Identification of stress thresholds for crack propagation of rock under quasi-static and dynamic loadings
-
摘要: 压缩荷载作用下岩石裂纹扩展应力阈值的识别是理解岩石渐进破坏过程和分析岩石宏观破坏机制的重要基础。对大理岩、粗花岗岩和细花岗岩开展了单轴压缩和动态冲击试验，引入岩石裂纹轴向应变和裂纹径向面积应变两个参数，根据岩石单轴压缩破坏时裂纹径向面积应变曲线斜率的不同，把以上三种岩石分成类型Ⅰ（大理岩）和类型Ⅱ（粗花岗岩和细花岗岩）岩石。研究表明，对于类型Ⅰ和类型Ⅱ岩石，分别利用其裂纹轴向应变和裂纹轴向应变刚度曲线特征点能准确识别出岩石在静态压缩荷载下裂纹稳定扩展应力σsd、裂纹不稳定扩展应力σusd以及裂纹相互贯通应力σct，证明了仅利用轴向应变数据就可对类型Ⅰ和类型Ⅱ岩石静荷载下应力阈值进行识别。而后将裂纹轴向应变法推广至动态冲击荷载下岩石的应力阈值识别，解决了动态冲击压缩载荷作用下试样难以进行裂纹扩展应力阈值识别的问题。与静态荷载下岩石的裂纹扩展应力阈值不同，在动态冲击荷载下，岩石裂纹稳定扩展应力与峰值强度的比值有所减小，裂纹不稳定扩展应力和裂纹相互贯通应力阈值相等，且与峰值强度的比值也有所减小，岩石产生更多的贯通裂纹，试样破坏时破碎程度更高。Abstract: The identification of stress threshold for crack propagation of rock under compressive loading is an important issue for understanding the progressive damage process and analyzing the macroscopic damage mechanism of rocks. In order to accurately identify the stress threshold of brittle hard rock under quasi-static and dynamic compressive loads, uniaxial and dynamic compression tests were carried out for three kinds of rock specimens (including marble, coarse granite and fine granite) by using an INSTRON 1346 and a split Hopkinson pressure bar (SHPB) system. Two deformation parameters were introduced in the paper, including crack axial strain and crack radial area strain. According to the slope difference of the crack radial area strain curves at the failure point, the three kinds of rocks were classified into type Ⅰ (marble) and type Ⅱ (coarse granite and fine granite) rocks. The testing results indicate that the crack axial strain curves and crack axial strain stiffness curves can be used to accurately identify the crack stability propagation stress σsd, crack instability propagation stress σusd and the crack connectivity stress σct under quasi-static compressive loading for type Ⅰ and type Ⅱ rocks respectively. It is proved that the stress thresholds of type Ⅰ and type Ⅱ rocks can be identified only by using the axial strain data. The method based on crack axial strain is extended to identify the stress threshold of rock under dynamic impact loading. It solves the problem to identify the stress threshold of rock specimens under dynamic compressive loading. Different from the stress threshold of rock under quasi static loading, it is found that the ratio of the crack stability propagation stress to the peak strength of the rock decreases under dynamic loading. The crack instability propagation stress and the crack connectivity stress coincide with each other, and the ratio to the peak strength also decreases. When the specimen is failed under dynamic loading, it usually generates more penetrating cracks and more fragments than that under quasi-static loading.
-
图 6 动态压缩试样裂纹轴向应变曲线
Figure 6. Crack axial strain curves of dynamic compression specimens
图 7 动态冲击荷载作用下岩石试样应力阈值识别分析
Figure 7. Stress threshold identification of rock specimens under dynamic compression loading
图 9 动态冲击压缩下岩石试样体积刚度曲线
Figure 9. Volume stiffness curves of rock specimens under dynamic compression loading
表 1 岩石基本物理力学参数
Table 1. Basic physical and mechanical parameters of rock samples
试样编号 波速/(m·s−1) 密度/(g·cm−3) 抗压强度/MPa 弹性模量/GPa 泊松比 DL-S-1 3996.80 2.83 104.01 35.04 0.29 DL-S-2 4167.08 2.83 143.03 41.92 0.34 DL-S-3 3998.00 2.83 142.53 − − CHG-S-1 4175.42 2.64 139.40 30.70 0.17 CHG-S-2 4179.17 2.64 137.69 30.26 0.15 CHG-S-3 4181.67 2.63 145.05 31.60 0.26 XHG-S-1 5483.89 2.79 164.64 39.89 0.20 XHG-S-2 5824.12 2.78 165.75 39.14 0.23 XHG-S-3 5538.89 2.80 161.98 38.99 0.30 
下载: 导出CSV
表 2 岩石动态力学参数
Table 2. Dynamic mechanical parameters of rock samples
试样 应变率/s−1 动态抗压强度/MPa 动态弹性模量/GPa DL-D-1 36.43 247.70 93.15 DL-D-2 44.83 238.37 75.28 DL-D-3 37.58 240.92 75.61 CHG-D-1 38.26 302.84 87.64 CHG-D-2 36.50 337.62 76.73 CHG-D-3 37.95 250.25 91.16 XHG-D-1 未达到平衡条件 XHG-D-2 44.92 386.83 110.62 XHG-D-3 44.28 391.92 156.32
下载: 导出CSV
表 3 体积刚度识别的类型Ⅱ岩石静态应力阈值
Table 3. Stress thresholds of type Ⅱ samples under quasi-static identified loading by volume stiffness
试样 σf/MPa σcc/MPa σcc/σf σci/MPa σci/σf σcd/MPa σcd/σf CHG.S-1 139.40 28.76 0.21 69.22 0.50 139.40 1 CHG-S-2 137.69 20.17 0.15 53.03 0.39 137.69 1 CHG-S-3 145.05 29.84 0.21 46.78 0.32 83.60 0.58 XHG-S-1 164.64 − − − − 164.64 1 XHG-S-2 165.75 − − − − 165.75 1 XHG-S-3 161.98 23.27 0.14 60.57 0.37 114.24 0.71
下载: 导出CSV
表 4 声发射识别的类型Ⅱ岩石静态应力阈值
Table 4. Stress thresholds of type Ⅱ samples under quasi-static identified loading by acoustic emission
试样 σf/MPa σsd/MPa σsd/σf σusd/MPa σusd/σf σct/MPa σct/σf CHG-S-1 139.40 26.03 0.19 95.00 0.68 112.26 0.80 CHG-S-2 137.69 − − 88.30 0.64 97.29 0.71 CHG-S-3 145.05 30.77 0.21 97.62 0.67 111.73 0.77 XHG-S-1 164.64 26.30 0.16 123.68 0.75 147.13 0.89 XHG-S-2 165.75 − − 111.54 0.67 133.85 0.81 XHG-S-3 161.98 − − 86.53 0.53 102.09 0.63
下载: 导出CSV
表 5 裂纹轴向应变刚度识别的类型Ⅱ岩石静态应力阈值
Table 5. Stress thresholds of type Ⅱ samples under quasi-static identified loading by axial strain stiffness of crack
试样 σf/MPa σsd/MPa σsd/σf σusd/MPa σusd/σf σct/MPa σct/σf CHG-S-1 139.40 43.91 0.31 94.08 0.67 116.01 0.83 CHG-S-2 137.69 36.11 0.26 97.50 0.71 117.31 0.85 CHG-S-3 145.05 34.64 0.24 94.36 0.65 118.43 0.82 XHG-S-1 164.64 25.92 0.16 137.35 0.83 152.80 0.93 XHG-S-2 165.75 39.67 0.23 118.06 0.71 140.99 0.85 XHG-S-3 161.98 28.27 0.17 100.09 0.62 132.20 0.82
下载: 导出CSV
表 6 体积刚度法对岩石动态裂纹扩展应力阈值识别结果
Table 6. Stress thresholds for rock crack propagation under dynamic loading identified by volume stiffness
试样 σf/MPa σci/MPa σci/σf σcd/MPa σcd/σf DL-D-1 247.70 − − − − DL-D-2 238.37 27.74 0.12 54.82 0.23 DL-D-3 240.92 42.06 0.17 142.41 0.59 CHG-D-1 302.84 52.68 0.17 164.36 0.54 CHG-D-2 337.62 45.23 0.13 135.77 0.40 CHG-D-3 250.25 44.49 0.18 173.84 0.69 XHG-D-1 − − − − − XHG-D-2 386.83 177.21 0.46 277.93 0.72 XHG-D-3 391.92 133.20 0.34 267.83 0.68
下载: 导出CSV
表 7 裂纹轴向应变法对岩石动态裂纹扩展应力阈值识别结果
Table 7. Stress thresholds for rock crack propagation under dynamic loading identified by axial strain of crack
试样 σf/MPa σsd/MPa σsd/σf σusd, σct/MPa σusd/σf DL-D-1 247.70 49.20 0.20 139.12 0.56 DL-D-2 238.37 35.63 0.15 131.49 0.55 DL-D-3 240.92 50.90 0.21 151.85 0.63 CHG-D-1 302.84 64.47 0.21 222.25 0.74 CHG-D-2 337.62 44.96 0.13 174.75 0.52 CHG-D-3 250.25 38.17 0.15 129.79 0.52 XHG-D-1 − − − − − XHG-D-2 386.83 43.26 0.11 232.43 0.60 XHG-D-3 391.92 60.23 0.15 226.50 0.58
下载: 导出CSV
表 8 静载下大理岩裂纹扩展应力阈值识别结果
Table 8. Identification results of stress threshold for marble crack propagation under quasi-static loading
岩石类别 加载条件 σf/MPa σsd/σf σusd/σf σct/σf σsd/σct 大理岩 静载 123.52 − 0.78 0.90 0.27 动载 242.33 0.18 0.58 0.58 0.32 粗花岗岩 静载 140.71 0.27 0.72 0.83 0.33 动载 296.90 0.16 0.59 0.59 0.28 细花岗岩 静载 164.12 0.19 0.72 0.87 0.22 动载 389.38 0.13 0.59 0.59 0.23
下载: 导出CSV
表 9 动静载下岩石裂纹扩展应力阈值识别结果
Table 9. Identification results of stress threshold for rock crack propagation under quasi-static and dynamic loading
试样编号 σf/MPa σsd/MPa σsd/σf σusd/MPa σusd/σf σct/MPa σct/σf DL-1 104.01 − − 81.47 0.78 86.65 0.83 DL-2 143.03 9.51 0.07 112.00 0.78 137.54 0.96
下载: 导出CSV
-
[1] 李地元, 陈昱达. 单轴压缩下岩石裂纹扩展应力阈值识别与验证 [J]. 岩石力学与工程学报, 2023, 42(S1): 3121–3130. DOI: 10.13722/j.cnki.jrme.2022.0232.LI D Y, CHEN Y D. Identification and verification of stress threshold for rock crack propagation under uniaxial compression [J]. Chinese Journal of Rock Mechanics and Engineering, 2023, 42(S1): 3121–3130. DOI: 10.13722/j.cnki.jrme.2022.0232. [2] WU C, GONG F Q, LUO Y. A new quantitative method to identify the crack damage stress of rock using AE detection parameters [J]. Bulletin of Engineering Geology and the Environment, 2021, 80(1): 519–531. DOI: 10.1007/s10064-020-01932-6. [3] PEPE G, MINEO S, PAPPALARDO G, et al. Relation between crack initiation-damage stress thresholds and failure strength of intact rock [J]. Bulletin of Engineering Geology and the Environment, 2018, 77(2): 709–724. DOI: 10.1007/s10064-017-1172-7. [4] CHEN C S, FAN P X, LI W P. Experimental study on the crack initial stress and the crack damage stress of red sandstone under different strain rate conditions [J]. Advanced Materials Research, 2011, 287/288/289/290: 1221–1226. [5] DIEDERICHS M S, KAISER P K, EBERHARDT E. Damage initiation and propagation in hard rock during tunnelling and the influence of near-face stress rotation [J]. International Journal of Rock Mechanics and Mining Sciences, 2004, 41(5): 785–812. DOI: 10.1016/j.ijrmms.2004.02.003. [6] 张超, 曹文贵, 徐赞, 等. 岩石初始宏观变形模拟及微裂纹闭合应力确定方法 [J]. 岩土力学, 2018, 39(4): 1281–1288, 1301. DOI: 10.16285/j.rsm.2016.0863.ZHANG C, CAO W G, XU Z, et al. Initial macro-deformation simulation and determination method of micro-crack closure stress for rock [J]. Rock and Soil Mechanics, 2018, 39(4): 1281–1288, 1301. DOI: 10.16285/j.rsm.2016.0863. [7] MARTIN C D. The strength of massive Lac du bonnet granite around underground openings [D]. Winnipeg: University of Manitoba, 1993: 71–84. [8] EBERHARDT E. Brittle rock fracture and progressive damage in uniaxial compression [D]. Saskatoon: University of Saskatchewan, 1998: 64–79. [9] CAI M, KAISER P K, TASAKA Y, et al. Generalized crack initiation and crack damage stress thresholds of brittle rock masses near underground excavations [J]. International Journal of Rock Mechanics and Mining Sciences, 2004, 41(5): 833–847. DOI: 10.1016/j.ijrmms.2004.02.001. [10] EBERHARDT E, STEAD D, STIMPSON B, et al. Identifying crack initiation and propagation thresholds in brittle rock [J]. Canadian Geotechnical Journal, 1998, 35(2): 222–233. DOI: 10.1139/t97-091. [11] BRACE W F, PAULDING B W JR, SCHOLZ C. Dilatancy in the fracture of crystalline rocks [J]. Journal of Geophysical Research, 1966, 71(16): 3939–3953. DOI: 10.1029/JZ071i016p03939. [12] MARTIN C D, CHANDLER N A. The progressive fracture of Lac du Bonnet granite [J]. International Journal of Rock Mechanics and Mining Sciences & Geomechanics Abstracts, 1994, 31(6): 643–659. DOI: 10.1016/0148-9062(94)90005-1. [13] 彭俊, 蔡明, 荣冠, 等. 裂纹闭合应力及其岩石微裂纹损伤评价 [J]. 岩石力学与工程学报, 2015, 34(6): 1091–1100. DOI: 10.13722/j.cnki.jrme.2014.1151.PENG J, CAI M, RONG G, et al. Stresses for crack closure and its application to assessing stress-induced microcrack damage [J]. Chinese Journal of Rock Mechanics and Engineering, 2015, 34(6): 1091–1100. DOI: 10.13722/j.cnki.jrme.2014.1151. [14] NICKSIAR M, MARTIN C D. Evaluation of methods for determining crack initiation in compression tests on low-porosity rocks [J]. Rock Mechanics and Rock Engineering, 2012, 45(4): 607–617. DOI: 10.1007/s00603-012-0221-6. [15] LI D Y, LI C C, LI X B. Influence of sample height-to-width ratios on failure mode for rectangular prism samples of hard rock loaded in uniaxial compression [J]. Rock Mechanics and Rock Engineering, 2011, 44(3): 253–267. DOI: 10.1007/s00603-010-0127-0. [16] KIM J S, LEE K S, CHO W J, et al. A comparative evaluation of stress-strain and acoustic emission methods for quantitative damage assessments of brittle rock [J]. Rock Mechanics and Rock Engineering, 2015, 48(2): 495–508. DOI: 10.1007/s00603-014-0590-0. [17] ZHAO X D, DENG L, XU J T. Defining stress thresholds of granite failure process based on acoustic emission activity parameters [J]. Shock and Vibration, 2020, 2020: 8812066. DOI: 10.1155/2020/8812066. [18] 董陇军, 张义涵, 孙道元, 等. 花岗岩破裂的声发射阶段特征及裂纹不稳定扩展状态识别 [J]. 岩石力学与工程学报, 2022, 41(1): 120–131. DOI: 10.13722/j.cnki.jrme.2021.0637.DONG L J, ZHANG Y H, SUN D Y, et al. Stage characteristics of acoustic emission and identification of unstable crack state for granite fractures [J]. Chinese Journal of Rock Mechanics and Engineering, 2022, 41(1): 120–131. DOI: 10.13722/j.cnki.jrme.2021.0637. [19] 安定超, 张盛, 张旭龙, 等. 岩石断裂过程区孕育规律与声发射特征实验研究 [J]. 岩石力学与工程学报, 2021, 40(2): 290–301. DOI: 10.13722/j.cnki.jrme.2020.0752.AN D C, ZHANG S, ZHANG X L, et al. Experimental study on incubation and acoustic emission characteristics of rock fracture process zones [J]. Chinese Journal of Rock Mechanics and Engineering, 2021, 40(2): 290–301. DOI: 10.13722/j.cnki.jrme.2020.0752. [20] XUE L, QIN S Q, SUN Q, et al. A study on crack damage stress thresholds of different rock types based on uniaxial compression tests [J]. Rock Mechanics and Rock Engineering, 2014, 47(4): 1183–1195. DOI: 10.1007/s00603-013-0479-3. [21] XING H Z, ZHANG Q B, ZHAO J. Stress thresholds of crack development and Poisson’s ratio of rock material at high strain rate [J]. Rock Mechanics and Rock Engineering, 2018, 51(3): 945–951. DOI: 10.1007/s00603-017-1377-x. [22] BROWN E T. Rock characterization, testing & monitoring: ISRM suggested methods [M]. Pergamon Press, 1981. [23] PENG J, RONG G, CAI M, et al. A model for characterizing crack closure effect of rocks [J]. Engineering Geology, 2015, 189: 48–57. DOI: 10.1016/j.enggeo.2015.02.004. [24] 金解放, 杨益, 廖占象, 等. 动荷载与地应力对岩石响应特性的影响试验研究 [J]. 岩石力学与工程学报, 2021, 40(10): 1990–2002. DOI: 10.13722/j.cnki.jrme.2021.0093.JIN J F, YANG Y, LIAO Z X, et al. Effect of dynamic loads and geo-stresses on response characteristics of rocks [J]. Chinese Journal of Rock Mechanics and Engineering, 2021, 40(10): 1990–2002. DOI: 10.13722/j.cnki.jrme.2021.0093. -
计量
- 文章访问数: 276
- HTML全文浏览量: 71
- PDF下载量: 50
- 被引次数: 0