Damage Failure Energy Evolution Mechanism of Jointed Sandstone Treaded with Dry-Wet Cycling Action under Triaxial Compression
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摘要: 为探寻干湿循环下节理砂岩损伤破坏能量耗散机理，基于室内三轴压缩试验和岩石能量耗散理论，研究干湿循环下节理砂岩变形破坏过程中各能量指标转换规律和损伤破坏的能量驱动机制.研究发现轴向压力产生能量U1与弹性应变能Ue随着干湿循环次数增大逐渐减小，完整岩样和节理岩样分别呈对数递减和线性递减规律；依据耗散能演化规律将砂岩受荷能量损伤演化分为初始损伤、稳定损伤、损伤平稳、加速损伤及损伤破坏5个阶段；随着围压的增大，峰值点处能量U1和Ue呈线性增大趋势，而围压消耗能量U3和静水压力吸收能量U0分别呈负线性和正线性增大趋势；干湿损伤造成岩样内部微裂纹扩展的最低活化能降低，岩样储存弹性应变能能力弱化，这是造成干湿循环下节理砂岩强度弱化的本质原因.Abstract: In order to explore the energy dissipation mechanism of damage and failure of jointed sandstone under dry-wet cycling conditions, the triaxial compression test and rock energy dissipation theory were adopted to study the energy conversion law and the energy-driven mechanism during the deformation and failure process. The results show that the input energy U1 from the axial pressure and the elastic strain energy Ue decrease gradually with the increase of cycles of dry-wet cycling. Specifically, the logarithmic and the linear trends were observed for the intact rock sample and the jointed rock sample, respectively. According to the evolution law of dissipated energy, the energy damage process of jointed sandstone under the loading is divided into five stages: initial damage, stable damage, stationary damage, accelerated damage and damage failure according to evolution law of dissipated energy during the process of deformation. In addition, with the increase of confining pressure, U1 and Ue at the peak point increase linearly, the strain energy U3 done by confining pressure and the energy U0 absorbed by hydrostatic pressure decrease and increase linearly, respectively. The dry-wet cycling will reduce the minimum activation energy of microcrack propagation, weakening the elastic strain energy stored in the rock. This is the essential reason for the strength weakening of jointed sandstone under dry-wet cycling.
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图 4 不同干湿循环次数下岩样三轴压缩应力应变曲线
a.完整岩样；b.单节理岩样
Fig. 4. Triaxial compression stress-strain curves of rock specimen with different dry-wet cycles
图 5 不同围压下节理岩样三轴压缩应力应变曲线（n=0）
a.单节理岩样；b.双节理岩样；c.四节理岩样
Fig. 5. Triaxial compression stress-strain curves of jointed rock specimen with different confining pressures (n=0)
图 6 节理砂岩峰值强度（a）和弹性模量（b）与干湿循环次数关系
Fig. 6. The variations of peak strength (a) and elastic modulus (b) of jointed sandstone with the number of dry-wet cycles
图 7 不同干湿循环次数下岩样最终破坏模式
Fig. 7. The eventual failure modes of rock specimen for different dry-wet cycles
图 8 不同干湿循环次数下完整岩样的能量转化曲线
a. n=0；b.n=1；c. n=5；d. n=10；e. n=15；f. n=20
Fig. 8. Energy evolution curves of intact rock samples for different dry-wet cycles
图 9 不同干湿循环次数下节理岩样的能量转化曲线
a. n=0；b.n=1；c. n=5；d. n=10；e. n=15；f. n=20
Fig. 9. Energy evolution curves of jointed rock samples for different dry-wet cycles
图 10 双节理与四节理岩样的能量转化曲线
a.双节理；b.四节理
Fig. 10. Energy evolution curves for rock samples with two and four pre-existing fissures
图 11 能量指标随干湿循环次数变化曲线
a.完整岩样；b.单节理岩样
Fig. 11. Curves of energy indexes versus the number of dry-wet cycles
表 1 不同干湿循环次数下节理岩样三轴压缩试验结果
Table 1. The triaxial compression test results of rock sample under different dry-wet cycles
岩样 σ3(MPa) 循环次数n 偏应力σ1-σ3(MPa) 峰值强度σ1(MPa) 弹性模量E(GPa) 完整岩样 5 0 119.919 124.919 27.841 1 114.481 119.481 26.072 5 108.657 113.657 25.182 10 103.886 108.886 24.569 15 101.540 105.540 24.168 20 96.113 101.113 23.518 单节理 5 0 85.436 90.436 20.682 1 82.081 87.081 19.756 5 78.044 83.044 18.864 10 76.576 81.576 18.050 15 74.478 79.478 17.668 20 72.723 79.723 17.072 
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表 2 三轴压缩试验岩样峰值点能量指标
Table 2. The energy index of rock sample at peak strength point in triaxial compression tests
岩样 次数n U1(kJ·m‒3) U3(kJ·m‒3) U0(kJ·m‒3) Ue(kJ·m‒3) Ud(kJ·m‒3) 完整岩样 0 378.955 ‒48.459 0.808 271.725 59.579 1 359.832 ‒35.038 0.863 262.181 63.476 5 294.587 ‒33.478 0.893 237.213 24.790 10 293.838 ‒13.302 0.916 230.436 51.016 15 287.381 ‒38.671 0.931 222.393 27.249 20 255.042 ‒21.272 0.957 209.615 25.112 单节理岩样 0 265.542 ‒47.749 1.088 189.948 28.933 1 257.214 ‒14.619 1.139 182.797 60.937 5 253.858 ‒33.546 1.193 175.047 46.457 10 239.392 ‒11.144 1.247 174.199 55.296 15 224.234 ‒2.065 1.273 150.717 72.726 20 209.019 ‒16.413 1.318 165.451 28.473
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表 3 不同围压下岩样峰值点能量指标
Table 3. The energy indexes at peak point for different confining pressures
岩样 围压σ3(MPa) U1(kJ·m‒3) U3(kJ·m‒3) U0(kJ·m‒3) Ue(kJ·m‒3) Ud(kJ·m‒3) 完整 5 378.955 ‒48.459 0.808 271.725 59.579 10 468.789 ‒104.101 2.806 332.045 35.431 15 627.935 ‒180.582 5.949 439.589 13.714 单节理 5 265.542 ‒47.749 1.088 189.948 28.933 10 501.743 ‒119.427 3.889 261.084 125.122 15 692.385 ‒243.551 7.629 297.727 158.736 双节理 5 194.843 ‒20.878 1.317 154.028 21.254 10 300.356 ‒78.171 4.924 208.989 18.120 15 430.045 ‒139.793 10.072 278.263 22.061 四节理 5 137.581 ‒20.381 1.574 109.758 9.016 10 194.596 ‒23.660 5.893 142.642 34.187 15 266.526 ‒30.012 12.655 180.529 68.640
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