Numerical Simulation of Rock Uniaxial Compressive Strength and Deformation Failure Law under Different Size Conditions

Rock engineering occupies an important position in the 21st century. In the face of rock engineering disasters, we are only looking for the essential problems through experiments on rocks, but rock experiments cannot be realized in large numbers, so the article uses numerical simulation software RFPA (Realistic Failure Process Analysis) 2D Basic to simulate rock under different size conditions numerically. In this paper, a rock model with a diameter of 50 mm is used for simulation research. Meanwhile, five calculation models of height-to-diameter ratios of 1.0, 1.5, 2.0, 2.5, and 3 are used. Through simulation calculation, we find that the rock model failure is more than complicated when the value of the height-to-diameter ratio is exceedingly low (1), but as the height-to-diameter ratio increases, the failure mode will become simpler. The stress-concentrated failure will be in the form of axial failure. When the height-to-diameter ratio increases (1.5–2), other damage cracks appear on the basis of axial cleavage failure. As the height-to-diameter ratio continues to increase (about 2.5), only shear failure occurs. When the height-to-diameter ratio reaches a relatively high level (3), there will be both axial rip and other damage. When the height-to-diameter ratio is oversize, there will be both axial rip failure and end damage.


Introduction
With the advancement of science and technology, in order to meet human needs for resources and production space, the development scale of underground space is getting larger and the depth is getting deeper; besides, the problems of rock engineering encountered are becoming more and more complicated. erefore, further comprehensive exploration of the contents of rock geological characteristics, physical properties, mechanical properties, and other aspects has become a problem to be solved urgently [1][2][3].
In the 21st century, rock engineering occupies an important position. For a long time, people have done a lot of researches on the strength characteristics of rocks, hoping to get an ideal rock where stress, strain, loading, and so on can meet certain laws, and at the same time, a variety of theories have been proposed, such as Mohr-Coulomb, Double-Shear, Hoek-Brown, and Single-Shear [4][5][6][7], but the above theories are the conclusions which are based on rock physics experiments, because physical experiments require a large number of test pieces, time, and funds. It causes a phenomenon that many scholars draw conclusions with doing only a few tests when they do physical experiments. eir conclusions have certain limitations. Consequently, based on the limitations of physical experiments, the finite element software RFPA2D is used to simulate the strength failure and acoustic emission of rock [8,9].

Introduction to RFPA (Realistic Failure Process Analysis).
RFPA (Realistic Failure Process Analysis) is an analysis program of rock instability process.
is program is developed based on the principle of finite element calculation [10][11][12][13], but it is different from the traditional basic idea of finite element. It is mainly used to study the whole process of rock mass material from mesodamage to macroscopic failure. e basic principles are as follows: (1) Simulate the nonlinearity of rock deformation and failure by considering the heterogeneous microstructure of the rock (2) Simulate the discontinuity of rock deformation and fracture by weakening of material properties after unit failure [14] e RFPA software mainly simulates the failure process of brittle media, and it uses the degree of homogeneity (m) to describe the heterogeneity of brittle media, which is in line with the destruction nature of brittle rock masses. e acoustic emission energy of the whole process of brittle rock mass destruction can be continuously simulated and displayed, which can realize the comparative analysis of acoustic emission characteristics of brittle rock masses of various sizes [15]. erefore, the RFPA software is chosen to study the failure mechanism of uniaxially compressing rocks under different loading rates.

Rock Mechanical Parameters and Model Simplification.
In order to fully show the rock failure law and the contrastive characteristics of deformation failure with the change of size, the mechanical parameters of marble are used for calculation to simulate the fracture morphology and stress-strain of rock in the process of uniaxial compression failure. We adopt a rock model whose diameter is equal to 50 mm. In addition, five calculation models of height-to-diameter ratios of 1.0, 1.5, 2.0, 2.5, and 3 are used. Because the influence of different size on rock stress is studied in this paper, the influence of rock type on its simulation results is ignored. e choice of the ratio of height to diameter of rock is based on the standard specimen requirements of compression test in material mechanics. According to the standard specimen requirements, the model reduces the influence of its stability on the strength [16]. Because the numerical simulation software is two-dimensional, therefore, the plane stress calculation model is used in the calculation of the model.

Relevant Parameters of Calculation Model Mechanics.
Rock failure is determined by the Mohr-Coulomb strength criterion [17]. e control parameters of the phase change criterion are shown in Table 1, and the mechanical parameters of the model body are shown in Table 2.

Grid Division and Loading of Calculation Model.
A model with a diameter of 50 mm and height-to-diameter ratios of 1, 1.5, 2, 2.5, and 3 was established for size effect analysis, as shown in Table 3. e loading method was uniaxial compression, as shown in Figure 1; besides, in order to enhance accuracy of calculation, the grid is divided into a range of 40,000 to 60,000, as shown in Figure 2. In order to faithfully reproduce the failure state of the model test piece in the physical test, displacement loading is chosen as the loading method of the model, as shown in Figure 3. irection. At the same time, due to the emergence of cracks, stress concentration phenomenon appears in the middle of the model. erefore, two intersecting cracks emerge along the 45°axis direction with the center of stress concentration, as shown in Figure 5(c). With the loading of displacement and the increase of calculation step, the 45°crack continues to expand, and the main crack gradually forms from the stress concentration area to the outside. e failure mode of    Figure 6(b) shows when the model is compacted to a certain extent, and the tiny cracks of the model are extending along 45°direction of the model. Meanwhile, stress concentration phenomenon appears in the middle of the model due to the appearance of cracks. erefore, the model presents a phenomenon that two cracks appear along the 45°axial direction based on middle part where the stress concentrates, as shown in step 5(c) of Figure 6. As the process of displacement loading and the increases of calculation steps, the 45°crack continues to grow, and the main crack gradually forms in the process of extending from the stress concentration area to external part. e model failure mode is relatively simple, mainly manifested as two longitudinal shear failure cracks appearing along the 45°axial direction.     erefore, the model presents a phenomenon that one biggish crack and one lesser crack appear along the 45°axial direction based on middle part where the stress concentrates, as shown in step 5(c) of Figure 8. As the displacement loading progresses and the calculation step increases, the 45°c rack continues to extend, and the expansion accelerates to form the main crack. A lesser crack appears on the basis of the main crack. e failure mode of the model is relatively simple, mainly manifested as a main crack formed by 45°s hear failure along the surface, and there is a lesser crack that intersects the main crack and extends at an axial 45°.

Numerical Simulation Calculation Results of Rocks under Different Size Conditions
In summary, as shown in Figures 4-8, through comprehensive and comparative analysis, it is found that, with the increase of the height-to-diameter ratio, the failure mode of the model changes from complex to simple, and the dominant number of cracks changes from 2-4 to 1-2. When the height-to-diameter ratio is equal to 3.0, the damage degree of the model is the lowest, and the failure force and consumed time are the least, indicating that, in addition to the influence of strength, the stability of the model also affects the failure mode of the strength value.

e Analysis of Model Stress-Strain Curve.
Due to the factors of time, only five rock samples of physical test peak results are compared with the numerical simulation results, as shown in Figure 9. Figure 9 shows the comparison of stress peak values under five different height-to-diameter ratios with those of physical tests under the same conditions. When the heightto-diameter ratio of the model is in the range of 1-2.5, the difference of stress peak value between numerical simulation and physical test is small, and the error range is less than 2.95%. However, when the height-to-diameter ratio is equal to 2.5, the difference of stress peak value between numerical simulation and physical test begins to enlarge. When the height-to-diameter ratio of the model is equal to 3.0, the difference of stress peak value between numerical simulation and physical test is the largest. e author believes that the reason for the large difference in the stress peak value is that the uniformity of the specimen in the physical test is difficult to control, and the model is greatly influenced by external factors when the loading is going on, such as the bonding method of the strain gauge and the effect of the loading time, resulting in the large dispersion of the stress peak value in the physical test. erefore, the difference of stress peak value between numerical simulation and physical test is larger.
In addition, the stress data in Figures 4-8 is extracted with the loading step and loading time, and the numerical simulation results are compared and analyzed, as shown in Figure 10. Figure 10 shows that the stress peak value of the five models decreases gradually with the increase of height-todiameter ratio, and the failure time decreases gradually with the increase of load. When the height-to-diameter ratio is equal to 3.0, the failure peak value and the failure time of the model are the smallest and the shortest. In addition, by fitting the stress peak value values under five working conditions, it is found that, with the increase of the heightto-diameter ratio, the stress peak curve suddenly drops sharply from the approximate horizontal line at the initial height-to-diameter ratio of 1-2.5 at ratio of height to diameter equal to 3.0, indicating that the model at this time is Advances in Civil Engineering affected by its stability, resulting in a linear decline in the strength value. e height-to-diameter ratio of the standard specimen that also conforms to the model is suitable in the range of 1-2.

e Expansion Simulation Results of Acoustic Emission of the Model under Different Height-to-Diameter Ratios.
Figures 11(a) ∼ 11(d) show the formation process of acoustic emission when the height-to-diameter ratio of the model is equal to 1.0. e red region represents tensile stress and the white represents compression-shear stress. With the loading step, due to the effect of compression and shear failure in the model, the white acoustic emission appears first and is dispersed throughout the entire model, as shown in Figure 12(b). However, in Figure 11(c), a large number of red areas appear along the 45°direction of the model, indicating that the model produces tensile stress failure there. With the accumulation of acoustic emission energy, the red area in the model extends along the 45°direction of the model and finally presents a consistent failure state with the macroscopic damage. Figures 12(a) ∼ 12(d) show the extension process of acoustic emission. e crack propagation of the model was shown by acoustic emission. e failure process of acoustic emission model: with displacement loading going on, the acoustic emission scattered and covered the whole model in the compaction stage of the model. e acoustic emission in this stage was generated absolutely by the compression-shear failure, and the representative color was white, indicating that the model was mainly subjected to compression-shear stress, as shown in Figure 12(b). However, with the increase of calculation steps, the red area in the model is more and more concentrated and linearly expanded, as shown in Figure 12(c), indicating that the failure of tensile stress occupies a dominant position in this area, and there is a small crack propagation to form the dominant crack in the model, which is consistent with the macroscopic failure state in Figure 5(d), as shown in Figure 12(d). Figures 13(a) ∼ 13(d) show the acoustic emission crack propagation when the height-to-diameter ratio of the model is equal to 2. e failure process of acoustic emission model: the differences between the expansion mode of the red tensile stress area and that in Figure 8 is relatively small. With the increase of load, the acoustic emission in the white area generated by compression-shear failure is dispersed and filled with the whole model. However, with the increase of calculation steps, the red area generated by tensile stress gradually expands, and three dominant cracks are formed.   Acoustic emission expansion process of the model: due to the increase of the height of the model, and the fixedness of loading process, in the process of initial loading, acoustic emission has appeared and scattered over the entire model space, but the acoustic emission is still in the majority of white areas, indicating that the model is mainly affected by the compressive shear stress. With the increase of load and calculation step, the red area in the model gradually expands and concentrates in 45°d irection in the middle of the model. At the later stage of the model calculation, the red area of acoustic emission forms a dominant expansion and extends along the central 45°direction; eventually, it is destroyed, releasing energy. e damage pattern is consistent with the macroscopic damage pattern in Figure 7. Figures 15(a) ∼ 15(d) show the acoustic emission extension process of the model. e acoustic emission propagation process of the model: with the loading, the model first produces the white acoustic emission, which is scattered and filled with the whole model by the compression-shear failure, and then the red acoustic emission generated by the tensile failure appears. With the loading, the acoustic emission of the tensile failure is accumulated in some positions, that is, in the stress concentration position. Subsequently, the acoustic emission of the tensile failure accumulates into a small crack shape and the surrounding area will also accumulate intensive decompression failure. As the loading continues to accumulate, the red acoustic emission gradually accumulates and expands. e crack rapidly expands; finally, it presents the consistent failure state with the macroscopic failure. Advances in Civil Engineering 9

Conclusion
In this paper, the advantages of RFPA (Rock Fracture Process Analysis) software are used to reproduce the physical experiment of rock through numerical simulation, which avoids the disadvantages of physical experiment. At the same time, the following conclusions are obtained through numerical simulation of model rocks with different sizes: (1) rough the macroscopic damage of rock model and acoustic emission graphics, it is found that the results are consistent with the physical experiments results. Rocks gradually propagate from tiny cracks and form 1-2 dominant cracks. e direction and mode of crack propagation are the same as those of physical experiments. It shows that RFPA software has certain advantages in studying rock brittle failure. (2) When the height-to-diameter ratio of the model is equal to 1, the damage of the model is more complex, but the damage mode becomes simpler with the increase of the height-to-diameter ratio. e failure mode of stress concentration presents the form of axial failure. When the height-to-diameter ratio increases (1.5-2), other failure cracks will appear on the basis of axial splitting failure. As the height-todiameter ratio continues to increase (2.5), only shear failure occurs. When the height-to-diameter ratio reaches a relatively high level (3), there will be both axial splitting and other failure. When the length is too high, there will be axial splitting failure and some end failure. (3) e selected rock stress parameters meet the requirements of physical experiments. e limit value of rock in brittle failure is determined by stress and energy diffusion curves. At the same time, it is also obtained that the failure mode changes from complex to simple with the increase of the height-to-diameter ratio of the model. However, when the height-to-diameter ratio of the model is equal to 3.0, due to the oversize height-todiameter ratio, the stress value and energy diffusion are not concentrated, indicating that the height of the model affects its stability and failure mode of the model.

Data Availability
e data used to support the findings of this study are available from the corresponding author upon request.

Conflicts of Interest
e authors declare that there are no conflicts of interest.