循環擾動荷載作用下花崗巖中裂隙萌生擴展過程的顆粒流模擬

張杰; 郭奇峰; 蔡美峰; 張英; 汪炳鋒; 吳星輝

doi:10.13374/j.issn2095-9389.2020.03.15.003

循環擾動荷載作用下花崗巖中裂隙萌生擴展過程的顆粒流模擬

doi: 10.13374/j.issn2095-9389.2020.03.15.003

張杰^{1, 2},
郭奇峰^{1, 2, ,},
蔡美峰^{1, 2},
張英^{1, 2},
汪炳鋒^{1, 2},
吳星輝^{1, 2}

1.
北京科技大學土木與資源工程學院，北京 100083
2.
北京科技大學金屬礦山高效開采與安全教育部重點實驗室，北京 100083

基金項目: 中央高校基本科研業務費資助項目（FRF-TP-18-015A3）；國家自然科學基金資助項目（51974014，U2034206）

詳細信息

通訊作者:
E-mail：guoqifeng@ustb.edu.cn

中圖分類號: TD315.3
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出版歷程
- 收稿日期: 2020-03-15
- 刊出日期: 2021-05-25

Particle flow simulation of the crack propagation characteristics of granite under cyclic load

ZHANG Jie^{1, 2},
GUO Qi-feng^{1, 2
, ,},
CAI Mei-feng^{1, 2},
ZHANG Ying^{1, 2},
WANG Bing-feng^{1, 2},
WU Xing-hui^{1, 2}

1.
School of Civil and Resource Engineering, University of Science and Technology Beijing, Beijing 100083, China
2.
Key Laboratory of Ministry of Education of China for High-Efficient Mining and Safety of Metal Mines, University of Science and Technology Beijing, Beijing 100083, China

More Information

Corresponding author: E-mail: guoqifeng@ustb.edu.cn

摘要

摘要: 從細觀角度、采用顆粒離散元法開展了預制裂隙花崗巖循環加卸載的數值模擬試驗。首先，使用圖像處理技術識別花崗巖中的不同細觀組分、結合室內單軸壓縮試驗結果對細觀力學參數進行了標定。然后，通過編制顆粒流代碼追蹤裂隙的類型和擴展過程，分析巖石破壞過程中裂隙發展的階段性特征。結果表明：不同傾角裂隙巖石的新生裂隙走向與預制裂隙貫通方向基本一致；根據新生裂隙的優勢傾向分組得到裂隙起裂角與預制裂隙傾角的關系：傾角β≤45°時剪切和張拉裂隙的起裂角單調遞減，傾角β≥60°時剪切和張拉裂隙的起裂角單調遞增；循環擾動荷載增加了裂隙巖體的軸向變形，軸向累積殘余應變曲線呈反S形、提高擾動荷載應力上限促使曲線進入加速階段；試件峰值強度隨裂隙傾角增大表現出先減小后增大的趨勢，峰值強度為實驗室完整巖石單軸抗壓強度的63% ~ 89%，反映了較為明顯的劣化現象；在循環荷載作用下，剪切裂隙和張拉裂隙增長曲線表現出明顯的變化特點，在裂隙不穩定擴展階段中張拉裂隙數目增長速率顯著大于剪切裂隙，對分析巖石變形破壞過程具有一定的參考意義。
- 細觀結構 /
- 循環擾動 /
- 裂隙產狀 /
- 裂隙擴展 /
- 顆粒流
Abstract: The microcracks in natural rock masses considerably impact the stability of the underground engineering structures. The mechanical properties of the cracked rock masses contribute considerably to the strength of the rock masses and their compression failure mechanism. The instability and failure of the surrounding rocks are often induced by the propagation and penetration of these internal cracks. In practical engineering, rock mass excavation is a process involving dynamic disturbance. The mechanical properties of the rocks under cyclic load are considerably different from those of the rocks under static load. The characteristics and development of microcracks are the main factors influencing rock fatigue failure. From the microscopic viewpoint, the particle-based discrete element method is used to conduct the cyclic loading and unloading tests of the preexisting cracked granite. First, the microcompositions of granite are determined using image processing techniques, and the micromechanical parameters are calibrated based on the indoor uniaxial compression test results. The stage of crack development during rock failure is analyzed by compiling particle flow code to track the type and propagation process of cracks. Results indicate that the orientations of new cracks in fractured rocks with different dip angles are similar to those of the preexisting cracks. Further, the relation between the crack initiation angle and the inclination angle of the preexisting cracks is obtained according to the tendency of new cracks. The crack initiation angle of shear and tension cracks decreases and increases monotonically, respectively, when the inclination angle β ≤ 45° and β ≥ 60°. The cyclic disturbance load increases the axial deformation of the fractured rock mass, and the axial cumulative residual strain curve exhibits an inverse S-shape when entering the acceleration stage faster with the increasing upper stress limit. The peak strength of the model specimen shows a decreasing trend followed by an increasing trend with the increasing fracture inclination. The peak strengths of the laboratory-intact rock are 63% to 89%, indicating an obvious deterioration phenomenon in the rock materials. The growth of shear and tension cracks show different characteristics under cyclic load; the growth rate of tension cracks is considerably higher than that of shear cracks during the unstable crack development stage. The results presented in this study may be used as reference to investigate the deformation and failure mechanisms of rock materials.
- microstructure /
- cyclic load /
- crack orientation /
- crack propagation /
- particle flow

HTML全文

圖 1 花崗巖圖像礦物識別。（a）標準試件；（b）局部放大圖

Figure 1. Mineral recognition from a granite image: (a) standard test specimen; (b) partial enlarged detail

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圖 2 試件應力–應變曲線

Figure 2. Stress–strain curves of a specimen

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圖 3 裂隙花崗巖試件模型

Figure 3. Numerical model of a granite specimen with a single crack

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圖 4 裂隙巖石試件走向玫瑰花圖。（a）β = 0°；（b）β = 30°；（c）β = 45°；（d）β = 60°；（e）β = 90°

Figure 4. Strike rose diagrams of a cracked rock specimen: (a) β = 0°; (b) β = 30°; (c) β = 45°; (d) β = 60°; (e) β = 90°

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圖 5 預制裂隙傾角β與起裂角θ的關系

Figure 5. Relation between the crack initial angle θ and crack dip β

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圖 6 新生裂隙數目與軸向應變的變化情況。（a）β = 0°；（b）β = 30°；（c）β = 45°；（d）β = 60°；（e）β = 90°

Figure 6. Number of newly generated cracks and the change in axial strain: (a) β = 0°; (b) β = 30°; (c) β = 45°; (d) β = 60°; (e) β = 90°

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圖 7 循環次數與軸向應變關系

Figure 7. Relation between the number of cycles and axial strain

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圖 8 不同預制裂隙傾角巖石試件的破裂模式。（a）β =0°；（b）β =30°；（c）β =45°；（d）β =60°；（e）β =90°

Figure 8. Fracture modes of a rock specimen with different crack angles: (a) β = 0°; (b) β = 30°; (c) β = 45°; (d) β = 60°; (e) β = 90°

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圖 9 不同礦物比例的巖石應力–應變曲線和破壞模式

Figure 9. Stress–strain curves and failure modes of rocks with different mineral ratios

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表 1 花崗巖細觀力學性質參數

Table 1. Microscale mechanical parameters of granite

Mineral component	Particles forming grains				Linear parallel bond model
Mineral component	Minimum particle radius forming grain, R_min/mm	Maximum to minimum radius ratio, R_max/R_min	Young’s modulus, E_c/GPa	Ratio of normal to shear stiffness of the particle, k_n/k_s	Young’s modulus, $ {\bar E_{\rm{c}}} $/GPa	Ratio of normal to shear stiffness of the parallel bond, ${\bar k_{\rm{n}}} $/$ {\bar k_{\rm{s}}} $	Shear bond strength, $ {\tau _{\rm{c}}} $/MPa	Friction ratio, $ \bar \varphi $	Tensile–shear bond strength ratio, ${\bar \sigma _{\rm{c}}} $/$ {\bar \tau _{\rm{c}}} $
Feldspar	1.2	1.66	45.5	1.15	28.0	1.6	51.0	0.5	1.0
Quartz	1.2	1.66	33.0	1.15	22.6	1.6	81.6	0.8	1.0
Mica	1.2	1.66	11.2	1.15	5.9	1.6	15.3	0.15	1.0

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表 2 新生裂隙傾向和傾角分布統計

Table 2. Statistics of the distribution of tendencies and inclinations for newly generated cracks

Tendencies and inclinations for preexisting cracks	Shear cracks			Tension crack
Tendencies and inclinations for preexisting cracks	Tendency grouping	Average inclination/(°)	Percentage/%	Tendency grouping	Average inclination/(°)	Percentage/%
90°∠0°	151°–160°	65	6.3	61°–70°	77	8.0
90°∠0°	211°–220°	60	6.3	251°–260°	62	8.0
90°∠30°	261°–270°	62	11.9	71°–80°	61	10.5
90°∠30°	241°–250°	48	9.5	141°–150°	72	10.5
90°∠45°	261°–270°	54	17.4	71°–80°	52	18.5
90°∠45°	251°–260°	45	15.2	91°–100°	64	11.1
90°∠60°	261°–270°	51	9.5	81°–90°	64	14.3
90°∠60°	251°–260°	51	7.9	61°–70°	69	10.7
90°∠90°	261°–270°	45	8.5	131°–140°	88	11.1
90°∠90°	181°–190°	43	6.4	21°–30°	48	5.6

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表 3 峰值強度統計

Table 3. Statistics of peak strengths

Inclination angle of rock specimen, β/(°)	Peak strength under cyclic load/MPa	Peak strength under cyclic load to the uniaxial strength of the intact rock ratio	Cycles
0	84.4	0.67	21
30	79.3	0.63	24
45	91.3	0.73	24
60	96.7	0.77	24
90	112	0.89	24

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