Experimental Investigation of the Size Effect of the Mode I Static Fracture Toughness of Limestone

Zhang, Sheng; Wang, Longfei; Gao, Mingzhong

doi:https://doi.org/10.1155/2019/7921694

Advances in Civil Engineering

On this page

Abstract Introduction Conclusion Data Availability Conflicts of Interest Acknowledgments References Copyright Related Articles

Research Article | Open Access

Volume 2019 | Article ID 7921694 | https://doi.org/10.1155/2019/7921694

Experimental Investigation of the Size Effect of the Mode I Static Fracture Toughness of Limestone

Sheng Zhang,^1,2Longfei Wang,¹and Mingzhong Gao³

Academic Editor: Mostafa Sharifzadeh

Received18 Feb 2019

Accepted23 May 2019

Published27 Jun 2019

Abstract

To study the size effect of the fracture toughness of notched semicircular bend (NSCB) specimens, the dimensionless energy release rate equation of the NSCB specimen was deduced on the basis of the Bažant energy release rate. The influence of the crack length and the specimen size on the fracture toughness was analyzed. The Bažant scale equation was obtained using the International Union of Laboratories and Experts in Construction Materials, Systems, and Structures (RILEM) method. Finally, the Bažant equation was used to analyze the fracture toughness of an NSCB specimen with a radius of 75 mm, and the degree of variation was predicted. The results show that a longer fracture is correlated with a lower fracture toughness value for the same sample size and that a larger specimen radius is correlated with a higher fracture toughness value for the same crack length. The obtained Bažant equation correctly reflects the scale law of the fracture toughness of the NSCB specimen and provides highly accurate predictions of the fracture toughness of large specimens, with an error of not more than 3%. The results obtained in this study provide a new reference method and theoretical basis for the future testing work.

1. Introduction

The fracture toughness of rock is an important basic mechanical parameter that characterizes the ability of the material to resist crack initiation and propagation [1]. However, the fracture toughness of rock is not easily measured and is affected by factors such as the laboratory equipment, specimen shape, temperature, confining pressure, and loading rate [2–9], with the specimen size being one of the most important factors. As a result, it is important to study the size effect of rock fracture toughness; such a study requires the use of the mechanical parameters measured in the laboratory to guide the design of large structures in civil engineering.

Certain remaining controversies regarding the causes of the size effect are the topic of active research. Bažant [10, 11], based on the energy release theory, proposed a simple equation for the static size effect that describes the size effect of the nominal strength of a quasibrittle material structure after large stabilized crack propagation. This equation is the famous Bažant size effect law. Wu et al. [12] proposed a geometric shape function of a cracked chevron notched Brazilian disc (CCNBD) based on Bažant’s equation of the fracture toughness scale law under similar conditions; this approach solved the limitation that the equation of the Bažant scale law is not valid in the case of nonsimilarity of the CCNBD specimen structure. Zhang et al. [13] studied the size effect of the dynamic fracture toughness of rock under impact loading using the holed-cracked flattened Brazilian disc (HCFBD). Feng et al. [2] used the Hopkinson pressure bar system to perform a radial impact test on Brazilian disc samples with three geometrical similarities and different sizes of flattened Brazilian disc (CSTFBD) that were cracked straight through and determined the dynamic fracture toughness of rock using experiments and a numerical method. The test results showed that the dynamic fracture toughness of rock is affected not only by the loading rate but also by the size effect. Yu et al. [14] using self-developed rock rupture process numerical calculation software, performed a numerical simulation of granite samples with particle sizes of 1.02 mm, 2.12 mm, and 3 mm and studied the dimensional effect of fracture toughness from the microscopic perspective. In other research, Arslan and Ince [15] used the neural network method to analyze the size of the fracture process zone. Ayatollahi and Akbardoost [16] analyzed the size effect of the complex fracture toughness of marble and recommended a quantitative analysis method of the fracture zone. Wong and co-researchers [17, 18] performed marble and gypsum material compression tests and observed crack propagation processes; these tests involved a variety of particle sizes associated with marble and gypsum materials and thus involved various particle size distributions. The results showed that the crack initiation stress decreases with decreasing particle size and that the uniaxial compressive strength is not strongly coupled to the particle size of the fractured rock. Dai and his co-researchers [19, 20] carried out numerical simulation to assess fracture process zones and the progressive rock fracture mechanism of CCNBD specimens. In addition, when the rock specimens have the small size, the nonsingular stress terms (e.g., the T stress) are also important factors to affect fracture toughness. As to this issue, Aliha and Ayatollahi [21, 22] researched the influence of the nonsingular stress term T on the rock fracture toughness. Wei et al. [23, 24] used generalized maximum tangential strain criterion (GMTS) and further improved maximum tangential stress criterion (FIMTS) to predict I/II fracture toughness of rocks with the consideration of T stress.

In summary, in most of the studies on the size effect of rock fracture toughness, the researchers have used CCNBD specimens previously recommended by the International Society for Rock Mechanics (ISRM) or developed their own CSTFBD or HCFBD specimens. In this context, we investigated the size effect of rock fracture toughness using the notched semicircular bend (NSCB) [25–27] specimens which were proposed by the ISRM in 2014. The NSCB specimens have a wider size, disk radius values of 25 mm, 37.5 mm, 50 mm, and 75 mm, and a ratio of crack length to disk specimen radius of 0.4 to 0.6; in particular, the prefabricated crack width of this specimen type requires special processing methods, with a prefabricated crack width of less than 0.6 mm. Based on the Bažant energy release rate theory, the size effects of NSCB specimens under different prefabricated crack lengths were studied.

2. Preparation and Test Methods

2.1. Formula for Determining the Fracture Toughness of Rock Using the NSCB Specimen

Figure 1 shows the loading of the NSCB sample. a represents the length of the artificial prefabricated crack, in Figure 1(a) represents the load applied to the specimen, and S represents the distance between the two support points of the specimen. B in Figure 1(b) is the thickness of the specimen, and R is the radius of the specimen. According to the recommended method of [25], the equation for the mode I fracture toughness of an NSCB sample is given by the following equation:where represents the peak load of the NSCB sample measured in the test, π is a constant, and Y is the dimensionless stress intensity factor of the NSCB specimen (which is related to the geometric configuration of the sample). According to the international suggested method, Y is calculated as follows:where α represents the dimensionless crack length, that is, α = a/R. The mode I fracture toughness can be calculated using equations (1) and (2).

(a)

(b)

2.2. Preparation of the NSCB Specimen

The specimen material is limestone obtained from Jiaozuo city, Henan Province. The main material of the rock is calcite, the hardness is low, the natural microfracture density is small, the structure is dense, the texture is uniform, and the mineral particles are small. The density of the rock material is ρ = 2.6 g/cm³, Young’s modulus is E = 63.938 GPa, Poisson’s ratio is ν = 0.27, longitudinal wave velocity is = 5.674 × 10³ m/s, and compressive strength is σ_c = 169.35 MPa.

The specimens were prepared using the following four steps: drilling the rock, creating the discs, grinding the rock face, and making an artificial seam, as shown in Figure 2.(1)We drilled the rock core on limestone slabs with sleeve diameters of 50 mm, 75 mm, 100 mm, and 150 mm.(2)Four kind of diameters of drill cores were cut into a disk with the ratio of thickness to diameter 0.32, and then the upper and lower end faces of the disc specimen were polished using a grinding machine to an unevenness of less than 0.5° and ensure that the ratio of specimen thickness to specimen diameter is 0.3.(3)The polished disc sample was cut into two semidiscs, and then the vertical end of the semicircle was polished using a grinder to be perpendicular to the upper and lower ends.(4)The thickness of the prefabricated crack was approximately 0.5 mm; a customized wire-cutting system was used to make the prefabricated crack tip of the semidisc specimen. To refine the treatment, a cutting wire diameter of 0.25 mm was used.

(a)

(b)

(c)

(d)

To study the size effect of the NSCB specimen and its crack length, the radius R was set to 25 mm, 37.5 mm, 50 mm, and 75 mm. The ratio of the crack length to the specimen radius ratio a/R was 0.4∼0.6 within a total of 36 NSCB specimens. The sizes of the specimens are shown in Table 1.

2.3. Experimental Equipment and Procedures

The three-point bending fracture test was performed in an RMT-150B (Wuhan Institute of Geotechnical Mechanics, Chinese Academy of Sciences, Wuhan city, Hubei Province, China) testing machine configured as shown in Figure 3. The maximum vertical load of the test machine is 1000 kN, and the maximum compression deformation is 20 mm; this configuration meets the requirements for test range and accuracy. This machine is also capable of recording test results (including loads, displacements, and elongations) using a data logger, and the curve is recorded and output by the RMT-150B control software on the computer.

To obtain a more stable load-displacement curve and straight crack propagation path, the displacement-loading control was used and its loading rate was 0.0002 mm/s.

3. Derivative Equation of the NSCB Specimen Based on the Dimensional Energy Release Rate Theory

Bažant provided an equation for calculating the nominal strength of σ_n a three-point bend beam specimen [11]:where is the maximum load, c_n is the intrinsic coefficient of the specimen, b is the thickness of the specimen, and d is the characteristic size (height or depth) of the specimen. For the NSCB specimen, its characteristic size is equal to R. (plane-stress state) or (plane-strain state), where E represents Young’s modulus and represents Poisson’s ratio. The strain energy is given bywhere , where is the load applied on the specimen; represents the volume of the specimen; is a function related to the length of the crack; and (for NSCB specimen, its characteristic size d is equal to its radius R) indicates the dimensionless crack length (a represents the crack length of the specimen). Therefore, the energy release rate is

That is,where , , and . represents the geometry function of the specimen, and is a function associated with the sample configuration and the loading method. , an important parameter in studying the scale law of fracture toughness, depends on the geometry of the specimen and represents a dimensionless energy release rate function independent of the size. The geometrical function of the NSCB sample is derived below.

Equation (1) describes the fracture toughness of the NSCB specimen. The relationship between the fracture toughness K_Ic and the energy release rate of the NSCB sample satisfies equation (7) under the condition of the linear elasticity.

The NSCB sample energy release rate can be obtained using equations (1) and (7):

For NSCB specimens, the characteristic size is the radius R of the specimen, which corresponds to d in equation (6), and B is the thickness, which corresponds to b in equation (6). For a certain specimen configuration, the energy release rate is a fixed value; therefore, , and the expression of the dimensionless energy release rate of the NSCB sample can be obtained as follows:where represents the dimensionless crack length of the NSCB specimen (where a again represents the crack length of the specimen) and Y represents the dimensionless stress intensity factor, which is calculated in equation (2). Bažant et al. [10, 11] introduced the fracture toughness and the effective fracture zone length c_f of the infinitely large specimen by introducing two material fracture parameters on the basis of the blunt fracture zone model. The following law of the scale effect of fracture toughness was proposed:where represents the test value of the fracture toughness, which is calculated according to the linear elastic fracture mechanics equation with the initial crack length a combined with the maximum load ; represents the true fracture toughness value of the rock material; represents the length of the fracture process zone; represents the dimensionless energy release rate; and is the derivative of to α; then, we substitute α for . When the specimen is infinite, the fracture process area can be fully developed without the boundary conditions of the specimen; thus, is a material constant. In addition, the length of the initial fracture length α is sufficiently long so that the length of the fracture process zone can be ignored and the linear-elastic fracture mechanics is still applicable. is the material constant. Therefore, as long as and can be determined and substituted into the equation (10), the scale law equation of a given geometry specimen can be obtained and used to predict the fracture toughness value of larger specimens.

The International Union of Laboratories and Experts in Construction Materials, Systems, and Structures (RILEM) have provided the following solution procedure [28]:(a)The corrected maximum loads, , …, , which take the weight of the specimen into account, must be calculated: where W_j is the mass of the specimen and n is the number of tests conducted.(b)Perform linear regression, considering the plot of the ordinates Y_j against the abscissa X_j, where Determine the slope and intercept of the regression line : where(c)Calculate the dimensionless energy release rate using equation (9).(d)Calculate the fracture energy of the material : The value of can be obtained from equation (7), which is the relationship between the nondimensional energy release rate and the fracture toughness. The length of the fracture zone c_f can also be obtained from the following equation: The scaling law of NSCB sample fracture toughness can be obtained by obtaining c_f and using equation (10).

4. Test Results and Size Effect Analysis

4.1. Test Results of Fracture Toughness

The three-point bending fracture test of the NSCB specimen was performed on an RMT-150B test machine; the maximum load of each specimen was obtained, and the test value of NSCB sample fracture toughness K_Ic was obtained by substituting into equation (1), as listed in Table 2.

Figure 4 shows that the fracture toughness of the NSCB specimen changes with increasing specimen radius under three kinds of dimensionless crack length.(1)The fracture toughness values increase with increasing specimen radius, showing a prominent size effect. When α = 0.4 and the sample radius increases from 25 mm to 75 mm, the average value of fracture toughness increases from 1.074 MPa·m^1/2 to 1.255 MPa·m^1/2, an increase of 16.9%. When α = 0.5 and the sample radius increases from 25 mm to 75 mm, the average value of fracture toughness increases from 0.763 MPa·m^1/2 to 1.217 MPa·m^1/2, an increase of 59.5%. When α = 0.6 and sample radius increases from 25 mm to 75 mm, the average value of fracture toughness increases from 0.724 MPa·m^1/2 to 1.163 MPa·m^1/2, an increase of 60.6%. Thus, the sample radius has a significant influence on the fracture toughness of NSCB, and the effect increases with increasing crack length.(2)The length of crack has a strong influence on fracture toughness, and as the length of the crack increases, the test value of fracture toughness of NSCB decreases continuously. When the sample radius is 25 mm and the dimensionless crack length increases from α = 0.4 to α = 0.6, the average fracture toughness decreases from 1.074 MPa·m^1/2 to 0.724 MPa·m^1/2, a reduction of 32.6%. When the sample radius is 37.5 mm and the dimensionless crack length increases from α = 0.4 to α = 0.6, the average fracture toughness decreases from 1.151 MPa·m^1/2 to 1.057 MPa·m^1/2, a reduction of 8.17%. When the sample radius is 50 mm and the dimensionless crack length increases from α = 0.4 to α = 0.6, the average fracture toughness decreases from 1.249 MPa·m^1/2 to 1.068 MPa·m^1/2, a reduction of 14.5%. When the sample radius is 75 mm and the dimensionless crack length increases from α = 0.4 to α = 0.6, the average fracture toughness decreases from 1.255 MPa·m^1/2 to 1.163 MPa·m^1/2, a reduction of 7.3%. In general, the influence of the length of fracture on the specimen with different sizes is different; the strongest influence occurs with the specimen with a radius of 25 mm, and the smallest influence occurs with the specimen with a radius of 75 mm.

(a)

(b)

(c)

4.2. Size Effect Analysis of the Fracture Toughness Test Value

In the RILEM recommendation method, the thickness, radius, and maximum load of the specimens are directly applied to the equation of the coordinate solution of the regression coordinate point. The ordinate value of the regression data point is obtained, and the radius of the sample is used as the horizontal coordinate. According to the method recommended by RILEM, linear regression is obtained, and the regression curve is shown in Figure 5.

(a)

(b)

(c)

The slope A and intercept C of the regression line can be obtained from the linear regression equation obtained from Figure 5. The fracture energy of the NSCB specimen is obtained by substituting the slope A into equation (15), and the true fracture toughness of each specimen can be obtained from equation (7). Finally, the slope A and intercept C are substituted into equation (16) to obtain the fracture toughness process area . and are listed in Table 2.

We average the true fracture toughness values of the samples with a radius of 25 mm, 37.5 mm, and 50 mm (the true value of the fracture toughness of the NSCB specimen with a radius of 75 mm is used as the detection value); next, the average value of fracture toughness and the length of fracture process zone of NSCB specimens are obtained under the condition of each fracture length: (1) when α = 0.4, = 1.306 MPa·m^1/2 and c_f = 1.825 mm; (2) when α = 0.5, = 2.03 MPa·m^1/2 and c_f = 18.532 mm; and (3) when α = 0.6, = 1.609 MPa·m^1/2 and c_f = 10.398 mm. By substituting the values of and c_f into equation (10), the equation of the Bažant scaling law under three types of crack lengths is obtained:

From the previous analysis, it is known that the fracture toughness obtained by the maximum load and the initial fracture length has a prominent size effect. As the sample radius scales as 1 : 1.5 : 2 : 3, for the dimensionless prefabricated crack lengths α = 0.4, α = 0.5, and α = 0.6, the fracture toughness test values increase as 1 : 1.07 : 1.16 : 1.17, 1 : 1.44 : 1.55 : 1.6, and 1 : 1.46 : 1.48 : 1.61, respectively. Using the RILEM recommendation method, the NSCB sample Bažant scale law equation for different fracture lengths is obtained, as shown in equation (17). Equation (17) can reflect the size effect of NSCB sample fracture toughness, as shown in Figure 6.

(a)

(b)

(c)

Equation (17) is determined by the average value of the true value of fracture toughness of NSCB specimens with specimen radius values R of 25 mm, 37.5 mm, and 50 mm. Using the NSCB fracture toughness test value of radius of 75 mm as the detection value, the prediction accuracy of the equation of scale law is determined; the results obtained are shown in Table 3. The dimensionless crack length α is in the range of 0.4–0.6, and with increasing α, the prediction accuracy of equation (17) is continually improved. The maximum error is less than 3%. Therefore, the Bažant equation can correctly reflect the change of the size effect of the fracture toughness of NSCB specimens and offer high accuracy in predicting the fracture toughness of large specimens.

5. Discussion of the Correlation between the Fracture Toughness and Other Parameters

For the Bažant scaling law shown in equation (17), as the sample size approaches infinity (R⟶∞), fracture toughness values of finite samples approach the real fracture toughness, i.e., K_Ic approaches .

Certain correlations exist between the physical and mechanical parameters of rock. A large number of studies have confirmed that the fracture toughness (), as a rock mechanical parameter, is related to the compressive strength (σ_c), density (ρ), and -wave velocity (), among other properties. Therefore, other parameters of rock can be used to estimate the value of [29]. A previous report [29] summarized the empirical equations between and σ_c, ρ, and , as given by the following equation:

The true fracture toughness of limestone used in this test can be estimated by substituting the parameters of limestone measured in equation (18). The fracture toughness values of three types of NSCB specimens with different fracture lengths were obtained by assuming that the specimen radius was infinite, and the true values of fracture toughness were obtained by averaging. The measured average values of σ_c, ρ, and along with the estimated results are listed in Table 4. Note that to predict the fracture toughness of the NSCB specimen of radius of 75 mm, the equation of the Bažant scaling law obtained in the previous section is , and the mean value of the NSCB samples with radius values of 25 mm, 37.5 mm, and 50 mm are substituted into equation (10). Here, we take the four average fracture toughness values for sample radius values from 25 mm to 75 mm to represent in the Bažant scale equation using the same method and calculate the value of ; the results are shown in Table 4.

According to Table 4, a large difference exists between the fracture toughness test results obtained by the initial crack length and the maximum load and those that can be obtained by other methods, and the maximum error is 66.42%, which shows that one cannot simply ignore the influence of the size effect when conducting rock fracture toughness tests. In addition, the true fracture toughness value of limestone calculated using the Bažant equation is close to that obtained using other mechanical parameters for the same limestone, and the relative errors are less than 10%. The cause of this relative error may be related to the specimen configuration and the rock sample characteristics.

6. Conclusion

The three-point bending fracture test was conducted with an NSCB sample as recommended by the International Society of Rock Mechanics, and the influence of the sample size and crack length on the fracture toughness test value was analyzed. The main conclusions are as follows:(1)For the same crack length, the fracture toughness has a prominent size effect. The empirical fracture toughness increases with increasing sample radius, with the test value of the fracture toughness increasing 1.6 times when the radius increases from 25 mm to 75 mm.(2)For a fixed sample size, an increase in crack length decreases the fracture toughness test value, and the maximum decrease is as high as 32.6%. The decrease varies with the sample radius; a sample disk radius of 25 mm has the greatest impact, and a sample disk radius of 75 mm has the least influence;(3)The fracture toughness measured by the initial crack length and maximum load is lower than the true value by 53.32%. The RILEM recommendation method is used to obtain the NSCB-sample Bažant scaling law equation, which correctly reflects the NSCB specimen size effect of the fracture toughness; for large specimens, the fracture toughness is predicted with high precision, with an error of less than 3%.

Data Availability

Data supporting this research article are available from the corresponding author.

Conflicts of Interest

The authors declare that they have no conflicts of interest.

Acknowledgments

This study was financially supported by the National Key Research and Development Program of China (grant no. 2016YFC0600701), the National Natural Science Foundation of China (grant nos. 51674101 and 51674170), and the Key Laboratory Open Project Fund in Henan Province (grant no. S201605).

References

M.-D. Wei, F. Dai, Y. Liu, N.-W. Xu, and T. Zhao, “An experimental and theoretical comparison of CCNBD and CCNSCB specimens for determining mode I fracture toughness of rocks,” Fatigue & Fracture of Engineering Materials & Structures, vol. 41, no. 5, pp. 1002–1018, 2018.
View at: Publisher Site | Google Scholar
F. Feng, C. G. Wei, and Q. Z. Wang, “Size effect for rock dynamic fracture toughness tested with cracked straight through flattened Brazilian disc,” Engineering Mechanics, vol. 26, no. 4, pp. 167–173, 2009, in Chinese.
View at: Google Scholar
S. Zhang, Q. Z. Wang, and Y. L. Liang, “Research on influence of crack length on test values of rock dynamic fracture toughness,” Chinese Journal of Rock Mechanics and Engineering, vol. 28, no. 8, pp. 1691–1696, 2009, in Chinese.
View at: Google Scholar
G. Q. Zhang, M. Chen, and X. Y. Yang, “Influence of fracture width on rock toughness measurement,” Journal of the University of Petroleum, China, vol. 26, no. 6, pp. 42–45, 2002, in Chinese.
View at: Google Scholar
C. Li, “A study of the effect of temperature on the fracture properties of rock materials,” Journal of Nanjing Institute of Technology (Natural Science Edition), vol. 11, no. 4, pp. 39–46, 2013, in Chinese.
View at: Google Scholar
J. Xu, S. M. Dong, and W. Hua, “Effect of confining pressure on stress intensity factors determined by cracked Brazilian disk,” Rock and Soil Mechanics, vol. 36, no. 7, pp. 1959–1965, 2015, in Chinese.
View at: Google Scholar
Q. Yin, H. W. Jing, H. J. Su et al., “Loading rate effect on fracture properties of granite after high temperature,” Journal of China University of Mining & Technology, vol. 44, no. 4, pp. 597–603, 2015, in Chinese.
View at: Google Scholar
Y. Xu, F. Dai, N. W. Xu, and T. Zhao, “Numerical investigation of dynamic rock fracture toughness determination using a semi-circular bend specimen in split Hopkinson pressure bar testing,” Rock Mechanics and Rock Engineering, vol. 49, no. 3, pp. 731–745, 2016.
View at: Publisher Site | Google Scholar
F. Dai, Y. Xu, T. Zhao, N.-W. Xu, and Y. Liu, “Loading-rate-dependent progressive fracturing of cracked chevron-notched Brazilian disc specimens in split Hopkinson pressure bar tests,” International Journal of Rock Mechanics and Mining Sciences, vol. 88, pp. 49–60, 2016.
View at: Publisher Site | Google Scholar
Z. P. Bažant, “Size effect,” International Journal of Solids and Structures, vol. 37, pp. 69–80, 2000.
View at: Google Scholar
Z. P. Bažant and M. T. Kazemi, “Size dependence of concrete fracture energy determined by RILEM work-of-fracture method,” International Journal of Fracture, vol. 51, pp. 121–138, 1991.
View at: Google Scholar
L. Z. Wu, X. M. Jia, and Q. Z. Wang, “A new stress intensity factor formula of cracked chevron notched Brazilian disc (CCNBD) and its application to analyzing size effect,” Rock and Soil Mechanics, vol. 25, no. 2, pp. 233–237, 2004, in Chinese.
View at: Google Scholar
S. Zhang, Q. Z. Wang, and H. P. Xie, “Size effect of rock dynamic fracture toughness,” Explosion and Shock Waves, vol. 28, no. 6, pp. 544–551, 2008, in Chinese.
View at: Google Scholar
M. Yu, W. C. Zhu, Y. J. Yu et al., “Numerical simulation for calculating the tensile strength and fracture toughness based on different grain sizes,” Journal of Northeastern University (Natural Science), vol. 38, no. 6, pp. 864–868, 2017, in Chinese.
View at: Google Scholar
A. Arslan and R. Ince, “The neural network approximation to the size effect in fracture of cementitious materials,” Engineering Fracture Mechanics, vol. 54, no. 2, pp. 249–261, 1996.
View at: Publisher Site | Google Scholar
M. R. Ayatollahi and J. Akbardoost, “Size effects in mode II brittle fracture of rocks,” Engineering Fracture Mechanics, vol. 112-113, pp. 165–180, 2013.
View at: Publisher Site | Google Scholar
L. N. Y. Wong and H. H. Einstein, “Crack coalescence in molded gypsum and carrara marble: part 2—microscopic observations and interpretation,” Rock Mechanics and Rock Engineering, vol. 42, no. 3, pp. 513–545, 2009.
View at: Publisher Site | Google Scholar
L. N. Y. Wong and X.-P. Zhang, “Size effects on cracking behavior of flaw-containing specimens under compressive loading,” Rock Mechanics and Rock Engineering, vol. 47, no. 5, pp. 1921–1930, 2014.
View at: Publisher Site | Google Scholar
M.-D. Wei, F. Dai, N.-W. Xu, and T. Zhao, “Stress intensity factors and fracture process zones of ISRM-suggested chevron notched specimens for mode I fracture toughness testing of rocks,” Engineering Fracture Mechanics, vol. 168, pp. 174–189, 2016.
View at: Publisher Site | Google Scholar
F. Dai, M. D. Wei, N. W. Xu, Y. Ma, and D. S. Yang, “Numerical assessment of the progressive rock fracture mechanism of cracked chevron notched Brazilian disc specimens,” Rock Mechanics and Rock Engineering, vol. 48, no. 2, pp. 463–479, 2015.
View at: Publisher Site | Google Scholar
M. R. M. Aliha and M. R. Ayatollahi, “Two-parameter fracture analysis of SCB rock specimen under mixed mode loading,” Engineering Fracture Mechanics, vol. 103, pp. 115–123, 2013.
View at: Publisher Site | Google Scholar
M. R. Ayatollahi and M. R. M. Aliha, “Fracture toughness study for a brittle rock subjected to mixed mode I/II loading,” International Journal of Rock Mechanics and Mining Sciences, vol. 44, no. 4, pp. 617–624, 2007.
View at: Publisher Site | Google Scholar
M.-D. Wei, F. Dai, N.-W. Xu, Y. Liu, and T. Zhao, “Fracture prediction of rocks under mode I and mode II loading using the generalized maximum tangential strain criterion,” Engineering Fracture Mechanics, vol. 186, pp. 21–38, 2017.
View at: Publisher Site | Google Scholar
M.-D. Wei, F. Dai, J.-W. Zhou, Y. Liu, and J. Luo, “A further improved maximum tangential stress criterion for assessing mode I fracture of rocks considering non-singular stress terms of the Williams expansion,” Rock Mechanics and Rock Engineering, vol. 51, no. 11, pp. 3471–3488, 2018.
View at: Publisher Site | Google Scholar
M. D. Kuruppu, Y. Obara, M. R. Ayatollahi, K. P. Chong, and T. Funatsu, “ISRM-suggested method for determining the mode I static fracture toughness using semi-circular bend specimen,” Rock Mechanics and Rock Engineering, vol. 47, no. 1, pp. 267–274, 2014.
View at: Publisher Site | Google Scholar
M.-D. Wei, F. Dai, N.-W. Xu, T. Zhao, and Y. Liu, “An experimental and theoretical assessment of semi-circular bend specimens with chevron and straight-through notches for mode I fracture toughness testing of rocks,” International Journal of Rock Mechanics and Mining Sciences, vol. 99, pp. 28–38, 2017.
View at: Publisher Site | Google Scholar
M. D. Wei, F. Dai, N. W. Xu, T. Zhao, and K. W. Xia, “Experimental and numerical study on the fracture process zone and fracture toughness determination for ISRM-suggested semi-circular bend rock specimen,” Engineering Fracture Mechanics, vol. 154, pp. 43–56, 2016.
View at: Publisher Site | Google Scholar
S. P. Shah, “Size-effects methods for determining fracture energy and process zone size of concrete,” Materials and Structures, vol. 23, no. 6, pp. 461–465, 1990.
View at: Publisher Site | Google Scholar
H. Bao, F. Q. Wu, and P. C. Xi, “Estimation of mode I fracture toughness of rock and its impact factors analysis,” Journal of China Coal Society, vol. 42, no. 3, pp. 604–612, 2017, in Chinese.
View at: Google Scholar

Copyright

Copyright © 2019 Sheng Zhang et al. This is an open access article distributed under the Creative Commons Attribution License, which permits unrestricted use, distribution, and reproduction in any medium, provided the original work is properly cited.

PDF Download Citation

Download other formats

Order printed copies

Views

1475

Downloads

1180

Citations