Research Article  Open Access
Pu Yuan, Qinyong Ma, Dongdong Ma, "Stress Uniformity Analyses on Nonparallel EndSurface Rock Specimen during Loading Process in SHPB Tests", Advances in Civil Engineering, vol. 2018, Article ID 5406931, 12 pages, 2018. https://doi.org/10.1155/2018/5406931
Stress Uniformity Analyses on Nonparallel EndSurface Rock Specimen during Loading Process in SHPB Tests
Abstract
To investigate the influence of nonparallel endsurface on stress uniformity during loading process in rock SHPB test, SHPB numerical simulations have been carried out by LSDYNA when endface nonparallelism is within 0.40% and Young’s modulus ranges from 14 GPa to 42 GPa. Isotropic linear elastic model is applied for elastic steel pressure bar, and HJC constitutive model is chosen for rock specimen. Numerical simulation results indicate that fluctuation effect exists in both reflected stress waves and transmitted stress waves, and it is enhanced with the increase of endsurface nonparallelism. The stress nonuniformity coefficient attenuates in a serrated fluctuation. With the increase of endsurface nonparallelism, the amplitude of transmitted stress wave gradually reduces, while stress nonuniformity coefficient increases. Stress equilibrium time first decreases slightly then increases in a step type. Therefore, nonparallel endsurface leads to two reverse results for stress uniformity during SHPB loading process, extending stress equilibrium time and shortening stress equilibrium time. And the influence on shortening stress equilibrium time is weak, while the influence on extending stress equilibrium time is great. When endsurface nonparallelism is 0.10%, stress equilibrium time achieves its lowest value whatever Young’s modulus is. Hence, endsurface nonparallelism of the rock specimen is suggested to be controlled within 0.10% when conducting SHPB tests.
1. Introduction
Split Hopkinson pressure bar (SHPB) apparatus has been a very popular and promising experimental technique for evaluating the dynamic mechanical characteristics of rock [1, 2], concrete [3], soil [4], and cemented sand [5] at high strain rates (10^{2}∼10^{4} s^{−1}). Conventional SHPB apparatus consists of three essential parts: a striker bar, an incident bar, and a transmission bar. A pending specimen is sandwiched between the incident bar and transmission bar. Therefore, there are three contact surfaces in SHPB tests: the contact surface between the striker and incident bars, the contact surface between the incident bar and the pending specimen, and the contact surface between the transmission bar and the pending specimen [6]. Parallel condition and friction situation of three contact surfaces play a great impact on dynamic mechanical characteristics of pending specimen in SHPB tests [7–9].
With the development of SHPB technique, how to improve the accuracy of SHPB test results and the precision of dynamic mechanical characteristics measurement is becoming a key issue for SHPB technique [6]. For SHPB apparatus, there are two kinds of bar misalignment effect: processing accuracy and assembly precision of elastic pressure bars. Six major types of bar misalignment, offset of neutral axis, uneven support height, nonparallel impact endsurface, bar straightness, dome, and cone impact endsurface shapes, have been investigated by numerical simulations, and the distorted signal generated by bar misalignment produces unreliable data analysis for the presence of a flexural mode of vibration [8]. To estimate the effects of imperfect conditions on incident waves in SHPB tests, four types of imperfect conditions, curved bar, axis offset between the striker and incident bars, inclination of impact endsurface, and indentation of impact endsurface, have been investigated by numerical simulation, and inclination and indentation of impact endsurface present a great impact on incident wave [9]. For SHPB apparatus with special shape striker, axis offset and inclination of special shape striker lead to wave distortion and amplitude decrease, and system calibration of SHPB apparatus is classified into four steps: system adjustment, wave distortion identification, measurement calibration, and transmission calibration [10].
For SHPB apparatus, striker bar, incident bar, and transmission bar are factory calibrated and assembled coaxially before SHPB tests. Therefore, the influence of processing accuracy and assembly precision of elastic pressure bars can be ignored. For rock materials, each pending rock specimen is prepared into a short cylinder with length to diameter ratio of 0.5 through drilling, cutting, and grinding process [11, 12]. The processing accuracy is varied for rock specimen. For short cylinder rock specimen, the flatness of both endsurfaces can be within 0.02 mm, while the perpendicularity of two endsurfaces to the axis is difficult to be controlled [13]. Therefore, the nonparallel effect of rock specimen endsurface in SHPB tests should be investigated.
For rocklike materials, the validity of SHPB tests is based on no brittle failure before achieving stress equilibrium. To evaluate the influence of nonparallel endsurface on stress uniformity during loading process in rock SHPB tests, numerical simulation on SHPB tests for rock materials have been carried out by LSDYNA when endface nonparallelism is within 0.40% and Young’s modulus ranges from 14 GPa to 42 GPa. Then both stress nonuniformity coefficient and stress equilibrium time are analyzed under various endsurface nonparallelism conditions.
2. Numerical Model of Rock SHPB Tests with Nonparallel EndSurface
2.1. Nonparallel EndSurface
In rock SHPB tests, the common size of rock specimen is Φ50 × 25 mm. To simplify the analysis, it can be assumed that only one endsurface is not perpendicular to the rock specimen axis and the nonparallel endsurface is in contact with the transmission bar, which can be seen from Figure 1.
Endsurface nonparallelism, marked as , is defined as the ratio of maximum height deviation to average height of rock specimen [6, 13]. And it can be derived as
To explore the influence of endsurface nonparallelism on stress uniformity during loading process in rock SHPB tests, 9 kinds of endsurface nonparallelisms are involved for rock specimens, which are 0%, 0.05%, 0.10%, 0.15%, 0.20%, 0.25%, 0.30%, 0.35%, and 0.40%, respectively. Therefore, maximum height deviation varies from 0 to 0.100 mm.
2.2. HalfSine Loading Waveform
For rocklike materials, halfsine loading waveform with a slow rising is an ideal loading waveform. The halfsine loading waveform not only attenuates oscillation and dispersion effect, but also achieves an approximate constant strain rate deformation [10]. During SHPB numerical simulation, a halfsine loading waveform with amplitude of 260 MPa and duration of 240 μs is directly applied on the impact endsurface of the incident bar.
2.3. ThreeDimensional Numerical Model of SHPB Tests
Finite element model of SHPB test is based on Φ50 mm steel SHPB test apparatus. A threedimensional numerical model including incident bar, transmission bar, and rock specimen is set up in ANSYS. Then, a keyword file is output from ANSYS and revised by applying HJC model for the rock specimen. Finally, LSDYNA is adopted to run the revised keyword and output SHPB numerical simulation results. In threedimensional numerical model, both incident bar and transmission bar are straight bars with size of Φ50 × 2000 mm, and their axial directions are along the Zaxis. The average height of rock specimen with nonparallel endsurface is 25 mm. According to the actual situation of SHPB apparatus, the incident bar, transmission bar, and rock specimen are constrained from X direction and Y direction. A hexahedral solid element SOLID164, defined by 8 nodes, is used for threedimensional modeling. And the number of solid elements for the incident bar, transmission bar, and nonparallel endsurface rock specimen is all 60000. Threedimensional numerical model including the incident bar, transmission bar, and rock specimen with nonparallel endsurface is shown in Figure 2.
2.4. Material Parameters for Rock Specimens and Elastic Steel Pressure Bar
Isotropic linear elastic model is applied for elastic steel pressure bar. The density, Young’s modulus, and Poisson’s ratio for both the incident bar and transmission bar are 7.85 g/cm^{3}, 210 GPa, and 0.30 respectively.
Considering various Young’s moduli of rock material, 5 kinds of Young’s moduli are involved, which are 14 GPa, 21 GPa, 28 GPa, 35 GPa, and 42 GPa, respectively. Holmquist–Johnson–Cook (HJC) dynamic damage constitutive model is chosen for rock specimens [14]. In HJC model, only shear modulus and crushing volumetric strain vary with Young’s modulus and can be calculated by (2) and (3). The other parameters for HJC model of rock specimens keep constant for various Young’s moduli. The density and Poisson’s ratio of rock material are 2.47 g/cm^{3} and 0.20, respectively. and stand for quasistatic uniaxial compressive strength and maximum tensile hydrostatic pressure. , , , , and are normalized cohesive strength, normalized pressure hardening coefficient, strain rate coefficient, pressure hardening exponent, and normalized maximum strength. έ_{0} and are reference strain rate and plastic strain before fracture. , , , and are crushing pressure, locking pressure, crushing volumetric strain, and locking volumetric strain. and are damage constants. , , and are material constants. is failure type. When Young’s modulus is 14 GPa, the material parameters for HJC model are listed in Table 1:

3. SHPB Numerical Simulation Results of Nonparallel EndSurface Rock Specimens
3.1. Numerical Simulation Validation
SHPB technique is based on two fundamental assumptions. One is onedimensional stress wave propagation, and the other is stress uniformity [1]. And the stress uniformity assumption is the key to validate a SHPB test and can be checked by comparing the stress histories on both ends of rock specimens or checking the unbalance stress during SHPB tests.
In SHPB tests, the incident stress , reflected stress , and transmitted stress are acquired by strain gauges mounted on the incident bar and transmission bar. Two strain gauges are mounted symmetrically on the surface of incident bar or transmission bar to eliminate the flexural vibration effect. As shown in Figure 2, four elements, A, B, C, and D, at the same cross section where two strain gauges mounted in actual SHPB tests are selected to export numerical simulation results for stress uniformity analyses. Two adjacent elements, A and B, correspond to maximum height point, and two adjacent elements, C and D, correspond to minimum height point. Four elements on the incident bar are 1000 mm away from the contact surface between the incident bar and rock specimen. While four elements on transmission bar are 400 mm away from the contact surface between the transmission bar and rock specimen. When Young’s modulus is 28 GPa, the incident, reflected, transmitted, and unbalance stresses for the rock specimen with endsurface nonparallelism of 0% and 0.40% are shown in Figure 3. The unbalance stress can be calculated by . When rock specimen element failure occurs, the original contact between the incident bar and rock specimen does not exist and become a free endsurface. Hence, there are two peaks in reflected stress wave, one in loading process, and the other after the failure of rock specimen.
(a)
(b)
As shown in Figure 3, the unbalance stress for rock specimen with endsurface nonparallelism of 0% and 0.40% is very small and oscillates above and below 0. Relatively big fluctuation only appears at the initial part and end part of unbalance stress. Therefore, finite element model for rock SHPB tests is correct and can be used for the following analyses.
3.2. Reflected Stress Wave and Transmitted Stress Wave
According to onedimensional stress wave theory, reflected wave and transmitted wave emerge when stress wave propagates to the contact surface between two materials with different wave impedances. And the area and geometry of contact surface show an impact on the reflected wave and transmitted wave [15]. Typical reflected stress and transmitted stress for various nonparallel endsurface rock specimens are shown in Figures 4 and 5. Considering the rising time of halfsine incident stress wave, the time of loading process in SHPB numerical simulation is 120 μs.
(a)
(b)
(c)
(a)
(b)
(c)
As shown in Figure 4, an obvious fluctuation presents in reflected stresses, especially in the middle part of the whole loading process. The fluctuation effect in reflected stresses is enhanced with endsurface nonparallelism and Young’s modulus. The amplitude of reflected stresses for rock specimens gradually rises with the increase of endsurface nonparallelism and decreases with the increase of Young’s modulus.
As shown in Figure 5, a slight fluctuation presents in transmitted stresses, especially in the middle part of the whole loading process. Both the amplitude and duration of fluctuation in transmitted stresses are enhanced with endsurface nonparallelism, whereas both the amplitude and duration of fluctuation in transmitted stresses are weakened with the increase of Young’s modulus. The amplitude of transmitted stresses for various nonparallel endsurface rock specimens gradually decrease with the increase of endsurface nonparallelism and rise with the increase of Young’s modulus.
Above all, fluctuation effect exists in both reflected stresses and transmitted stresses. For parallel endsurface rock specimens, reflected stress and transmitted stress propagate along the axis for an entire circular contact area. While for nonparallel endsurface rock specimens, the contact area is a part of circular section for a tiny gap between the rock specimen and transmission bar. When incident stress propagates to this place, most of the incident stress is reflected for the less contact area of the nonparallel endsurface, and the contact area at the nonparallel contact surface becomes larger for compressive deformation of the rock specimen under transmitted stress. Reflected stress and transmitted stress propagate along a certain angle to the axis for the nonparallel endsurface. After repeated reflection and transmission between two ends of rock specimen, a slight fluctuation presents for propagation direction deviation. Due to the parallel contact surface between the incident bar and rock specimen, distorted reflected stress caused by the nonparallel contact surface can be well transmitted into the incident bar. Therefore, reflected stress presents a relatively obvious fluctuation effect. Moreover, the fluctuation effect is enhanced with endsurface nonparallelism for both reflected stresses and transmitted stresses.
During stress wave propagation, the compressive deformation can compensate for the tiny gap between the rock specimen and transmission bar. On one hand, the compressive deformation can weaken the distorted reflected stress from the nonparallel contact surface, which means a weak fluctuation effect in reflected stresses. On the other hand, the compressive deformation can enhance the fluctuation effect in transmitted stress for the unstable contact area between the rock specimen and transmission bar during repeated reflection and transmission in rock specimen. It is well known that compressive deformation is related to its Young’s modulus. Hence, the fluctuation effect in reflected stresses is enhanced with Young’s modulus, while the fluctuation effect in transmitted stresses is weakened with Young’s modulus.
3.3. Stress History on Two Ends of Rock Specimens
When Young’s modulus is 28 GPa, stress history on two ends of nonparallel endsurface rock specimens are presented in Figure 6. Stress history on the end contacted with the incident bar is marked as , and stress history on the end contacted with the transmission bar is marked as . and can be derived from incident, reflected, and transmitted stresses by the following equations:
(a)
(b)
(c)
(d)
(e)
(f)
(g)
(h)
(i)
As shown in Figure 6(a), the noncoincidence between the stress history on two ends of parallel endsurface rock specimen is mainly in the initial loading stage, and the difference is very small. As shown in Figures 6(b)–6(i), the noncoincidence between the stress history on two ends of nonparallel endsurface rock specimens is extended with the increase of endsurface nonparallelism in loading process, and the difference is also enlarged. Comparing Figure 6(a) with Figures 6(b) and 6(c), it can be found that the difference of stress history on two ends of nonparallel endsurface specimen is smaller than that for parallel endsurface rock specimen when endsurface nonparallelism not exceeds 0.10%.
To analyze the difference between stress history on two ends quantitatively, stress deviation history between stress history on two ends is involved and can be calculated by substracting . The stress deviation history for various endsurface nonparallelisms and various Young’s moduli are shown in Figure 7. And the maximum stress deviation for each condition is scattered in Figure 8.
(a)
(b)
(c)
(d)
(e)
As shown in Figure 7, stress deviation history presents a wave trend with the loading time, and stress deviation achieves its maximum value at about 40 μs. Under the same Young’s modulus, the amplitude of stress deviation history increases with the increase of endsurface nonparallelism. Under the same endsurface nonparallelism, the amplitude of stress deviation history decreases with the increase of Young’s modulus.
As shown in Figure 8, under the same Young’s modulus, the maximum stress deviation Δσ_{max} first decreases then increases with the increase of endsurface nonparallelism and reaches its lowest value at endsurface nonparallelism of 0.05%. This may be explained by the fact that the dispersion effect in SHPB test is further weakened by the fluctuation effect and shifting in reflected stresses and transmitted stresses. Meanwhile, the maximum stress deviation shows a little difference when endsurface nonparallelism is within 0.10%. Under the same endsurface nonparallelism, the maximum stress deviation decreases with the increase of Young’s modulus.
4. Effect of Nonparallel EndSurface on Stress Uniformity during Loading Process
4.1. Stress Nonuniformity Coefficient
Stress nonuniformity coefficient is adopted to describe the stress uniformity during loading process in SHPB tests, and it can be derived by dividing absolute value of stress deviation to average value of stress history on two ends [16–18]. Stress nonuniformity coefficient can be calculated by the following equation:
Stress nonuniformity coefficient reflects the state of stress uniformity of rock specimens at various loading times. The closer the stress uniformity nonuniformity coefficient to 0 is, the more uniform the internal stress in the rock specimen is. Stress nonuniformity coefficient for various endsurface nonparallelisms and various Young’s moduli are shown in Figure 9.
(a)
(b)
(c)
(d)
(e)
As shown in Figure 9, under the same Young’s modulus, stress nonuniformity coefficient for various endsurface nonparallelism attenuates in a serrated fluctuation with the increase of loading time. And stress nonuniformity coefficient increases with the increase of endsurface nonparallelism. The influence of endsurface nonparallelism on stress nonuniformity coefficient is weakened with loading time going on and mainly concentrates on the first 70 μs of loading process.
4.2. Stress Equilibrium Time
When stress nonuniformity coefficient is equal to or less than 0.05, it is considered that the stress equilibrium state is achieved in loading process and the stress distribution in rock specimen meets the assumption of stress uniformity. Stress equilibrium time, marked as t_{u}, is defined as the time spent from the start of loading to the stress nonuniformity coefficient equal to or less than 0.05 [17]. Stress equilibrium time for each condition is scattered in Figure 10.
As shown in Figure 10, under the same Young’s modulus, the stress equilibrium time first decreases then increases in a step type with the increase of endsurface nonparallelism. Therefore, nonparallel endsurface leads to two reverse results for stress uniformity during SHPB loading process, to extend stress equilibrium time and to shorten stress equilibrium time. When endsurface nonparallelism is 0.10%, stress equilibrium time achieves its lowest value whatever the Young’s modulus is. And the lowest stress equilibrium time for Young’s modulus of 14 GPa, 21 GPa, 28 GPa, 35 GPa, and 42 GPa are 46.2 μs, 44.5 μs, 43.7 μs, 42.6 μs, and 42.2 μs, respectively.
4.3. Influence of EndSurface Nonparallelism on Stress Uniformity
4.3.1. γ ≤ 0.10%
As shown in Figure 10, when endsurface nonparallelism is equal to or less than 0.10%, the stress equilibrium time slightly reduces with the increase of endsurface nonparallelism. Therefore, the influence of endsurface nonparallelism on stress equilibrium time is very small. Meanwhile, Young’s modulus also presents little influence on stress equilibrium time. The stress equilibrium time also slightly reduces with the increase of Young’s modulus.
Due to the fluctuation effect and shifting in reflected stresses and transmitted stresses, the dispersion effect in SHPB test is further weakened. Meanwhile, both stress deviation and average stress of two ends are changed. It is considered that the tiny gap between the rock specimen and transmission bar can improve the stress distribution in rock specimens during loading process in SHPB tests. When endsurface nonparallelism is equal to or less than 0.10%, nonparallel endsurface can shorten the stress equilibrium time, avoid premature failure of rocklike materials, and improve stress uniformity of rock specimen. Compared with the parallel endsurface rock specimen, the stress equilibrium time for the rock specimen with endsurface nonparallelism of 0.10% is reduced by 4.3%, 5.7%, 5.8%, 6.8%, and 7.0% corresponding to Young’s modulus of 14 GPa, 21 GPa, 28 GPa, 35 GPa, and 42 GPa. The effect of nonparallel endsurface is very small, which can be negligible. Hence, endsurface nonparallelism of rock specimen is suggested to be controlled within 0.10% when conducting SHPB tests.
4.3.2. 0.10% ≤ γ ≤ 0.40%
As shown in Figure 10, when endsurface nonparallelism ranges from 0.10% to 0.40%, the stress equilibrium time increases in a step type. And step change range varies for various Young’s moduli. For Young’s modulus of 14 GPa, one step change occurs when endsurface nonparallelism ranges from 0.10% to 0.20%. For Young’s modulus of 21 GPa, two step changes occur when endsurface nonparallelism ranges from 0.10% to 0.15% and from 0.25% to 0.30%. When Young’s modulus is equal to or greater than 28 GPa, one step change occurs when endsurface nonparallelism ranges from 0.15% to 0.20%. Moreover, growth rates of stress equilibrium time in step change range are similar for different Young’s moduli. When endsurface nonparallelism increases 0.05%, average growth rates of stress equilibrium time in step change range are 28.2%, 21.6%, 28.3%, 27.3%, and 26.9% corresponding to Young’s modulus of 14 GPa, 21 GPa, 28 GPa, 35 GPa, and 42 GPa.
Under the same endsurface nonparallelism, stress equilibrium time decreases with the increase of Young’s modulus. And the descent of stress equilibrium time is mainly occurred when Young’s modulus ranges from 14 GPa to 28 GPa. When Young’s modulus is equal to or greater than 28 GPa, the stress equilibrium times for various Young’s moduli are roughly the same. When endsurface nonparallelism is 0.30%, the stress equilibrium time are 76.1 μs, 71.6 μs, 60.7 μs, 60.1 μs, and 59.9 μs corresponding to Young’s modulus of 14 GPa, 21 GPa, 28 GPa, 35 GPa, and 42 GPa. It can be found that when Young’s modulus is ranging from 28 GPa to 42 GPa, the influence of Young’s modulus on stress equilibrium time is very small and can be negligible.
5. Conclusions
(1)Fluctuation effect exists in both reflected stresses and transmitted stresses, and it is enhanced with the increase of endsurface nonparallelism. With the increase of Young’s modulus, the fluctuation effect in reflected stresses is enhanced, while the fluctuation effect in transmitted stresses is weakened. Under the same Young’s modulus, the amplitude of reflected stresses gradually rises, while the amplitude of transmitted stresses gradually decreases with the increase of endsurface nonparallelism.(2)Stress deviation history presents a wave trend with the loading time, and stress deviation achieves its maximum value at about 40 μs. Under the same Young’s modulus, the amplitude of stress deviation history increases with the increase of endsurface nonparallelism. Under the same endsurface nonparallelism, the amplitude of stress deviation history decreases with the increase of Young’s modulus.(3)Under the same Young’s modulus, stress nonuniformity coefficient for various endsurface nonparallelism attenuates in a serrated fluctuation with the increase of loading time. And stress nonuniformity coefficient increases with the increase of endsurface nonparallelism. The influence of endsurface nonparallelism on stress nonuniformity coefficient is weakened with loading time going on, and it mainly concentrates on the first 70 μs of loading process.(4)Under the same Young’s modulus, the stress equilibrium time first decreases slightly then increases in a step type with the increase of endsurface nonparallelism. When endsurface nonparallelism is 0.10%, stress equilibrium time achieves its lowest value whatever the Young’s modulus is. When Young’s modulus exceeds 28 GPa, the influence of Young’s modulus on stress equilibrium time can be negligible.(5)Nonparallel endsurface leads to two reverse results for stress uniformity during SHPB loading process. One is extending stress equilibrium time, and the other is shortening stress equilibrium time. Influence on shortening stress equilibrium time is weak and can be negligible, while influence on extending stress equilibrium time is great. Hence, endsurface nonparallelism of rock specimen is suggested to be controlled within 0.10% when conducting SHPB tests.
Data Availability
The datasets generated and analyzed during the current study are available from the corresponding author on reasonable request.
Conflicts of Interest
The authors declare that there are no conflicts of interest regarding the publication of this paper.
Acknowledgments
This research was funded by National Natural Science Foundation of China (no. 51774011), Anhui Provincial Natural Science Foundation (no. 1808085QE148), Natural Science Research Project of Colleges and Universities in Anhui Province (no. KJ2017A097), Young Teacher Scientific Research Project of Anhui University of Science and Technology (no. QN201607), Science and Technology Project of Department of Housing and UrbanRural Development of Anhui Province (no. 2017YF08), and Opening Project Fund of State Key Laboratory of Mining Disaster Prevention and Control cofounded by Shandong Province and the Ministry of Science and Technology (no. MDPC201603).
References
 Q. B. Zhang and J. Zhao, “A review of dynamic experimental techniques and mechanical behaviour of rock materials,” Rock Mechanics and Rock Engineering, vol. 47, no. 4, pp. 1411–1478, 2014. View at: Publisher Site  Google Scholar
 Z. L. Zhou, Y. Zhao, Y. H. Jiang et al., “Dynamic behavior of rock during its post failure stage in SHPB tests,” Transactions of Nonferrous Metals Society of China, vol. 27, no. 1, pp. 184–196, 2017. View at: Publisher Site  Google Scholar
 T. C. Yet, R. Hamid, and M. Kasmuri, “Dynamic stressstrain behaviour of steel fiber reinforced highperformance concrete with fly ash,” Advances in Civil Engineering, vol. 2012, Article ID 907431, 6 pages, 2012. View at: Publisher Site  Google Scholar
 D. D. Ma, Q. Y. Ma, and P. Yuan, “SHPB tests and dynamic constitutive model of artificial frozen sandy clay under confining pressure and temperature state,” Cold Regions Science and Technology, vol. 136, pp. 37–43, 2017. View at: Publisher Site  Google Scholar
 P. Yuan and Y. Xu, “Influence of curing time on impact energy absorption characteristics of artificially cemented sand,” Journal of Vibroengineering, vol. 19, no. 6, pp. 4033–4041, 2017. View at: Publisher Site  Google Scholar
 J. L. Tao, SHPB Experimental Technique, Science Press, Beijing, China, 2014.
 W. Z. Zhong, A. Rusine, T. Jankowiak et al., “Influence of interfacial friction and specimen configuration in split Hopkinson pressure bar system,” Tribology International, vol. 90, pp. 1–14, 2015. View at: Publisher Site  Google Scholar
 M. A. Kariem, J. H. Beynon, and D. Ruan, “Misalignment effect in the split Hopkinson pressure bar technique,” International Journal of Impact Engineering, vol. 47, pp. 60–70, 2012. View at: Publisher Site  Google Scholar
 X. Wu, Q. Yin, Y. Wei et al., “Effects of imperfect experimental conditions on stress waves in SHPB experiments,” Acta Mechanica Sinica, vol. 31, no. 6, pp. 827–836, 2015. View at: Publisher Site  Google Scholar
 Z. L. Zhou, L. Hong, Q. Y. Li et al., “Calibration of split Hopkinson pressure bar system with special shape striker,” Journal of Central South University of Technology, vol. 18, no. 4, pp. 1139–1143, 2011. View at: Publisher Site  Google Scholar
 Y. X. Zhou, K. Xia, X. B. Li et al., “Suggested methods for determining the dynamic strength parameters and modeI fracture toughness of rock materials,” International Journal of Rock Mechanics and Mining Sciences, vol. 49, pp. 105–112, 2012. View at: Publisher Site  Google Scholar
 F. Dai, S. Huang, K. Xia et al., “Some fundamental issues in dynamic compression and tension tests of rocks using split Hopkinson pressure bar,” Rock Mechanics and Rock Engineering, vol. 43, no. 6, pp. 657–666, 2010. View at: Publisher Site  Google Scholar
 P. Yuan and Q. Y. Ma, “Correction of nonparallel endfaces of rock specimens in SHPB tests,” Explosion and Shock Waves, vol. 37, no. 5, pp. 929–936, 2017. View at: Google Scholar
 G. M. Zhao, W. W. Ma, and X. R. Meng, “Damage modes and energy characteristics of rocklike materials under dynamic load,” Rock and Soil Mechanics, vol. 36, no. 12, pp. 3598–3605, 2015. View at: Google Scholar
 J. C. Li, N. N. Li, H. B. Li et al., “An SHPB test study on wave propagation across rock masses with different contact area ratios of joint,” International Journal of Impact Engineering, vol. 105, pp. 109–116, 2017. View at: Publisher Site  Google Scholar
 J. Zhu, S. S. Hu, and L. L. Wang, “An analysis of stress uniformity for concretelike specimens during SHPB tests,” International Journal of Impact Engineering, vol. 36, no. 1, pp. 61–72, 2009. View at: Publisher Site  Google Scholar
 L. M. Yang and V. P. Shim, “An analysis of stress uniformity in split Hopkinson bar test specimens,” International Journal of Impact Engineering, vol. 31, no. 2, pp. 129–150, 2005. View at: Publisher Site  Google Scholar
 Q. Ping, Q. Y. Ma, and P. Yuan, “Stress equilibrium in rock specimen during the loading process of SHPB experiment,” Explosion and Shock Waves, vol. 33, no. 6, pp. 655–661, 2013. View at: Google Scholar
Copyright
Copyright © 2018 Pu Yuan 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.