Triaxial Rheological Experiments and Rheological Constitutive of Mudstone under Hydro-Mechanical Coupling State
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摘要: 渗透压与应力耦合作用下泥岩的流变实验及其本构研究, 对岩土工程长期稳定性分析具有重要的意义.采用岩石温度-应力-渗流耦合三轴流变仪, 对泥岩进行了渗透压-应力耦合作用下、干燥状态下两种状态的三轴流变试验, 并对两种状态下流变破坏后泥岩断口进行了电镜扫描.研究结果表明：(1) 渗透压-应力耦合作用下泥岩应变与时间关系实测曲线中应变曲线出现突变现象的次数明显高于干燥状态下泥岩的流变曲线, 说明渗透压对泥岩具有较强的损伤效应; (2) 因渗透压的作用, 致使渗透压-应力耦合下泥岩在轴向应变、环向应变和体积应变总量上远大于干燥态流变岩样的应变总量, 渗透压-应力耦合下泥岩发生流变破坏的应力荷载为干燥状态泥岩荷载的66.7%, 渗透压对岩石强度有明显的减弱影响; (3) 两种状态下流变破坏后泥岩断口进行电镜扫描后, 细观破裂特性对比发现, 在渗透压-应力耦合作用下, 岩石强度加速降低; (4) 对两种状态下泥岩试验成果的流变模型进行了预测, 采用所提出的改进的西原本构模型来描述泥岩的流变变形行为, 拟合结果显示：改进的西原本构模型能够较好地模拟两种状态下泥岩的全过程流变变形行为, 并获得了流变变形特征的本构模型参数值, 为渗透压-应力耦合下岩土体长期变形研究奠定了重要基础.Abstract: Rheological experiments and the constitutive research on mudstone under hydro-mechanical coupling plays an important role in long-term stability analysis of geotechnical engineering. The rock's temperature, stress, seepage coupling triaxial rheological experiment device was used on mudstone under the hydro-mechanical coupling state and dry state respectively, and their ruptured sections were scanned by electron microscopy after rheological experiments. The results show the follows: (1) The number of mutations in the map of mudstone strain-time under hydro-mechanical coupling is significantly more than that under dry state, which means the osmotic pressure has strong damage effect on mudstone. (2) The axial strain, hoop strain and volume strain of mudstone under the hydro-mechanical coupling state are greater than those under dry state because of the action of osmotic pressure. The stress of mudstone under the hydro-mechanical coupling state when rheological damage occurs is 66.7% of that of dry state, and osmotic pressure has obvious weakening effect on rock strength. (3) The rock's strength reduces faster under the effect of hydro-mechanical coupling by comparison with mesoscopic fracture characteristics of mudstone. (4) The mudstone's rheological model is predicted by results of the test, the modified K-B model was adopted to describe the mudstone rheological deformation behavior, and the fitting results show that the modified K-B model can well simulate the whole process of the mudstone rheological deformation behavior under the two states, and the constitutive model parameter values of the rheological deformation were obtained, which lay solid foundation for long-term rock mass deformation research under the hydro-mechanical coupling.
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图 6 泥岩应变-时间关系
a.渗透压-应力耦合状态下的N5；b.干燥状态的N6泥岩
Fig. 6. The relationship of strain and time of mudstone
图 7 偏应力-应变关系
a.偏应力-应变关系；b.轴向应变对比；c.环向应变对比；d.体积应变对比
Fig. 7. Relationships of partial stress-strain
图 11 流变曲线及拟合结果
a.N5改进的西原模型拟合结果; b.N6改进的西原模型拟合结果
Fig. 11. The rheological curve and the fitting results
表 1 偏应力荷载等级
Table 1. The level of deviatoric stress load
岩样编号 偏应力(MPa) 第1级 第2级 第3级 第4级 第5级 第6级 N5 5 10 15 20 25 30 N6 10 20 30 35 40 45 
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表 2 泥岩应变量
Table 2. The mudstone's strain values
岩样
编号偏向应力
(MPa)围压
(MPa)渗透压
(MPa)应变量(10-6) ε1 ε3 εv N5 5 3 0.7 1 747.2 -864.0 19.2 10 3 0.7 1 808.3 -1 392.3 -976.4 15 3 0.7 1 708.8 -2 684.2 -3 659.6 20 3 0.7 1 528.0 -2 795.8 -4 063.6 25 3 0.7 1 003.7 -2 588.8 -4 173.8 30 3 0.7 6 540.8 -30 610.7 -54 680.5 累积应变量(10-6) 14 336.7 -40 935.7 -67 534.6 N6 10 3 0 1 230.6 -624.1 -17.6 20 3 0 1 778.3 -2 651.6 -3 525.0 30 3 0 1 861.0 -2 567.6 -3 274.1 35 3 0 785.0 -1 042.5 -1 300.0 40 3 0 568.6 -1 718.6 -2 868.6 45 3 0 2 309.4 -2 371.8 -2 434.3 累积应变量(10-6) 8 532.8 -10 976.2 -13 419.6 注：表中ε1、ε3、εv分别表示轴向应变、环向应变和体积应变；环向应变以向外膨胀为负.
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表 3 常用流变模型的流变特性
Table 3. The rheological properties of common rheological model
模型 弹性应变 应变速率 黏性流动 应力松弛 弹性后效 Maxwell模型 有 不变 有 有 无 Kelvin模型 无 递减 无 无 有 H-K模型 有 递减 无 有 有 H/M模型 有 递减 无 有 有 Burgers模型 有 递减 有 有 有 黏塑性模型 无 不变 有 无 无 宾汉姆模型 有 不变 有 有 无 西原模型 有 递减 有 有 有
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表 4 流变全过程本构模型参数
Table 4. The rheological constitutive model
编号 Σ
(MPa)E1
(MPa)E2
(MPa)η1
(MPa·h)η2
(MPa·h)R2 N5 5 0.005 6 8 843.91 2 092.96 0.81 10 0.017 4 5 773.35 6 305.14 0.98 15 0.052 6 9 469.39 18 475.60 0.95 20 0.103 4 14 649.88 5 084.86 0.95 25 0.167 5 16 395.85 24 523.58 0.83 30 0.253 2 38 359.04 199 643.70 0.98 35 0.322 3 154 593.60 524 987.50 51 579.35 0.98 N6 10 0.000 9 9 446.501 3 148.651 0.93 20 0.024 6 1 2150.50 2 335.064 0.92 30 0.089 6 1 7889.60 5 368.01 0.85 35 0.169 3 48 341.81 50 949.07 0.82 40 0.224 9 49 572.72 125 676.90 0.88 45 0.292 5 234 088.23 116 888.62 2.2 913E12 0.99 注：表中E1表示瞬时弹性模量，E2表示黏弹性模量，η1和η2表示黏弹性系数，R2为拟合曲线相关系数.
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