The triaxial compressive mechanical properties and failure characteristics of backfill-rock combined bodies with different interface angles
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摘要: 为探究交界面倾角β对充填体与围岩组合体(充-岩组合体)三轴力学特性影响规律，开展β为0°、15°、30°、45°和60°的充-岩组合体三轴压缩试验，对比分析了不同交界面倾角组合体的力学特性、破坏特征与强度演化规律。试验结果表明：当β≤30°时，组合体的应力-应变曲线可划分为孔隙压密、弹性变形、塑性变形和破坏发展4个阶段，其破坏特征以充填体压剪破坏为主；随着交界面倾角增加，组合体在达到峰值强度后应力陡降，无明显塑性变形和破坏发展阶段，其破坏特征由充填体内部压剪破坏逐渐转变为沿交界面滑移破坏；组合体的峰值强度随着交界面倾角增加先增大后减小，β=30°时峰值强度达到极大值。基于单弱面理论得到组合体滑移破坏的交界面临界倾角为57°~68°，其中β=60°时组合体发生沿交界面滑移破坏，理论计算与试验结果相吻合。Abstract: This study proposes to explore the effect of interface angles β on the triaxial mechanical properties of backfill and surrounding rock combined bodies(backfill-rock combined bodies)by conducting a triaxial compression experiment of backfill-rock combined bodies with interface angles β of 0°, 15°, 30°, 45° and 60°. This paper compared and analyzed the mechanical properties, failure characteristics and strength evolution patterns of the combined bodies with different interface angles. The experimental results show that: When β≤30°, the stress-strain curve of the combined bodies can be divided into four stages: pore compaction, elastic deformation, plastic deformation and failure development. Its failure characteristics are mainly compression shear failure of the backfill. With the increase of the interface angles, the combined bodies stress drops steeply after reaching the peak strength, without significant plastic deformation or failure development stage. Its failure characteristics gradually change from compression shear failure inside the backfill to sliding failure along the interface. The peak strength of the combined bodies first increases and then decreases with the increase of the interface angles, and peak strength reaches a maximum value when β=30°. Based on the theory of single weak plane, the interface critical angles for sliding failure of the combined bodies is 57° to 68°. Where β=60°, the combined bodies occurred sliding failure surface along the interface, and the results from theoretical calculation confirm the experimental results.
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图 2 不同围压下组合体应力-应变曲线
Figure 2. Stress-strain curves of the combined bodies with different confining pressure
图 3 不同围压下组合体破坏特征
Figure 3. Failure characteristics of combined bodies with different confining pressures
图 4 组合体峰值强度与围压和交界面倾角的关系
Figure 4. The relationship between peak strength, confining pressure and interface angles of combined bodies
图 6 峰值强度与围压关系(β=0°)
Figure 6. Relationship between peak strength and confining pressure(β=0°)
图 8 剪切应力与法向应力关系(β=60°)
Figure 8. Relationship between shear stress and normal stress(β=60°)
表 1 材料力学参数
Table 1. Mechanicals parameters of materials
试样 单轴抗压强度/MPa 密度/(g·cm-3) 波速/(m·s-1) 充填体 3.12 1.94 2 333 类岩石 11.67 2.24 3 125 
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表 2 不同交界面倾角组合体拟合曲线方程
Table 2. Fitting curve equations for combined bodies with different interface angles
倾角/(°) 曲线方程 相关系数R2 0 σ1=3.49+5.93σ3 0.96 15 σ1=3.71+5.49σ3 0.95 30 σ1=4.08+6.02σ3 0.97 45 σ1=3.15+6.47σ3 0.95 60 σ1=2.82+5.79σ3 0.99
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表 3 不同交界面倾角组合体黏聚力和内摩擦角
Table 3. Cohesion and internal friction angle of the combined bodies with different interface angles
倾角/(°) 黏聚力/kPa 内摩擦角/(°) 0 716.15 45.4 15 792.27 43.8 30 831.40 45.7 45 620.09 47.1
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表 4 不同围压下β1和β2
Table 4. β1 and β2 under different confining pressures
σ3/kPa β1/(°) β2/(°) 0 58.8 65.7 100 57.2 67.3 200 — — 300 59.5 65.0 400 58.9 65.6
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