Analysis on the evolution law of creep-fatigue failure energy of deep anchored jointed rock mass
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摘要:
为探究深部岩体在爆破、开挖等扰动荷载下的力学特性，开展锚固岩体在蠕变-疲劳荷载下的室内试验，并进一步探究其能量演化规律。结果表明：（1）在疲劳荷载作用下，加锚节理岩体比无锚条件下的滞回环面积小，在施加预应力时，其滞回环面积又大幅度减少，说明加锚预应力能有效降低其能量损耗；（2）岩石强度越高，其滞回环面积越小，对应的能量耗散越小，反之能量耗散大；（3）对比不同加卸载速率可知：在每一级循环荷载过程中，加卸载速率越大其对应的应变值、切线斜率就越大。考虑加卸载速率对节理岩体劣化作用，依据应变等价原理，得出节理岩体峰值损伤本构方程，并通过试验验证模型的准确性，为深部岩体结构支护提供思路。
Abstract:In order to explore the mechanical properties of deep rock masses under disturbance loads such as blasting and excavation, laboratory tests of anchored rock masses under creep-fatigue loads were carried out, and the law of energy evolution was further explored. The results show that: (1) Under the action of fatigue load, the area of the anchored jointed rock mass is smaller than the of the unanchored condition. When prestress is applied, the hysteresis area of the jointed rock mass is greatly reduced, indicating that the anchored prestress can effectively reduce its energy loss. (2) The higher the rock strength, the smaller the hysteresis loop area, the smaller the corresponding energy dissipation. Conversely, the lower the rock strength, the larger the hysteresis loop area and the larger the corresponding energy dissipation. (3) Comparing different loading and unloading rates, experimental results show that during each level of cyclic loading, the greater the loading and unloading rate, the greater the corresponding strain value and tangent slope. Considering the effect of loading and unloading rate on the deterioration of jointed rock masses, based on the principle of strain equivalence, the peak damage constitutive equation of jointed rock masses is obtained, and the accuracy of the model is verified through experiments, which provides ideas for deep rock structure support.
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Key words:
- shear creep /
- hysteresis area /
- loading unloading rate /
- energy loss /
- damage constitutive equation
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表 1 不同岩性的能量值
Table 1. Energy values of different lithologies
岩性 工况 岩石吸收的能量 弹性应变能 消耗能 耗能比 花岗岩 无锚 0.0756 0.0205 0.0551 0.729 加锚 0.1152 0.0758 0.0394 0.342 预应力 0.1903 0.1208 0.0595 0.313 大理岩 无锚 0.0604 0.0198 0.0406 0.672 加锚 0.0955 0.0543 0.0412 0.431 预应力 0.1705 0.1028 0.0677 0.397 砂岩 无锚 0.0463 0.0138 0.0325 0.702 加锚 0.0963 0.0459 0.0504 0.523 预应力 0.1620 0.0866 0.0754 0.465 
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表 2 拟合曲线的相关参数
Table 2. Related parameters of fitting curve
岩样 加卸载速率/（N·s−1） a b 
c d 
ɛf R2 砂岩 20 7.80 1.898 0.9983 −0.0055 0.005 0.976 0.385 0.946 30 21.59 2.404 0.9985 −0.033 0.008 0.952 0.320 0.956 40 14.41 2.199 0.9985 0.0248 0.012 0.968 0.295 0.967 50 4.46 1.737 0.9996 0.0364 0.014 0.972 0.285 0.973 大理岩 20 10.38 1.934 0.9982 −0.0035 0.006 0.965 0.410 0.972 30 23.92 2.274 0.9991 −0.028 0.009 0.958 0.359 0.981 40 15.79 2.107 0.9987 0.0293 0.012 0.967 0.297 0.964 花岗岩 50 6.35 1.825 0.9995 0.0415 0.015 0.957 0.283 0.953 20 11.95 1.746 0.9986 −0.0047 0.008 0.964 0.395 0.943 30 25.78 2.524 0.9987 −0.029 0.010 0.981 0.374 0.946 40 17.31 2.126 0.9985 0.0317 0.012 0.972 0.365 0.975 50 7.86 1.809 0.9998 0.0434 0.015 0.961 0.299 0.954
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