Research on crack initiation mechanism and fracture criterion of rock-type materials under compression

Abstract

With the focus on the failure of single-cracked rocks under compression–shear stress, the form and the critical conditions of crack initiation by adopting theoretical derivation and numerical experiments methods are researched in this article. Maximum circumferential stress criterion and modified Griffith’s criterion are utilized to derive the expressions for crack initiation angle and fracture criterion. Moreover, the PFC^3D, numerical simulation software, is used to verify the results of theoretical research and the research on the generation process of shear fracture zone and the number of microcracks and their distribution law. The results show that the crack initiation angle θ₀ and critical conditions of crack initiation correlate with some factors, such as crack inclination angle β, coefficient of friction μ, and the ratio of normal stress to shear stress σ₁/τ_x. When β is less than or equal to 90°, the deviation between the theoretical result of crack initiation angle and actual result is small; when the value of Mode I fracture toughness K_IC is accurate, the crack criterion derived is reliable when β is less than or equal to 120°. The friction between cracks restricts the compression–shear failure on the surface of crack. The ratio of shear stress required for crack initiation to peak shear stress in the model decreases with the normal stress increased. At the crack initiation stage, when the increase in microcracks is relatively slow, the shear fracture zone is thin and when the increase in microcracks becomes rapid, shear fracture zone becomes thick at the peak stage. The shear strength is proportional to the number of microcracks in the model.

Keywords

Compression–shear stress crack initiation angle fracture criterion direct shear test numerical experiment

Introduction

Discontinuous, inhomogeneous, anisotropic, brittleness, and non-elastic properties of the rock mass are the key factors contributing to the deformation and failure of the rock mass. The elastic–plastic mechanics cannot accurately explain the failure mechanism of rock mass. The past researches^1–3 show that there are two modes of brittle failure for rocks under compression load. First, the rocks fail under tensile strength by axial splitting when the confining pressure and compression load are small. Second, the rocks fail by shear failure at a certain angle with respect to the direction of the maximum principal stress when the confining pressure is modest. The initiation, growth, interaction, and coalescence of microcracks are viewed as the dominant mechanism to control the macroscopic failure of rocks.

In 1980s, many researchers^1–3 introduced stress intensity factor theory in the fracture mechanics into rock mechanics and thereafter proposed sliding crack model. According to this model, when the shear stress acting on the main crack exceeds the friction between the cracks, the stress will concentrate at the tip of the crack and wing cracks will initiate. The stress intensity factor K_I at the tip of crack will decrease accordingly when the wing cracks grow. If the external load stops increase, cracks will become stable and grow no longer. The stress intensity factor at the tip of crack will increase if the external load continues to increase. The cracks will continue to grow and curve toward the direction of the maximum principal stress when the stress strength factor meets or exceeds the critical value K_IC. That model is the basis of the study on the compression-shear-induced cracks’ growth, interaction, and coalescence in rock-like materials. Meanwhile, it has led to many calculation models which were used extensively to describe the non-elastic expansion and the failure mechanism of rock-like materials. Baud et al.⁴ proposed an improved model for the growth of wing cracks and failure mechanism of rocks based on the studies of Horii and Nemat-Nasser.^1,2 In this model, Baud et al.⁴ simplified the growth path of wing cracks into a straight line connecting the wing crack tip to the main crack tip, thereby reducing the calculation efforts. Besides, an approximation calculation formula is proposed. NA Al-Shayea⁵ conducted Brazilian disk splitting test on limestone samples with pre-existing open-type cracks. Based on the maximum shear stress theory, NA Al-Shayea⁵ proposed a method for the calculation of crack initiation angle under mixed Mode I–II fracture. NA Al-Shayea⁵ also observed that when the values of crack orientation with respect to loading direction are high and axial compression is relatively great, crack does not grow from the tip of the notch, but from the center of the specimen. Zhao and Xu⁶ studied the mixed Mode I–II fracture model and introduced second invariants of the deviatoric stress tensor J2 as the crack criterion, the result of which compares well with the results in the plexiglass test and beryllium test. Zhang and Hu⁷ used different failure modes and then proposed the formula for the calculation of tensile and shear crack angles. Yang et al.⁸ came up with a simplified crack model, the criterion for mixed fracture as well as the equation for the prediction of crack growth direction. Lin and Yang⁹ found that in open-type crack, the geometry of the cracks (thickness, tip radius of curvature, etc.) affect the growth of cracks.

Some scholars applied physical detection technologies and computer technologies to the study of crack growth and failure modes. In addition, their own calculation models and fracture criteria are used to analyze the shear–compression fracture in rocks and concrete with cracks. Zhao et al.¹⁰ used scanning electron microscope (SEM) to study the growth, interaction, and coalescence of joints in the rocks under axial compression. Ge et al.¹¹ and H Jian et al.¹² used computed tomography (CT) scanner and auxiliary loading devices to conduct real-time scanning over fractured rocks under uniaxial and triaxial compression for the observation of cracks’ and rocks’ failure. In light of the results, they created CT-value-based damage variable, damage growth rate, threshold value of damage, and other concepts. Tang and colleagues^13–15 developed Realistic Failure Process Analysis (RFPA), a new numerical code, to simulate the microscopic and macroscopic failure of cracked rocks. The results of it showed that the code works well to simulate the nonlinear and non-homogeneous features of rock-like materials. Manouchehrian et al.¹⁶ studied the effect of initial flaw orientation on the ultimate failure mode of samples under compression stress using PFC^2D. This study shows the shorter wing cracks formed and more shear fractures developed and coalesced to form faults with the increase in the flaw inclination angle. The wing cracks shifted from a position at the flaw tips to the flaw centers with the flaw inclination decreased. Dyskin et al.¹⁷ and Guo et al.¹⁸ used different transparent resins to study the growth mechanism of internal cracks and the effects of cracks location and geometry on the results. This study shows that the result basically is in agreement with two-dimensional case when the ratio (abbreviated as the crack depth ratio) d/t of pre-existing crack depth to the thickness of the sample is relatively great. Wong et al.^19,20 studied the growth and failure of open-type cracks using polymethylmethaacrylate (PMMA) and marble as the samples. The study result shows that the growth form of surface cracks correlate with crack depth. The scope of wing crack is relatively large and being extended to the back surface of the sample when d/t is more than 1/3. However, anti-wing cracks are observed when test is conducted on the marble samples having a crack depth ratio of less than 1/3.

Although studies on the failure mode of intermittent rock joint abound, the improvements still are expected. Studies by Baud et al.,⁴ NA Al-Shayea,⁵ and others on the sliding crack model have obtained the calculation methods for stress intensity factor and crack initiation angle. However, these calculation methods with their definite physical significance are complicated and not satisfying in closed crack under compression. Although the mixed Mode I–II fracture criteria proposed by Zhao and Xu⁶ and Yang et al.⁸ yield satisfying results in organic materials and metal materials, the applicability of these criteria on rock-like materials characterized by non-homogeneity and discontinuity requires further studies. Zhao et al.,¹⁰ Ge et al.,¹¹ Tang and colleagues,^13–15 Manouchehrian et al.,¹⁶ and others conducted their studies on the failure of cracked rocks under compression stress by adopting physical detection technologies and software simulation. However, these studies are limited to the summaries of test data and derivation of empirical formulae, lacking rigorous theoretical derivation of fracture criteria and crack initiation form. Dyskin et al.¹⁹ and Wong et al.^19,20 used organic materials and marble as samples and conducted detailed studies on the relationship between the crack depth ratio and wing cracks, yet these studies mainly consider the growth of cracks under uniaxial and biaxial compression loads and therefore are insufficient in the study of failure forms under shear load. Based on the fracture mechanics and rock mechanics, the crack initiation angle and the critical conditions of crack initiation for the rock containing one intermittent rock joint are researched in this article. Finally, numerical experiments are used to verify consistency of theoretical research results and numerical experiment results.

Theoretical analyses of crack initiation conditions

Calculation of stress intensity factor

At the state of compression stress, crack in the rock is closed and the surfaces on the two sides therefore come into contact. The friction thereby produced restricts the sliding and growth of the crack, thus reducing the stress concentration at the tip of the crack. With regard to the calculation of stress intensity factor of intermittent rock joint under compression load, many research results are obtained. However, the stress intensity factor under shear stress is relatively less studied. Shear stress is a type of stress state common in rocks. Under pure shear stress, crack may lead to Mode I cracking or Mode II cracking, determined by the stress conditions near the tip of the crack rather than by the loading forms. When the tensile stress acting on the two sides of the crack overcomes the bonding strength of the crack, the crack will be opened and it will lead to tensile crack at the tip of the crack. That is Mode I crack. The Mode II crack will occur when the crack surfaces slide. Under shear stress, the growth forms of the crack in the rock mass are affected by multiple factors, with the interaction of adjacent cracks further complicating the stress state at the tip of the crack.

Considering the case of an infinite plate with a center crack under compression load and shear load, where the crack length is 2l, the inclination angle is β. Under compression stress and shear stress, plate undergoes failure (Figure 1). Now, the stresses acting on the crack are listed as follows²¹

σ = - σ_{1} \cos^{2} β + 2 τ_{x} \sin β \cos β

(1)

τ = - \frac{σ_{1}}{2} \sin 2 β - τ_{x} \cos 2 β

(2)

In which, σ is the normal stress acting on the crack (MPa), τ is the shear stress (MPa), σ₁ is the maximum principal stress of the unit (MPa), τ_x is the shear stress of the unit, and β is the angle by which the x axis rotates anti-clockwise to the direction of the crack (°). The sign provision of the stresses is consistent with elastic mechanics. As β changes, the normal stress acting on the crack can be tensile or compressive, thus leading to Mode I fracture, Mode II fracture, or mixed Mode I–II fracture. The stress intensity factor²² at the tip of the crack is listed as follows

K_{I} = σ \sqrt{π l}

(3)

K_{II} = (τ - μ σ) \sqrt{π l}

(4)

In which, K_I is the Mode I stress intensity factor (MPa m^1/2), K_II is the Mode II stress intensity factor (MPa m^1/2), and $μ$ is the coefficient of friction on the crack.

By introducing equations (1) and (2) into equations (3) and (4), the formula for the stress intensity factor of crack under compression–shear load is obtained as follows

K_{I} = (2 τ_{x} \sin β \cos β - σ_{1} \cos^{2} β) \sqrt{π l}

(5)

K_{II} = {\begin{matrix} (- \frac{σ_{1}}{2} \sin 2 β - τ_{x} \cos 2 β) \sqrt{π l} σ_{1} / τ_{x} < 2 \tan β \\ [- \frac{σ_{1}}{2} \sin 2 β - τ_{x} \cos 2 β + μ (σ_{1} \cos^{2} β - 2 τ_{x} \sin β \cos β)] \\ \sqrt{π l} σ_{1} / τ_{x} \geq 2 \tan β \end{matrix}

(6)

Calculation of crack initiation angle

Under mixed Mode I–II load, the stress components (Figure 2) on crack tip in polar coordinate system are expressed as follows

\begin{array}{l} σ_{r} = \frac{1}{2 \sqrt{2 π r}} [K_{I} (3 - \cos θ) \cos \frac{θ}{2} + K_{II} (3 \cos θ - 1) \sin \frac{θ}{2}] \\ σ_{θ} = \frac{1}{2 \sqrt{2 π r}} \cos \frac{θ}{2} [K_{I} (1 + \cos θ) - 3 K_{II} \sin θ] \\ τ_{r θ} = \frac{1}{2 \sqrt{2 π r}} \cos \frac{θ}{2} [K_{I} \sin θ + K_{II} (3 \cos θ - 1)] \end{array}}

(7)

In which, r is the distance between the element and crack tip (m), θ is the angle of element radial direction with respect to x axis (°), σ_r is the radial stress acting on the element (MPa), σ_θ is the tangential stress acting on the element (MPa), and τ_rθ is the shear stress acting on the element (MPa).

In the fracture mechanics, the commonly used maximum circumferential stress criterion states that (1) under mixed Mode I–II load, the crack will grow in the direction of the maximum circumferential stress (maximum principal stress) and (2) when (σ_θ)_max attains the critical value, the crack starts growing. According to this criterion, the direction of crack initiation is obtained as follows

θ_{0} = 2 \arctan \frac{1 \pm \sqrt{1 + 8 λ^{2}}}{4 λ}

(8)

In which, θ₀ is the angle of crack initiation direction being relative to the crack direction, with anti-clockwise rotation as the positive direction.

According to formulas (5) and (6)

λ = {\begin{matrix} \frac{\frac{σ_{1}}{τ_{x}} \tan β - \tan^{2} β + 1}{\frac{σ_{1}}{τ_{x}} - 2 \tan β} σ_{1} / τ_{x} < 2 \tan β \\ \frac{\frac{σ_{1}}{τ_{x}} \tan β - \tan^{2} β + 1}{\frac{σ_{1}}{τ_{x}} - 2 \tan β} - μ σ_{1} / τ_{x} \geq 2 \tan β \end{matrix}

(9)

The crack initiation angle under compression–shear stress correlates with the angle of the crack with respect to horizontal direction β and the ratio of normal stress to shear stress. As the ratio value changes, the relationship between the crack initiation angle θ₀ and the crack angle β is shown in Figure 3.

It can be found in Figure 3 that the crack initiation angle correlates closely with the value of σ₁/τ_x. When the ratio value is less than 0.1, it barely affects the crack initiation angle. Theoretically, there are two solutions to the crack initiation angle θ₀, in which the range of θ₁ is [–70.5°, 70.5°] and the range of θ₂ is approximately [–180°, –70.5°] and [70.5°, 180°]. For a specific crack growth problem, it is necessary to analyze it in combination with the actual phenomena.

Critical conditions of crack initiation

According to the maximum circumferential stress criterion, the critical condition of crack initiation angle is expressed as follows

\frac{1}{2} \cos \frac{θ_{0}}{2} [K_{I} (1 + \cos θ_{0}) - 3 K_{II} \sin θ_{0}] = K_{IC}

(10)

In which, K_IC is the Mode I fracture toughness of the material.

Now, when the tangential stress acting on the element on the crack tip reaches the tensile strength of the material, the crack starts to grow. The stress state in the element is expressed as follows²³

\begin{matrix} σ_{1} = σ_{θ} = \frac{1}{2 \sqrt{2 π r}} \cos \frac{θ_{0}}{2} [K_{I} (1 + \cos θ_{0}) - 3 K_{II} \sin θ_{0}] \\ σ_{3} = σ_{r} = \\ \frac{1}{2 \sqrt{2 π r}} [K_{I} (3 - \cos θ_{0}) \cos \frac{θ_{0}}{2} + K_{II} (3 \cos θ_{0} - 1) \sin \frac{θ_{0}}{2}] \\ τ_{r θ} = 0 \end{matrix}}

(11)

In which, σ₁ and σ₃ are the maximum and minimum principal stresses of the element, respectively. Modified Griffith’s criterion requires the effects of σ₁ and σ₃, and the coefficient of friction on the crack shall be considered. The expression for modified Griffith’s criterion is listed as follows²⁴

σ_{1} (\sqrt{μ^{2} + 1} - μ) - σ_{3} (\sqrt{μ^{2} + 1} + μ) = 4 σ_{c}

(12)

In which, σ_c is the tensile strength of rock.

According to equation (9)

\begin{matrix} \cos \frac{θ_{0}}{2} [K_{I} (1 + \cos θ_{0}) - 3 K_{II} \sin θ_{0}] (\sqrt{μ^{2} + 1} - μ) \\ - [K_{I} (3 - \cos θ_{0}) \cos \frac{θ_{0}}{2} + K_{II} (3 \cos θ_{0} - 1) \sin \frac{θ_{0}}{2}] \\ (\sqrt{μ^{2} + 1} + μ) = - 8 K_{IC} \end{matrix}

(13)

Equation (13) is the criterion of mixed-mode fracture of crack under compression–shear stress derived using maximum circumferential stress criterion and modified Griffith’s criterion. In this theory, if K_I in the equation is assumed to be 0, the crack undergoes Mode II fracture, and the ratio of K_II to K_IC can be obtained. Sun et al.²⁵ obtained the value of K_II/K_IC in some marble samples running between 2.96 and 3.28 when the coefficient of friction on the crack surface is not considered. When the value of μ in equation (13) is assumed to be 0, and the ratio of normal stress to shear stress σ₁/τ_x in crack initiation is assumed to be 0.05, according to the discriminant in Sun,²⁶ the crack produces Mode II fracture when β ≈ 150°−60°. According to formulas (8) and (9), the crack initiation angle can be calculated, and the value of $| K_{II} / K_{IC} |$ can be calculated as 3.18–3.46 by formula (13), which is in agreement with the result in Sun et al.²⁹ The friction coefficient of rocks in general ranges from 0.3 to 0.9. If the value of μ is assumed to be 0.5, then the value of K_II/K_IC will be between 4.2 and 5.6. It turns out that friction coefficient affects the critical conditions of crack growth, with higher value of friction coefficient entailing higher value of shear stress required for the generation of Mode II fracture at the tip of the crack.

Numerical experiments of crack initiation processes

Development of model and crack initiation

For the simulation of growth and failure of cracks, the software PFC can be used to simulate the material migration, stress transfer, as well as the initiation and growth of cracks within the samples. In addition, PFC can be used to monitor the location and number of microcracks during the failure of the sample, the form of crack coalescence and the intensity of the specimen, and so on.

During numerical experiments, the size of the sample is 15 cm × 15 cm × 15 cm. As the study of Potyondy and Cundall²⁷ shows, when the diameter of the particle is no more than 4% of the sample size, the size effect can be minimized and the diameter of the particle is set between 0.3 and 0.4 cm. Parallel bond model is used in the samples, and the microscopic parameters are consistent with Yu et al.²⁸ The parameters are shown in Table 1.

Table 1.

Microscopic parameters of particles.

Particles’ parameters	Density (kg/m³)	Porosity	Contact modulus (GPa)	Contact stiffness ratio (k_n/k_s)	Friction coefficient
	2700	0.16	30	3.0	0.62
Parallel bond parameters	Bond modulus (GPa)	Bond stiffness ratio (pb_k_n/pb_k_s)	Normal bond strength (MPa)	Bond strength ratio (pb_n/pb_s)	Radius multiplier
	45	1.2	100	2.0	1.5

The mechanical characteristics of the sample include an elastic modulus of 20 GPa, a Poisson’s ratio of 0.26, an internal friction angle of 47.5°, and a cohesive strength of 29.7 MPa. The elastic modulus and the Poisson’s ratio of the model are obtained by uniaxial compression experiment. The internal friction angle and the cohesion are obtained by a series of direct shear tests, and the normal stress values are set as 1, 5, 10, 15, and 20 MPa. The sample with no cracks is shown in Figure 4(a). Deleting the particles in some region from the unbroken samples will show the cracks. The angles of the crack with respect to the positive direction of the x axis are 30°, 60°, 90°, 120° and 150°, respectively (Figure 4(b)–(f)). In this group of models, the crack length is 3 cm when β = 30°, 90°, and 150°, and the crack length is 5 cm when β = 60° and 120°.

Direct shear tests are conducted in this group of models. The values of the normal stress are set to be 1, 5, and 10 MPa. The lower shear box is fixed, and the upper shear box from the right to the left is displaced (Figure 5). When the crack angle β is greater than 90°, the crack is in stress state of Mode II.

Based on the approximate solution of stress intensity factor of the center crack in a finite size plate in fracture mechanics, the stress intensity factor at the end of the crack in Figure 5 is obtained as follows

K_{I} = \sqrt{\frac{W / 2}{π l} \tan \frac{π l}{W / 2}} σ \sqrt{π l}

(14)

K_{II} = \sqrt{\frac{W / 2}{π l} \tan \frac{π l}{W / 2}} (τ - μ σ) \sqrt{π l}

(15)

Analysis of calculation results

The microcracks are generated near the crack tips at first, so the generation of microcracks indicates the crack initiation. By monitoring the number of microcracks, the crack initiation model can be obtained, so the shear stress of crack initiation can be obtained as well. The distribution pattern of growth path during crack initiation can be plotted, and then, the angle between the broken particles generated by the crack tip and the crack direction is the crack initiation angle. The crack initiation angle can be measured on the picture by drawing auxiliary lines (Figures 6 –10), wherein the light-colored particles represent the portion where the crushing occurs, that is, the crack initiation path.

Under these different normal stresses, the ratio of the normal stress to shear stress when the crack initiates σ₁/τ_x ranges between 0.04 and 0.47. The comparison of the calculation and simulation results of crack initiation angles θ₀ is shown in Table 2.

Table 2.

Comparison of the calculation and simulation results of crack initiation angles θ₀.

Crack angle β (°)	Crack initiation angle under different normal stressesθ0 (°)
	1 MPa		5 MPa		10 MPa
	Theoretical result	Simulation result	Theoretical result	Simulation result	Theoretical result	Simulation result
30	45.4	47	49.3	51	52	53
60	137.6	130	140	139	142	138
90	109.5	102	109.5	110	109.5	94
120	55.6	55	56.4	68	56.9	68
150	12.8	40	24.1	44	32.2	46

The results show that the simulation results are basically in agreement with the calculation results. When β is less than 90°, the error ranges from 3° to 8° and all simulation results are greater than calculation results. When β is equal to 90°, the error ranges from 7° to 15°. When β is equal to 120°, the error ranges between 1° and 12°. When β is equal to 150°, the error is more than 20°.

Under Mode II loading, crack usually undergoes Mode I fracture^26,29–32 at the initiation angle of –70.5°, an error of 180° in comparison with the calculation result of β = 90° in Table 2. When the crack initiation angle is calculated according to equation (8), both θ = –70.5° and 109.5° satisfies the equation. This shows that the crack tip is under maximum tensile stress in that direction and therefore undergoes Mode I fracture. When shear stress is loaded, microcracks distributed along the direction of shear failure surface start to initiate. These microcracks whose distribution is controlled by the direction of shear stress guide the growth of pre-existing crack. Meanwhile, as the stress concentration at the model boundaries is relatively high, shear failure occurs at a relatively early stage. As the failure surface gradually joins secondary cracks, it will affect the direction of crack growth. Due to these factors, the direction of the crack growth changes, thus deviating from the theoretical angle. The crack initiation and peak shear stress under different normal stresses when the crack starts to grow are shown in Table 3.

Table 3.

Crack initiation and peak shear stress under different normal stresses.

Crack angle β (°)	Shear stress of crack initiation (MPa)			Peak shear stress (MPa)
	1 MPa	5 MPa	10 MPa	1 MPa	5 MPa	10 MPa
30	21.1	28.2	36.2	25.5	33.9	44.1
60	23.6	26.5	32.4	26.1	31.4	38.3
90	19.8	24.0	31.5	22.5	29.3	39.1
120	15.0	19.4	25.4	17.3	24.0	30.6
150	16.7	23.2	31.4	23.3	30.0	39.7

When β is higher than 90°, the crack is under Mode II loading and therefore more susceptible to sliding failure. By subjecting the results of tests at different inclination angles to comparison, it can be found that under low normal stress, the shear stress required for crack initiation when β is higher than 90° is less than that required when β is lower than 90°, and the difference is about 17%–36%, whereas under high normal stress, as the friction between cracks increases, the shear stress required for crack initiation increases accordingly, and the difference in shear stress required for crack initiation is reduced to 10%–13%. This demonstrates that the friction between cracks restricts the initiation and growth of cracks and that the friction barely affects the crack initiation angle. Under low normal stress, the crack initiation stress is about 83%–90% of the peak stress without much difference. Yet under high normal stress, that ratio stands between 79% and 85%. This result shows that the shear stress required for crack initiation and full failure increases with normal stress being increased, and the ratio of shear stress decreases slightly at the same time. Both the crack initiation shear stress and peak shear stress when β is 120° are the lowest among the same group model. This demonstrates that the crack at this angle weakens the shear strength of the model the most. The result is in good agreement with the results obtained by Shu.³³

By introducing the values in Tables 2 and 3 into formula (13) and through inverse calculation, the Mode I fracture toughness of this model can be obtained, which is K_IC = 1.43 MPa m^1/2. This value is approximate to the Mode I fracture toughness of marble A in Sun et al.,²⁹ which stands at 1.26 MPa m^1/2.

Divide both sides of equation (13) by 8K_IC, and then, the K value of critical state under different normal stress can be obtained by the data in Tables 2 and 3, and the results are shown in Table 4

Table 4.

K value of critical state under different normal stress.

Crack angle β (°)	1 MPa	5 MPa	10 MPa
0	1.00	1.06	1.08
60	0.87	0.91	0.90
90	1.01	1.01	1.06
120	1.00	0.97	0.99
150	0.05	0.11	0.15

\begin{matrix} K = - \frac{1}{8} \cos \frac{θ_{0}}{2} [\frac{K_{I}}{K_{IC}} (1 + \cos θ_{0}) - 3 \frac{K_{II}}{K_{IC}} \sin θ_{0}] (\sqrt{μ^{2} + 1} - μ) \\ + \frac{1}{8} [\frac{K_{I}}{K_{IC}} (3 - \cos θ_{0}) \cos \frac{θ_{0}}{2} + \frac{K_{II}}{K_{IC}} (3 \cos θ_{0} - 1) \sin \frac{θ_{0}}{2}] (\sqrt{μ^{2} + 1} + μ) \end{matrix}

(16)

The result shows when β is equal to 30°, 90°, and 120°, and the deviation of K is small (the greatest deviation is 8%) and this criterion is therefore reliable to be used to predict the crack initiation angle and critical conditions. When β is equal to 60°, K value is between 0.87 and 0.91. In this case, as the actual crack initiation angle deviates from the calculation result, the calculation result of K deviates as well and therefore needs further modification. When β is equal to 150°, K value is between 0.05 and 0.15. In this case, as the actual crack initiation angle is 15°–17° lower than the calculation result, this criterion is not applicable.

The applicability of the criterion depends on the accuracy of K_IC. K_IC is the inherent property of the material, correlates with the relative size of crack to model and the material strength rather than with the loading form and geometric parameters.³⁴ When β is equal to 60°, the length of the crack is greater, and the distance between the crack tip and sample boundary is relatively short, leading to the relative decrease in K_IC value and thereby the decrease in K value.

Analysis of crack growth

Taking the case of β equal to 30° as example, the value of μ is set to be 0.7. The crack initiation form of the sample under different normal stresses is shown in Figure 6. Whereas the crack initiation form of the sample under different normal stresses is generally the same, the failure form at the loading end and fixed end of the same model is slightly different. The upper tip of the crack gradually curves from the crack initiation angle to the shear direction and then joins the shear fracture zone at the model boundary. When the upper shear box moves from the right to the left, upper right part of the specimen undergoes the earliest stress concentration, and shear failure occurs at the right boundary. The failure grows to the center crack, and then, lower crack tip initiates and grows along the shear fracture zone.

The variation curves of the shear stress and microcrack number along with the shear displacement under different normal stresses are shown in Figure 11. The stress curves under different normal stresses present characteristics with stage-by-stage. The shear stress undergoes elastic stage, crack initiation stage, peak stage, and residual stage. At elastic stage and crack initiation stage, the shear stress grows with the displacement increased. However, the growth rate of shear stress at crack initiation stage is prominently less than that at elastic stage. The crack initiation means the decrease in rock strength. Yet the shear stress at this stage has not reached the shear strength of the rock. The shear stress continues to grow and reach a high level with shear displacement further increasing. When the shear stress reaches peak stage, the crack starts to grow rapidly, coalesces into shear failure surface and shear fracture zone, and then develops into full failure until the shear stress reaches residual stage. Microcracks initiate at late elastic stage, start to grow at the initiation stage, and then increase rapidly at peak stage and grow slowly at residual stage. Microcrack number is close to the same in crack initiation and peak stages, while in residual stage, more microcracks occur in higher normal stress.

The shear failure forms and the distribution of microcracks under different normal stresses are shown in Figures 12 –14 when shear displacement reaches Points A, B, C, and D in Figure 11. In Figures 12 –14, the dark particles represent the portion where the crushing occurs, the black circles are the microcracks, and the black solid lines are the cracks. The crack always initiates at the tip and then gradually grows. At the same time, microcracks start to initiate along the fracture zone. At initiation stage, the initiation of macrocracks mostly concentrates near the pre-existing crack. The distribution of the shear fracture zones is affected by the initial angle. The microcracks start to emerge sporadically and then start to grow and join with other microcracks. The microcracks start to grow rapidly with the increase in shear displacement, particularly near the pre-existing crack. Due to the effect of stress concentration at loading end, a large number of macrocracks initiate at the upper, right, and left boundaries of the model. The contacting surfaces of the crack undergo failures with the thickness of the shear fracture zone growing. When shear displacement increases further, microcracks increase and join each other and lead to the increase in fracture zone and the final coalescence.

Variation curve of shear stress and microcracks’ number along with the change in shear displacement at different crack angles are shown in Figure 15 when the normal stress is 10 MPa. In the whole process, the shear strength of the model is at the highest in β = 30° and at the lowest in β = 120°, with the shear strength at other angles close. When β is equal to 120° and 150°, the initiation stage and peak stage of the stress curve last for the shortest time and the peak value of shear stress occurs most early. At the initiation stage, the number of microcracks in different models is very close. It is not until the peak stage that the number starts to diverge. In peak stage, the number of microcracks increases rapidly, and the growth rate is basically close. At the end of peak stage, the number of microcracks is the greatest when β is equal to 30° and 60°, and the number is smallest when β is equal to 120° and 150°. In residual stage, the number of microcracks increases slowly. The results show in the shear stress loading process that the greater the number of microcracks, the more particle bonds need to be broken and therefore the more energies are consumed, which macroscopically means higher shear strength. In contrast, if a small number of microcracks can coalesce the shear failure surface, the shear stress will also be smaller accordingly.

Figure 16 shows the failure forms and microcrack distribution when the shear displacement in each model reaches the Point B in Figure 15. Given the same displacement, the scope of the fracture zone is relatively large when β is equal to 60°, 120°, and 150°, where the fracture zone extends from the crack tip to the boundary of the sample. However, the distribution of fracture zones at other angels is fragmented. In terms of distribution of microcracks, most of them concentrate at the shear fracture zones near the crack tip. When β is equal to 120°, there are few microcracks and no prominent macroscopic fracture zone appears.

It is worth noting that under the same stress condition, the propagation behavior of the crack is different in various rock types. Compared with soft rock, the stress concentration in hard rock is higher, so the stress intensity factor of crack tip is higher, and the crack initiation critical condition and failure form are different. Many experimental phenomena show that the cracks tend to grow along the crack direction in soft rock, while the cracks tend to produce axial splitting in hard rock. The parameters of the numerical model are determined according to the strength and deformation characteristics of the marble in this article, so the results are close to the failure form of hard rock.

Conclusion

Under compression–shear stress, the crack in the rock is closed. The friction between the cracks affects the failure condition of rock mass. According to the maximum circumferential stress criterion and modified Griffith’s criterion, the crack initiation form and criterion have been derived, which are then verified by numerical simulation method. The conclusions in this research are listed as follows:

The calculation equation for crack initiation angle under compression–shear stress is reliable when β is less than or equal to 90°, and the results are close to the numerical simulation results. The deviation in calculation results from the actual results is relatively big when β is more than 90°. The crack propagates along the shear failure surface. Crack initiation angle correlates closely with the value of σ₁/τ_x. When the value of σ₁/τ_x is less than 0.1, the ratio barely affects the crack initiation value.

The friction between cracks restricts the compression–shear failure of the crack and increases the shear stress required for crack initiation. When normal stress increases, the ratio of crack initiation shear stress to peak shear stress decreases. The cracks at the angle of 120° weaken initiation shear stress of the crack and the shear strength of rock most prominently.

Under shear stress, due to the effect of stress concentration at the boundary of model, the forms of shear failure at the loading end and fixed end are slightly different. Under the premise of Mode I fracture, toughness K_IC of the material is accurate, and the failure criterion derived from maximum circumferential stress criterion and modified Griffith’s criterion is basically reliable when β is less than or equal to 120°.

The changes in shear stress can be divided into elastic stage, crack initiation stage, peak stage, and residual stage. At crack initiation stage, microcracks initiate at a relatively slow level and concentrate near the crack tip. Besides, shear fracture zone at this stage does not coalesce the sample. At peak stage, microcracks grow rapidly, and the thickness of the shear fracture zone grows and coalesces the sample. The shear strength of the sample is proportional to the number of microcracks.

Footnotes

Acknowledgements

The authors would also like to acknowledge the editors and reviewers of this article for their very helpful comments and valuable remarks.

Handling Editor: Kai Bao

Declaration of conflicting interests

The author(s) declared no potential conflicts of interest with respect to the research, authorship, and/or publication of this article.

Funding

The author(s) disclosed receipt of the following financial support for the research, authorship, and/or publication of this article: This research is financially supported by the National Natural Science Foundation of China (Grant No. 41672258).

References

Horii

Nemat-Nasser

. Compression-induced microcrack growth in brittle solids: axial splitting and shear failure. J Geophys Res 1985; 90: 3105–3125.

Horii

Nemat-Nasser

. Brittle failure in compression: splitting, faulting and brittle-ductile transition. Philos T R Soc A 1986; 139: 337–374.

Ashby

Hallam

. The failure of brittle solids containing small cracks under compressive stress states. Acta Metall 1986; 34: 497–510.

Baud

Reuschle

Charlez

. An improved wing crack model for the deformation and failure of rock in compression. Int J Rock Mech Min 1996; 33: 539–542.

Al-Shayea

. Crack propagation trajectories for rocks under mixed mode I-II fracture. Eng Geol 2005; 81: 84–97.

Zhao

Y-h

S-l

. The minimum J₂ criterion for I-II mixed mode brittle fracture. Eng Mech 2002; 19: 94–98.

Zhang

G-c

. Study on crack propagation direction of intermittent single joint rock mass. Coal Geol Explor 2011; 39(4): 43–48.

Yang

X-h

Luan

M-t

Yang

et al . A simplified crack tip brittle fracture model and fracture criterion for mixed mode of loading. J Dalian Univ Technol 2005; 45: 712–716.

Y-p

Yang

C-h

. Influence of geometric characteristics of pre-existing cracks on mixed mode fractures under compression-shear loading. Chin J Rock Mech Eng 2006; 25: 462–466.

10.

Zhao

Huang

Wang

. Real-time SEM observations of the microfracturing process in rock during a compression test. Int J Rock Mech Min 1993; 30: 643–652.

11.

X-r

Ren

J-x

Y-s

et al . CT real-time test on the mesoscopic damage and propagation of rock. Sci China 2000; 30: 104–111.

12.

Jian

S-c

Zhu

W-s

. CT analyses of brittle materials under hydraulic pressure and uniaxial compression. Rock Soil Mech 2002; 23: 587–591.

13.

Tang

C-a

. Numerical simulation of progressive rock failure and associated seismicity. Int J Rock Mech Min 1997; 34: 249–261.

14.

Tang

C-a

Zhao

. RFPA^2D system for rock failure process analysis. Chin J Rock Mech Eng 1997; 16: 507–508.

15.

Tang

C-a

Liu

H-y

Qing

S-q

et al . Influence of heterogeneity on crack propagation modes in brittle rock. Chinese J Geophys 2000; 43: 116–221.

16.

Manouchehrian

Sharifzadeh

Marji

et al . A bonded particle model for analysis of the flaw orientation effect on crack propagation mechanism in brittle materials under compression. Arch Civ Mech Eng 2014; 14: 40–52.

17.

Dyskin

Germanovich

Ustinov

. A 3-D model of wing crack growth and interaction. Eng Fract Mech 1993; 63: 81–110.

18.

Guo

Zhu

Wong

RHC

et al . The mechanism investigation on propagation and coalescence pattern of three internal plane flaws in brittle materials. Key Eng Mat 2006; 325: 739–742.

19.

Wong

RHC

Law

Chauk

et al . Crack propagation from 3-D surface fractures in PMMA and marble specimens under uniaxial compression. Int J Rock Mech Min 2004; 41: 360–366.

20.

Wong

RHC

Guo

Chau

et al . Anti-wing crack study from 3D surface flaw in real rock. In: Proceedings of the 16th European conference on fracture, Alexandroupoli, Greece, 3–7 July 2006. Netherlands: Springer.

21.

Huang

M-s

Zhao

. Engineering mechanics. Beijing, China: Tsinghua University Press, 2006.

22.

Q-z

Z-n

. Engineering fracture mechanics. Beijing, China: Beijing Aeronautics and Astronautics University Press, 1993.

23.

Pan

B-t

Tang

H-m

. The characteristics of the compression-shear fracture in rocks and the I-II composite fracture criterion. Earth Sci 1988; 13: 413–421.

24.

Z-y

. Rock mechanics. Beijing, China: China Water Power Press, 2007.

25.

Sun

Z-q

Rao

Q-h

Wang

G-y

. Study on determination of shear fracture toughness (K_IIc). Chin J Rock Mech Eng 2002; 21: 199–203.

26.

Sun

Z-q

. How to judge fracture mode under arbitrary loading: mode I or mode II fracture. J China Three Gorges Univ 2004; 26: 27–30.

27.

Potyondy

Cundall

. A bonded-particle model for rock. Int J Rock Mech Min 2004; 41: 1329–1364.

28.

Ruan

Chu

. Particle flow code modeling of shear behavior of rock joints. Chin J Rock Mech Eng 2013; 32: 1482–1490.

29.

Erdogan

Shi

. On the crack extension in plate under plane loading and transverse shear. Basic Eng 1963; 85: 519–527.

30.

Sakai

. Mixed mode fracture of ceramics in asymmetric four-point bending: effect of crack-face grain interlocking/bridging. Am Ceram Soc Bull 1996; 79: 2718–2726.

31.

Swartz

Taha

. Mixed mode crack propagation and fracture in concrete. Eng Fract Mech 1990; 35: 137–144.

32.

L-y

Z-z

Sun

Z-q

. Experiments research and theoretical analyses in brittle fracture of rock under mixed-mode loads. Chin J Rock Mech Eng 1990, 35: 137–144.

33.

Shu

J-m

Yue

et al . Numerical simulation of mechanical behavior of single fracture rock mass under direct shear. J PLA Univ Sci Technol. Epub ahead of print October 2016. DOI: 10.12018/j.issn.1009-3443.20151220001/2016.04.07.

34.

Zhang

T-y

Gao

D-y

Zheng

G-h

et al . Fracture toughness of concrete and influencing factors under three-point bending. J Hydraul Eng 2013; 44: 601–607.

Research on crack initiation mechanism and fracture criterion of rock-type materials under compression–shear stress

Abstract

Keywords

Introduction

Theoretical analyses of crack initiation conditions

Calculation of stress intensity factor

Calculation of crack initiation angle

Critical conditions of crack initiation

Numerical experiments of crack initiation processes

Development of model and crack initiation

Analysis of calculation results

Analysis of crack growth

Conclusion

Footnotes

Acknowledgements

Declaration of conflicting interests

Funding

References