 mm and the convergence reached 876.4 mm, and the seepage, rock strength and bias load were considered the main cause of extreme deformation. As a means to maintaining the structural integrity, countermeasures such as temporary steel arch, vertical bracing, diagonal bracing and the temporary inverted arch combination were used for strengthening the tunnel’s structure, hence, effectively preventing the development of extreme deformation. The manuscript records the whole process from occurrence to countermeasures of extreme deformation of surrounding rock, which provide experience for future similar projects.

Control of Gob-Side Roadway with Large Mining Height in Inclined Thick Coal Seam: A Case Study

The gob-side roadway of 130205, a large-mining-height working face in the Yangchangwan coal mine, was investigated in terms of the mine pressure law and support technology for large mining heights and narrow coal pillars for mining roadways. The research included field investigations, theoretical analysis, numerical simulation, field tests, and other methods. This paper analyzes the form of movement for overlying rock structure in a gob-side entry with a large mining height and summarizes the stress state and deformation failure characteristics of the surrounding rock. The failure mechanism of the surrounding rock of the gob-side roadway and controllable engineering factors causing deformation were analyzed. FLAC3D numerical simulation software was used to explore the influence law of coal pillar width, working face mining height, and mining intensity on the stability of the surrounding rock of the gob-side roadway. Ensuring the integrity of the coal pillar, improving the coordination of the system, and using asymmetric support structures as the core support concept are proposed. A reasonably designed support scheme for the gob-side roadway of the working face for 130205 was conducted, and a desirable engineering effect was obtained through field practice verification.

Bearing Capacity of Concrete Filled Steel Tube Circular Arch under the Six‐Point Uniformly Distributed Loading and Its Engineering Application

The influence of rise‐span ratio on the bearing performance of concrete filled steel tube (CFST) circular arch was studied in this paper, three groups of CFST circular arch specimens with different rise‐span ratios (0.154, 0.207, and 0.26) were selected, the six‐point uniformly distributed loading was performed, and bearing performance experiments on CFST circular arch specimens with fixed ends were carried out. In this study, the ultimate bearing capacity and deformation failure characteristics of CFST circular arch specimens were obtained. The comparative analysis shows that the deformation evolution of CFST circular arch specimens has experienced compaction stage, elastic stage, elastic‐plastic stage, and plastic stage. In the elastic‐plastic and plastic deformation stages, the circular arch shows good ductility and bearing capacity. The bearing capacity of the circular arch is significantly affected by the rise‐span ratio. Compared with circular arch specimens with a rise‐span ratio of 0.154, the yield load of specimens with a rise‐span ratio of 0.207 and 0.26 is increased by 50.8% and 61.5%, and the ultimate bearing capacity is increased by 42.7% and 68.3%, respectively. The larger the rise‐span ratio, the greater the yield load and ultimate bearing capacity of the specimen and the stronger the deformation resistance of circular arch. The numerical simulation on the bending resistance process of circular arch was performed by ABAQUS to present the compression failure process of steel tube and core concrete. The simulation results are in good agreement with the experimental results. The experimental and simulation results show that the circular arch first yields at the inner side of the arch foot, and the curvature of different positions of the specimen is no longer consistent. When the ultimate bearing capacity is reached, the steel pipe at the arch foot obviously heaves, and the hooping effect of the steel pipe on the concrete is invalid. Based on the above research results, a closed composite support scheme of “bolt mesh shotcrete + vertical elliptical CFST support + steel fiber concrete shotcrete layer + reinforced anchor cable” was proposed for the extremely soft rock roadway and successfully applied in the Qingshuiying coal mine.

Progressive Deformation Failure Characteristics of Highway Tunnel Working Face in Sand Pebble Stratum

The sand pebble stratum is typically unstable with discrete particles. The most important constituent elements are sand and pebbles. The surrounding rock of tunnels in the sand and pebble stratum has prominent engineering problems, such as being loose, easy to collapse, and unstable when exposed to water. Therefore, it is critical to ensure the safety of tunnel construction in this stratum. This paper studies the failure modes of surrounding rock on sand and pebble tunnel working face of different excavation footage, and the formation of subsidence law starting from the micro-mechanical and motion characteristics of particulate matter. This study is based on the Bai Heqiao tunnel of the Wudu expressway in Gansu Province. The results show that the instability failure of the surrounding rock mainly occurs in the upper part and sliding area in front of the tunnel working face. The sliding area is a curved body after the failure of the tunnel working face. The deformation and failure of the surrounding rock in the lower half of the tunnel working face are relatively small, and are gradually transferred from the vault to the surface, resulting in the subsidence of the surface and collapse. The deformation degree of the surrounding rock in the region closer to the tunnel vault is more obvious. After the formation is stabilized, the maximum subsidence deformation occurs above the tunnel vault. The final settlement amount of the stratum is also different with different footage. The smaller the excavation footage, the smaller the stratum settlement amount. Therefore, the appropriate excavation footage is selected as the principal safety control index during the excavation with the short-step method. The research results provide the necessary reference for the fine design and construction of tunnel engineering in the sand pebble stratum.

Study on the dynamic characteristics of rock surrounding a wellbore in energy storage areas during deep geothermal energy mining.

Based on the engineering background in which the rock surrounding a wellbore is affected by a thermal shock, impact disturbances from drilling vibration, cyclic heat extraction and high temperature during hydrothermal geothermal energy mining, the environmental conditions in the shaft wall rock are simulated by means of high temperature, cooling, immersing granite in water with different curing temperatures and applying impact loads. Additionally, an experimental study on the mechanical characteristics of circular granite specimens under radial impact loads and in the heat treatment and water curing conditions is carried out. The results show that the inner diameters of the rings, heating temperatures, curing water temperatures and cycle heating times are less affected than other parameters by the impact load-strain curves of circular granite, which can generally be divided into three sections, i.e., the initial straight stage, nonlinear ascent yield stage and post-peak nonlinear decline stage. The factors in the test weaken the capacity of the circular granite to resist the impact, but the sizes of the inner diameters of the rings play a leading role. Dynamic tensile strain is generated in the inner wall along the impact direction during the impact, while compressive strain is produced on the inner wall in the vertical impact loading direction. By analysing the crack propagation and final failure mode of circular granite, it is found that dynamic tensile failures are generated, crack initiation starts from the inner wall along the impact loading direction, and the outer circle in the vertical direction lags behind. The crack starts early and develops quickly on one side of the transmission bar. Finally, the failure criterion is established on the basis of some assumptions and circular-granite deformation failure characteristics, and the parameters, measured by the Brazilian disk test, are reasonably verified via substitution into the failure criterion equation.