Influence of particle loss on the seepage characteristics of tuff in the fault fracture zone under triaxial stress
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摘要: 地下工程施工過程中，處于三向應力狀態的斷層破碎帶凝灰巖在流固耦合作用下發生顆粒流失，繼而誘發斷層帶破碎巖石結構失穩，最終導致斷層突水災害發生。基于此，開展現場斷層取樣，利用破碎巖石三軸滲透試驗系統，研究三軸荷載下不同粒徑級配試樣顆粒流失規律，進而分析顆粒流失對孔隙結構與滲流流速時變演化規律的影響。研究結果表明：（1）不同三軸應力下，破碎凝灰巖顆粒流失質量與時間滿足指數型函數關系，兩者間相關系數不低于94%。顆粒流失質量與軸壓和圍壓成反比，且軸向位移越大，顆粒流失質量隨圍壓減小的幅度越小；（2）滲透過程中0～60 s間的孔隙率增長較快，孔隙結構的滲流演變過程與粒徑級配有關，隨著n (Talbot冪指數) 值的增大，孔隙率整體增大，n值相同時，孔隙率隨軸向位移與圍壓的增大而減小，且孔隙率量級為0.33～0.52；（3）由于試樣內部顆粒規律性流失，破碎凝灰巖滲流流速時變演化過程可劃分為“平穩滲流、滲流流速突增和近似管流”三個階段，圍壓為0.8 MPa時各階段流速整體大于圍壓為1.4 MPa時對應階段的流速。平穩滲流階段歷時短，流速低，其發生次數隨n值增加而減少；滲流流速突增階段流速猛增達到峰值；近似管流階段保持較高流速，雖然偶爾產生波動，但整體相對平穩。研究成果可為斷層突水災害演化規律研究提供理論依據。Abstract: In the process of underground engineering construction, tuff in the fault fracture zone under a three-dimensional stress state loses particles under the action of fluid–solid coupling, causing the structural instability of the fault fracture rock. Finally, fault water inrush disaster occurs. Based on this, the field fault sampling has been conducted, and the broken rock triaxial seepage test system has been used to investigate the phenomenon of particle loss in samples with various particle sizes under triaxial load, as well as the effect of particle loss on pore structure and the time-varying evolution of seepage velocity. The following are the results: (1) The quality and time of the particle loss of broken tuff satisfy the exponential nonlinear relationship under different levels of triaxial stress, with a correlation coefficient of not less than 94%. Particle loss quality is inversely related to axial pressure and confining pressure, indicating that the higher the axial displacement, the smaller the decrease in particle loss mass with confining pressure. (2) The porosity increases rapidly between 0 and 60 s during the infiltration process. The seepage evolution process of the pore structure is related to the particle size gradation; that is, the overall porosity increases as the value of n (Talbot power exponent) increases. In the case of the same value of n, the porosity, which ranges from 0.33 to 0.52, decreases as the axial displacement and confining pressure increase. (3) Owing to the regular loss of particles in the sample, the time-varying evolution process of the seepage velocity of fractured tuff can be divided into three stages: stable seepage, sudden increase of seepage velocity, and approximate pipe flow. When the confining pressure is 0.8 MPa, each stage’s flow velocity is higher than that of the corresponding stage when the confining pressure is 1.4 MPa. The stable seepage stage has a short duration and low flow rate, and its occurrence times decrease as the n value increases. In the stage of seepage velocity surge, velocity surges to a peak value. The approximate pipe flow stage maintains a relatively stable and high flow velocity despite occasional fluctuations. The research results can offer a theoretical basis for studying the evolution law of fault water inrush disaster.
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Key words:
- shattered fault zone /
- tuff /
- triaxial stress /
- particle loss /
- pore structure
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圖 2 斷層破碎帶凝灰巖試樣X射線衍射結果. (a) D8 AdvanceX射線衍射儀; (b) 衍射強度圖譜; (c)礦物成分含量
Figure 2. X-ray diffraction results of tuff samples from fault fracture zone: (a) D8 Advance X-ray diffractometer; (b) diffraction intensity map; (c) mineral content
圖 4 破碎巖石三軸滲流試驗系統及示意圖. (a)實物圖; (b)原理示意圖
Figure 4. Schematic diagram of triaxial permeability testing system for fractured rock: (a) physical map; (b) schematic diagram of principle
圖 6 不同軸向位移下流失顆粒質量?時間擬合曲線. (a)軸向位移為3 mm; (b)軸向位移為6 mm; (c)軸向位移為9 mm; (d)軸向位移為12 mm
Figure 6. Lost particles mass–time fitting curve under different axial displacements: (a) axial displacement is 3 mm; (b) axial displacement is 6 mm; (c) axial displacement is 9 mm; (d) axial displacement is 12 mm
圖 7 不同圍壓下流失顆粒質量?時間擬合曲線. (a) 軸向位移為3 mm，圍壓為0.8 MPa; (b) 軸向位移為3 mm，圍壓為1.4 MPa; (c) 軸向位移為6 mm，圍壓為0.8 MPa; (d) 軸向位移為6 mm，圍壓為1.4 MPa
Figure 7. Lost particles mass–time fitting curve under different confining pressures: (a) axial displacement is 3 mm, confining pressure is 0.8 MPa; (b) axial displacement is 3 mm, confining pressure is 1.4 MPa; (c) axial displacement is 6 mm, confining pressure is 0.8 MPa; (d) axial displacement is 6 mm, confining pressure is 1.4 MPa
圖 9 三軸應力下不同級配試樣滲透過程中孔隙率?時間試驗結果（圖中AD指軸向位移，CP指圍壓）. (a)n=0.2; (b)n=0.6
Figure 9. Porosity–time test results of specimens with different gradations during infiltration under triaxial stress (AD means axial displacement, CP means confining pressure): (a) n=0.2; (b) n=0.6
圖 10 滲透試驗前后級配顆粒巖樣宏?細觀特征. (a)滲透試驗前顆粒特征; (b) 滲透試驗后顆粒特征
Figure 10. Macro-meso characteristics of granular rock samples before and after the permeation test: (a) particle characteristics before the penetration test; (b) particle characteristics after the penetration test.
圖 11 試驗后不同n值級配試樣各粒徑區間質量變化（正值為增加，負值為減少）
Figure 11. The mass change of each particle size interval of samples with different n-value gradations after the test (+ indicates increased, ? indicates decreased)
圖 12 三軸應力下破碎巖石滲透演化過程
Figure 12. Seepage evolution process of broken rock under triaxial stress
圖 13 不同n值級配試樣滲透試驗中流速?時間試驗結果（圖中AD指軸向位移, CP指圍壓）. (a) n=0.2; (b) n=0.4; (c) n=0.6; (d) n=0.8
Figure 13. Flow velocity–time test results of different Talbot power exponent gradation samples in penetration test (AD means axial displacement, CP means confining pressure): (a) n=0.2; (b) n=0.4; (c) n=0.6; (d) n=0.8
圖 14 三軸滲透試驗與F3斷層突水演化過程
Figure 14. Triaxial permeability test and water inrush evolution process of F3 fault
久色视频表 1 不同Talbot冪指數n值下的巖石顆粒質量
Table 1. Rock particle mass under different n
Rock grain size/mm Particle mass/g n=0.2 n=0.4 n=0.6 n=0.8 0?0.25 114.76 54.88 26.24 12.55 0.25?0.5 17.07 17.53 13.53 9.30 0.5?1 19.60 23.14 20.52 16.19 1?2 22.52 30.52 31.09 28.19 2?5 34.98 55.82 66.96 71.61 5?10 31.07 58.11 81.66 102.16 
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