An Experimental Investigation of the Progressive Failure of Sandstone and Its Energy Evolution Characteristics

In this research study, the progressive failure and energy evolution characteristics of sandstone samples with different sizes were explored under uniaxial and triaxial compression conditions. +e characteristic stresses and strains were captured using the crack axial strain levels and dissipative energy. +e results showed that, with the increase in the ratios of the height to diameter (H/D), the crack closure stresses increased, while the crack damage stresses decreased. However, the levels of both the crack closure stresses and crack damages were observed to increase with the H/D. With increase in the confining pressure, it was found that the crack closure and crack damage stresses increased, while their levels decreased. +e strains of the crack closures, peak crack axial, and crack propagation were observed to decrease with the H/D, while the crack closure strain levels increased. Also, the crack propagation strains were observed to increase with the confining pressures, while the crack closure, peak crack axial, and crack closure strain levels decreased. +e progress failure of the sandstone samples was also obtained based on the evolution characteristics of the dissipative energy. +e relationship between the energy densities during each phase and the H/D was also analyzed. It was determined that, with the increasing of the H/D, the input, elastic, and dissipative energy densities displayed different evolution characteristics. Furthermore, with the increases in the characteristic stresses, the input and elastic energy densities were found to increase. +e dissipative energy density displayed a slight increase with the increases in the peak strength, which resulted in variations with regard to the crack closures and crack damage stresses.


Introduction
In underground coal and metal mining, the stabilities of the coal and ore pillars have become important influences on the safety of workers.It is known that rock pillars with different sizes have different mechanical properties, which are often referred to as the size effects or scale effects.A clear understanding of the progressive failure in rocks with different sizes is a significant key to the assessments of rock bursts or coal bumping in underground mining processes.Meanwhile, it is known that the dissipation and release of energy play crucial roles in rock failures.erefore, it has become necessary to investigate the progressive failures and energy evolution characteristics of different sized rock and rock masses.
In previous studies, laboratory tests have been the most effective methods by which the progressive failure of rocks is examined.For example, Bieniawski [1] investigated the mechanism of brittle rock fractures using theoretical analysis and experimental methods.e results indicated that the progressive failure of rocks including crack closure, linear elastic deformations, fracture initiations, stable fracture propagation, and unstable fracture propagation before peak strength was achieved.Since the aforementioned study was conducted, methods to recognize the progressive failure of brittle rock have become fundamental topics of great interests to many researchers and engineers in the rock mechanics and engineering fields.It has been found by plotting the axial, lateral, and calculated volumetric strains versus the axial stresses that the paths of rock sample failures, along with the characteristic stresses, including crack closure, crack initiation, and crack damage stresses, can be identified [2].Acoustic emission (AE) techniques have been used to identify the different stages of crack development.It has been determined that acoustic events are markedly different due to the loading before and after the initiations of cracks in rock [3].Also, by using the axial stiffness, lateral stiffness, volumetric stiffness, and crack volume stiffness, the crack initiation and propagation thresholds in brittle rocks can be identified [4].Cai et al. [5] proposed generalized crack initiation and crack damage thresholds of rock masses.Xue et al. [6] investigated the crack damage stress thresholds of different types of rock based on uniaxial compression.e results showed that the ratio of crack damage stress to uniaxial compressive strength (UCS) could potentially be an essential intrinsic property for low-porosity rock.
It has become well known from the previous laboratory tests that the mechanical behaviors of rock are dependent on the sizes and shapes of the specimens during uniaxial or triaxial compressions.ese findings have been discussed in previous studies, and some empirical size-effect models were proposed [7][8][9][10][11][12][13].However, the crack evolution characteristics of rock with different sizes have not yet been investigated in detail.Furthermore, the progressive failure of rock is known to be closely related to energy dissipation, due to crack evolution under compression.Huang and Li [14] presented the results of a series of triaxial compression tests on marble.e results indicated that there was a relationship between the strain energy conversion and the unloading rates, which were discussed in detail in the aforementioned study.Peng et al. [15] conducted triaxial compression tests in order to investigate the relationship between the energy transformation and coal failures.Also, by conducting uniaxial loading and unloading compression tests, Meng et al. [16] were able to investigate the characteristics of energy accumulation and dissipation in sandstone.e results showed that the dissipative energy increased nonlinearly with the increasing axial loading stress.Li et al. [17] investigated the energy evolution characteristics of granite samples under triaxial compression and revealed that the energy evolution could potentially provide an effective reflection of the deformation processes in rock.
e majority of the recent research has been focused on the respective progressive failures and energy evolution of rock.However, few studies have combined the energy evolution with the progressive failure of rocks under compression.Furthermore, the effects of the rock size on the progressive failure and energy evolution have not been fully examined, and experimental results are currently lacking in that area.In this study, sandstone specimens with different sizes were selected for uniaxial and triaxial compression tests, in order to investigate the progressive failures and energy evolution characteristics during loading processes.
e goal was to determine the relationship between the energy and characteristic stresses, which may play a significant role in the analyses of pillar failures which occur during underground coal and metal mining processes.

Preparation of the Sandstone Specimens.
e rock which was used in the present study was sandstone, a rock with a mineral grain size varying from 0.4 to 0.5 mm. e sandstone was sedimentary rock, with a sandy beige appearance on the surface.e main mineral was determined to be quartz, and the sample also contained a small amount of orthoclase.
e dry density of the sandstone was approximately 2.373 g/cm 3 .In order to ensure that the sandstone specimens had a similar physical state, the P-wave of the specimens was measured to single out the specimens with velocities which were too small or large.e P-wave velocity ranged from 2238 m/s to 2306 m/s and showed minimum discreteness in the specimens.Cylindrical specimens measuring 50 mm in diameter, and 60, 100, and 120 mm in height, were cored from the sandstone blocks.
e ends of the specimens were made flat after being finely cut and polished.en the prepared specimens were classified into two groups.e sandstone specimens in Group one (including the various heights) were tested using uniaxial compression.e specimens in Group two (including one height and various confining pressures) were used to conduct triaxial compression tests.

Experimental Setup.
In this study, the mechanical properties of sandstone with differential H/D were tested on a stiff servo-controlled testing machine RMT-150B, which had been manufactured by Institute of Rock and Soil Mechanics at the Chinese Academy of Sciences.e test machine was equipped with an axial load capacity of 1,000 kN, and a 50 MPa triaxial confining pressure cell [18].Linear variable differential transformers (LVDTs) were installed for the testing of the axial and circumferential displacements.
e specimens with different H/Ds were tested at room temperature (approximately 25 °C) under a uniaxial compression with a loading rate of 0.002 mm/s.For the triaxial compression tests, confining pressures and axial stresses were applied at a rate of 0.5 MPa/s until the designed value was achieved.en, the loading was switched to an axial displacement control, and the loading rate was set as 0.002 mm/s, which is the same as the loading rate in uniaxial compression tests.

Stress-Strain Curves of the Sandstone Specimens.
Figure 1 provides the stress-strain curves of the sandstone samples with different H/Ds under uniaxial compression conditions.e mechanical parameters are listed in Table 1.In Table 1, ε 1p represents the corresponding axial strain at the peak strength.In this study, Young's modulus E is defined as the slope of the linear elastic phase; σ 3 represents the confining pressure; and σ p is the peak strength of sandstone specimens under the triaxial compression.
In this study's tests, the crack closure, elastic, and small crack growth phases in the stress-strain curves of the sandstone specimens under the uniaxial compression were 2 Advances in Civil Engineering examined.However, it should be noted that there was an apparent change observed in postpeak behaviors with the increasing of the con ning pressure.Also, brittle failures were observed in the stress-strain curves under the uniaxial compression.It was found that, with the increasing of the con ning pressures, strain-softening behaviors were evident, as presented in Figure 1(b).

E ect of H/Ds and Con ning Pressures on Mechanical
Parameters of Sandstone.Figure 2 shows the plots of Young's modulus (E), UCS, and corresponding axial strain at the peak (ε 1p ), against the H/D and Young's modulus, with the con ning pressure.It can be observed from Figures 2(a) and 2(b) that Young's modulus increased the H/D and the UCS and peak axial strain decreased with the H/D.With the increases in con ning pressures, Young's modulus was observed to increase, while the increase rate was found to gradually decrease.Figure 3 presents the variations of the peak strengths and theoretical values which were calculated using the Mohr-Coulomb (M-C) and Hoek-Brown (H-B) criteria.It can be seen in Figure 3 that the peak strength of the sandstone displayed a distinctly nonlinear increasing behavior with the increasing σ 3 .It was found that the majority of test data in this study had deviated from the theoretical results calculated using the M-C criterion.However, the theoretical data calculated with the H-B criterion were found to t more e ectively with this study's test data.

Progressive Failure of the Sandstone with
Different H/Ds and Confining Pressures

Characteristics of the Crack Evolution of Sandstone.
e failures which occur in rock are the results of the crack evolution, including the crack initiation, propagation, and coalescence.ese tensile or shear cracks tend to a ect the mechanical properties of the rock or rock mass and thereby have signi cant in uences on the safety of rock engineering.
e crack strain of the principal strains was calculated in this study by removing the calculated elastic strains as follows:

Advances in Civil Engineering
Young's modulus Peak axial strain  Advances in Civil Engineering where ε c 1 is the crack axial strain; ε 1 is the axial strain; and σ 1 and σ 3 represent the axial stress and confining pressure, respectively.
Under the condition of triaxial compression, the axial principal stress was the differential stress σ 1 − σ 3 .erefore, the crack axial strain of the sandstone specimens under the triaxial compression could be calculated by en, in accordance with Equations ( 1) and ( 2), the crack strain of the sandstone could be calculated.Figure 4 provides the relationship between the crack axial strain and the axial stress.As can be seen in Figure 4, four phases could be determined based on the crack axial strain.e first phase was a crack closure phase, in which the axial stress displayed a nonlinear increase trend due to the closure of the cracks.en, the second phase was an elastic phase, in which the crack axial strain remained as a constant, and the axial stress increased vertically.e interval point between the crack closure and elastic phases was (ε cc 1 , σ cc ), where σ cc represents the crack closure stress and ε cc 1 is the maximum crack axial strain.It was observed that, with the continuing increases in the differential stresses, the cracks began to become initiated and propagated. is phase was referred to as the crack propagation phase.e interval point between the elastic phase and crack propagation phase was (ε cc 1 , σ cd ), where σ cd represents the crack damage stress.en, after reaching the peak strength, the rock specimen experienced failure, and this phase was referred to as the postpeak phase, where ε cp 1 represents the peak crack axial strain.
Table 2 lists the crack parameters of the sandstone samples which were obtained from Figure 4 and Equations ( 1) and (2).In this study, in order to analyze the crack closures and damages in detail, the crack closure stress level (σ cc /σ p ), crack damage stress level (σ cd /σ p ), and crack closure strain level (ε cc 1 /ε cp 1 ) were calculated.In the table, Δε c 1 represents the crack propagation strain before the peak strength, which was the difference between ε cp 1 and ε cc 1 .As can be seen in Figures 4(a) and 4(b), the crack strain was observed to only minimally change from point A to point B.
erefore, the crack closure strain was found to be equal to crack damage strain in this study, and Δε c 1 is regarded as the crack propagation strain.

Crack Closure Stress and Crack Damage Stress.
Figure 5 illustrates the relationship between the crack stress and its stress level, and the H/D.From Figure 5(a), it can be seen that, with the increases in the H/D, the crack closure stresses of the sandstone increased, while the crack damage stresses displayed a decreasing trend.It was known that there were more cracks in the sandstone specimens with larger H/D, while the sandstone specimens with smaller H/D possessed fewer cracks.In the specimens with larger H/D, the cracks were more difficult to close.Also, damages in the sandstone specimens more easily occurred when more cracks were evident.erefore, it was concluded that the crack closure stresses increased, and crack damage stresses decreased with the H/D.
Figure 5(b) details the observations that the crack closure stress levels increased with the H/D.e crack closure stress levels ranged from 0.357 to 0.550.e crack damage stress levels displayed a slightly increasing trend, and the minimum value was 0.865.e crack damage stress levels indicated the brittle properties of the sandstone specimens in this study.It was found that the higher the crack damage stress levels were, the more brittle the rock specimens would be.
Figure 6 shows the variations in the crack closure and crack damage stresses, and their stress levels against the confining pressure.From Figure 6(a), it can be seen that, with the increasing of the confining pressures, both the crack closures and crack damage stresses increased.It was observed that, from σ 3 � 0 to σ 3 � 15 MPa, the crack closure stresses of the sandstone specimens increased from 34.19 MPa to 61.76 MPa.
e crack damage stresses increased with the confining pressures, due to the confining pressure having a restriction effect on the crack growth.In this study, a linear Mohr-Coulomb criterion and a nonlinear Hoek-Brown criterion were adopted for the purpose of fitting the relationship between the crack closure stresses and crack damage stresses, which can be seen in Figure 6(a).e crack closure stresses displayed a linear behavior with the increasing of the confining pressure.Meanwhile, crack damage stresses displayed a nonlinear increasing behavior, which indicated that the Hoek-Brown criterion had reflected the crack damage stress more effectively than the linear Mohr-Coulomb criterion.
It can be seen in Figure 6(b) that the crack closure stress levels and the crack damage stress levels decreased with the confining pressure.
e crack closure stress levels were determined to decrease from 0.451 to 0.306, and the crack damage stress levels decreased from 0.900 to 0.747.e decrease in the crack damage stress levels indicated that, with the increasing of the confining pressures, the brittle properties of the sandstone specimens had decreased.1 decreased with the increasing H/D, which indicated that the smaller crack growth led to failures in the sandstone specimens with larger H/D.It was found that the crack closure strain levels increased with the H/D, as detailed in Figure 7(c).Figures 7(b) and 7(c) illustrate that the sandstone specimens with larger H/D produced less crack strain before the peak strength and also were more brittle than the sandstone specimens with smaller H/D. e relationship between the crack strain (levels) and the confining pressures are presented in Figure 8. From Advances in Civil Engineering Figure 8(a), it can be seen that the crack closure and peak crack axial strains decreased with the increasing of the confining pressures.During the process of applying the confining pressures, some closure cracks occurred, which led to the crack closure strains of the sandstone specimens decreasing with the confining pressure.Figure 8(b) illustrates the relationship between the crack propagation strain and the confining pressure.It can be seen from Figure 8(b) that crack propagation strain displayed an increasing trend with the confining pressure.

Advances in Civil Engineering
Also, Figure 8(c) illustrates that the crack closure strain levels decreased with the confining pressure.Figures 8(b) and 8(c) indicate the findings that the sandstone specimens with larger confining pressure were able to bear larger crack propagation.

Energy Evolution during the Failure Process of the Sandstone.
During the loading process, the closures, initiations, and propagation of the cracks consumed energy, which appeared as acoustic emissions, fracture surface energy before peak strength, and the friction among the fracture surfaces after peak strength.e energy evolution of a rock element under compression has often been calculated by the area of stress-strain curves [16,17,19].erefore, by integrating the stressstrain curves and stress-crack strain curves of the sandstone specimens, the energy evolution characteristics could be obtained.e energy was calculated by the following equations: ( where U c , U d , and U e represent the input energy density, dissipative energy density, and elastic density, respectively.Figure 9 shows the energy evolution characteristics of the sandstone specimens with different H/Ds.As can be seen in Figure 9, the crack closure and crack damage stresses, along with the different phases of the stress-strain curves, could be determined based on the evolution of the dissipative energy.During the initial loading process, the input energy was mainly used to close the cracks.erefore, the dissipative energy was larger than the elastic energy.However, when the elastic energy was larger than the dissipative energy, the one characteristic stress σ cc ′ was determined, which was reflected when the elastic energy began to become larger than the dissipative energy.
en the increase rate of the elastic energy increased, while the increase rate of dissipative energy decreased until reaching zero.It was observed that the Energy density (kJ/m -3  Axial strain (10 -3 )   Advances in Civil Engineering value of the dissipative energy had primarily remained as a constant.It was determined that the dissipative energy underwent only minor changes, due to the fact that the specimen was in the elastic phase, and the cracks were closed.At that time, we can get the crack closure stresses.However, when the dissipative energy started increasing, the crack damage stresses, along with the crack propagation phase before peak strength, could be obtained.As previously mentioned, U c , U d , and U e represent the input energy density, dissipative energy density, and elastic density, respectively.e superscripts ′ , c , d , p were added to identify the energy densities at the di erent phases.For example, U c ′ denotes the corresponding input energy density when the axial stress was σ cc ′ ; U ec represents the corresponding elastic energy at the axial stress of σ cc ; U dd is de ned as the dissipative energy density when the specimens experienced damages at the axial stress of σ cd ; and U dp is the corresponding dissipative energy density at the peak strength σ p .

Relationship between Energy Evolution at Di erent
Failure Phases.Figure 10 shows the plots of σ cc ′ and Δσ c ′ , and the energy densities during the di erent phases against the H/D.Δσ c ′ was de ned as the di erence between σ cc ′ and σ cc .If Δσ c ′ becomes smaller, then the cracks become approximately closed, and the majority of the input energy transforms into dissipative energy.As detailed in Figure 10(a), with the increasing of the H/D, both σ cc ′ and Δσ c ′ increased, which indicated that an increasing amount of the input energy was being transformed into elastic energy during the crack closure phase.Figure 10(c changes with the increasing of the H/D.ese ndings indicated that during the initial loading process, the majority of the input energy was transformed into dissipative energy and was not related to the H/D.e energy densities (U cc , U ec , and U dc ) of the crack closure stresses were observed to have slight increases with the H/D, which indicated that the specimens with larger H/D required more energy to close the cracks.When the specimens experienced damages, the energy densities (U cd , U ed , and U dd ) decreased with the H/D, which indicated that damages could occur in the specimens with smaller energy.
e energy densities (U cp , U ep , and U dp ) decreased with H/D when failures occurred in the specimens.
ese ndings suggested that smaller energy input could cause failures in rock with larger H/D.
Figure 11 shows the relationship between the energy densities and characteristic stresses during the di erent phases.Overall, the input energy and elastic energy densities during the di erent phases displayed an increasing trend with increases in the characteristic stresses.e dissipative energy densities at the axial stresses of σ cc ′ and σ p displayed   Advances in Civil Engineering slight increase with increase in the characteristic stresses.However, at the axial stresses of σ cc and σ cd , the dissipative energy densities displayed nearly no changes with increasing of σ cc and σ cd .For example, the dissipative energy density ranged from 15.60 kJ/m −3 to 17.94 kJ/m −3 , as shown in Figure 11(b), and the average value was determined to be 16.79 kJ/m −3 , thus revealing little change.

Conclusions
In this study, the progressive failure and energy evolution characteristics of sandstone specimens with di erent H/Ds were systematically examined by performing a series of uniaxial and triaxial compression tests.en, based on the experimental results, the following conclusions were drawn: (1) e results of this experimental study showed that Young's modulus increased with the increases of the H/D.However, the peak axial strain and UCS decreased.Young's modulus was found to increase with the con ning pressure, while its increase rate gradually decreased.e triaxial compressive strength was observed to increase with the con ning pressure, and the Hoek-Brown criterion was determined to be a closer t for the decreases in the strength characteristics of the sandstone specimens in this study, when compared to the Mohr-Coulomb criterion.
(2) On the basis of the de nition of the crack strain levels, the crack evolution characteristics of the sandstone specimens, along with its progressive failure process, were fully discussed.e stress-strain curves were divided into four phases, and the characteristic stresses (σ cc , σ cd , and σ p ), as well as their corresponding crack strains (ε cc 1 , ε cd 1 , and ε cp 1 ), were obtained through the evolution of the crack axial strain.Both the crack closure stresses and the crack closure stress levels were observed to increase with the H/D.Meanwhile, the crack damage stresses decreased, and the stress levels increased, with the H/D.It was found that the crack closure and peak crack axial strains decreased with the H/D, while their increase rates gradually decreased, and the crack closure strain levels increased.Also, the crack propagation strain levels decreased with the H/D, which indicated that the smaller crack growth of rock with larger H/D can result in rock failures.
(3) With increasing of the con ning pressures, both the crack closure and crack damage stresses increased, but their stress levels decreased.e crack closure, peak crack axial, and crack closure strain levels  Advances in Civil Engineering decreased with the confining pressure.Meanwhile, the crack propagation strain increased with the confining pressure, which indicated that the rock with higher confining pressures was able to withstand higher crack growth than the rock with lower confining pressures.(4) In this study, based on the evolution characteristics of the dissipative energy, the progressive failure processes of sandstone could also be determined.
Other characteristic stresses (σ cc ′ and Δσ c ′ ) were obtained at the points where the elastic energy equaled the dissipative energy.With the increasing H/D, σ cc ′ and Δσ c ′ were also observed to increase, which indicated that during the crack closure phase, the cracks were difficult to close in the specimens with larger H/D.With the increases in the H/D, the energy at the axial stresses of σ cc ′ experienced only minor changes, and only slight increases at the axial stresses of σ cc were observed.e energy at the crack damage stresses and peak strength decreased with the H/D, which indicated that smaller energy input could result in failures in the rock with larger H/D.(5) With the increases in the characteristic stresses, the input and elastic energy densities were found to increase.e dissipative energy densities displayed on slight increases with the increases of σ cc ′ and σ p while only minor changes were observed with the increase of σ cc and σ cd .

Figure 1 :
Figure 1: Stress-strain curves of the sandstone specimens with (a) di erent H/Ds and (b) con ning pressures.

Figure 2 :σ 1 =Figure 3 :
Figure 2: (a) Relationship between Young's modulus and peak axial strain and the H/D; (b) relationship between the UCS and the H/D; (c) relationship between Young's modulus and the con ning pressures.

Figure 7 details the plots of ε cc 1
sandstone specimens against the H/D.It can be seen from Figure 7(a) that, with the increasing of the H/D from 1.2 to 2, both ε cc 1 and ε cp 1 decreased and then displayed a slight increase until the H/D reached 2.4.As detailed in Figure 7(b), the crack propagation strain Δε c

Figure 4 :
Figure 4: e relationship between the crack axial strain and the axial stress: (a) data from the sandstone specimen S100-1; (b) data from the sandstone specimen S100-3.

Figure 5 :σFigure 6 :Figure 7 :
Figure 5: (a) Relationship between the crack closures and damage stresses and the H/D; (b) relationship between the stress levels and the H/D.

Figure 9 :
Figure 9: Energy evolution characteristics of the sandstone specimens with di erent H/Ds.
) illustrates that the elastic energy density increased with the H/D.In Figures 10(b)-10(d), it can be seen that the energy densities, including U c ′ , U e ′ , and U d ′ , displayed nearly no

Figure 10 :
Figure 10: (a) Relationship among σ cc ′ , Δσ c ′ , and H/D; (b) relationship between input energy density and H/D; (c) relationship between elastic energy density and H/D; (d) relationship between dissipative energy density and H/D.

Table 2 :
Crack parameters of the sandstone specimens.