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    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

    張杰, 郭奇峰, 蔡美峰, 張英, 汪炳鋒, 吳星輝. 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[J]. 工程科學學報, 2021, 43(5): 636-646. doi: 10.13374/j.issn2095-9389.2020.03.15.003
    引用本文: 張杰, 郭奇峰, 蔡美峰, 張英, 汪炳鋒, 吳星輝. 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[J]. 工程科學學報, 2021, 43(5): 636-646. doi: 10.13374/j.issn2095-9389.2020.03.15.003
    ZHANG Jie, GUO Qi-feng, CAI Mei-feng, ZHANG Ying, WANG Bing-feng, WU Xing-hui. Particle flow simulation of the crack propagation characteristics of granite under cyclic load[J]. Chinese Journal of Engineering, 2021, 43(5): 636-646. doi: 10.13374/j.issn2095-9389.2020.03.15.003
    Citation: ZHANG Jie, GUO Qi-feng, CAI Mei-feng, ZHANG Ying, WANG Bing-feng, WU Xing-hui. Particle flow simulation of the crack propagation characteristics of granite under cyclic load[J]. Chinese Journal of Engineering, 2021, 43(5): 636-646. 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
    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

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

    More Information
    • 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。

       

    • 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

      圖  2  試件應力–應變曲線

      Figure  2.  Stress–strain curves of a specimen

      圖  3  裂隙花崗巖試件模型

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

      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°

      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

      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°

      圖  7  循環次數與軸向應變關系

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

      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°

      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

      表  1  花崗巖細觀力學性質參數

      Table  1.   Microscale mechanical parameters of granite

      Mineral componentParticles forming grainsLinear parallel bond model
      Minimum particle radius forming grain, Rmin/mmMaximum to minimum radius ratio, Rmax/RminYoung’s modulus, Ec/GPaRatio of normal to shear stiffness of the particle, kn/ksYoung’s modulus, $ {\bar E_{\rm{c}}} $/GPaRatio of normal to shear stiffness of the parallel bond, ${\bar k_{\rm{n}}} $/$ {\bar k_{\rm{s}}} $Shear bond strength, $ {\tau _{\rm{c}}} $/MPaFriction ratio, $ \bar \varphi $Tensile–shear bond strength ratio, ${\bar \sigma _{\rm{c}}} $/$ {\bar \tau _{\rm{c}}} $
      Feldspar1.21.6645.51.1528.01.651.00.51.0
      Quartz1.21.6633.01.1522.61.681.60.81.0
      Mica1.21.6611.21.155.91.615.30.151.0
      下載: 導出CSV

      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 cracksShear cracksTension crack
      Tendency groupingAverage inclination/(°)Percentage/%Tendency groupingAverage inclination/(°)Percentage/%
      90°∠0°151°–160°656.361°–70°778.0
      211°–220°606.3251°–260°628.0
      90°∠30°261°–270°6211.971°–80°6110.5
      241°–250°489.5141°–150°7210.5
      90°∠45°261°–270°5417.471°–80°5218.5
      251°–260°4515.291°–100°6411.1
      90°∠60°261°–270°519.581°–90°6414.3
      251°–260°517.961°–70°6910.7
      90°∠90°261°–270°458.5131°–140°8811.1
      181°–190°436.421°–30°485.6
      下載: 導出CSV

      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/MPaPeak strength under cyclic load to the uniaxial strength of the intact rock ratioCycles
      084.40.6721
      3079.30.6324
      4591.30.7324
      6096.70.7724
      901120.8924
      下載: 導出CSV
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