酸腐蚀作用下川渝红层砂岩蠕变特性试验研究

谢妮; 王丁浩; 吕阳; 高青

doi:10.19509/j.cnki.dzkq.2022.0142

酸腐蚀作用下川渝红层砂岩蠕变特性试验研究

doi: 10.19509/j.cnki.dzkq.2022.0142

中国地质大学(武汉)工程学院, 武汉 430074

基金项目:

国家自然科学基金项目 4187071735

详细信息

作者简介:
谢妮(1985—), 女, 副教授, 主要从事多尺度多场耦合岩石本构理论方面的研究工作。E-mail: shelly93111@163.com

通讯作者:
王丁浩(1997—), 男, 正攻读地质工程专业硕士学位, 主要从事岩石蠕变方面的研究工作。E-mail: 1048311677@qq.com

中图分类号: P642.1
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- 文章访问数: 449
- PDF下载量: 26
- 被引次数: 0
出版历程
- 收稿日期: 2021-08-20
- 网络出版日期: 2022-11-10

Experimental study on creep behaviors of red sandstone in Sichuan and Chongqing under acid corrosion

Faculty of Engineering, China University of Geosciences(Wuhan), Wuhan 430074, China

摘要

摘要:
岩石蠕变特性对岩体工程的长期稳定有着重要影响, 尤其是在酸雨等水化学作用下, 岩石的细观结构遭到破坏, 蠕变特性及变形更为显著。以重庆二佛寺红层砂岩为研究对象, 通过开展室内三轴压缩分级蠕变试验, 研究了酸腐蚀状态下砂岩的蠕变特性。结果表明: 酸的腐蚀和浸泡会使砂岩内部孔隙增加, 导致砂岩在第一级荷载下会产生较大的瞬时应变和蠕变量, 之后瞬时应变量和蠕变量随着应力增加而增大; 岩样受到腐蚀软化, 蠕变破坏强度为抗压强度的76%, 长期强度仅为抗压强度的54%。为了描述蠕变全过程, 建立了一个损伤蠕变模型来拟合试验数据, 验证了其适用性, 可以为岩土工程建设的稳定性提供参考。
- 砂岩 /
- 蠕变试验 /
- 蠕变损伤模型 /
- 酸腐蚀作用
Abstract:
The creep characteristics of rock have an important effect on the long-term stability of rock engineering. Especially under the action of acid rain and other water chemistry, the rock microstructure is destroyed, and the creep characteristics and deformation are more significant. With the red sandstone of the Erfo Temple in Chongqing as the research object, the creep characteristics of sandstone under acid corrosion are studied by triaxial compression creep test. The results show that the porosity of sandstone increases with acid corrosion and immersion, which leads to the large instantaneous strain and creep of sandstone under the first stage load, and then the instantaneous strain and creep increase with the increase in stress. The creep strength is 76% of the compressive strength, and the long-term strength is only 54% of the compressive strength. To describe the whole creep process, a damage creep model is established to fit the test data, and its applicability is verified, which provides a reference for geotechnical engineering construction.
- sandstone /
- creep test /
- creep damage model /
- acid corrosion

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图 1 真空饱和装置

Figure 1. Vacuum saturation plant

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图 2 酸腐蚀岩样

Figure 2. Acid-etched rock sample

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图 3 三轴压缩应力-应变曲线

D′是酸腐蚀试样体积应变最大的点，标志着岩样由压缩为主的变形转变为扩容为主的变形; a.酸腐蚀试样轴向、径向和体积应变-应力曲线; b.不同工况下轴向应变-应力曲线

Figure 3. Stress and strain curves under triaxial compression

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图 4 RTX-1000多场耦合岩石三轴仪

Figure 4. RTX-1000 multifield coupled rock triaxial instrument

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图 5 酸腐蚀砂岩分级加载蠕变曲线

Figure 5. Creep curve of acid-corroded sandstone under graded loading

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图 6 饱水砂岩恒应力蠕变曲线

Figure 6. Constant stress creep curve of saturated sandstone

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图 7 应力水平和稳态蠕变速率曲线

Figure 7. Stress level and steady-state creep rate curves

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图 8 砂岩应变、应变率与时间关系曲线

Figure 8. Relation curve of sandstone strain, strain rate and time

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图 9 等时应力-应变曲线

Figure 9. Isochronous stress-strain curve

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图 10 砂岩蠕变损伤模型

E₀、E₁分别为弹性模量和黏弹性模量(GPa)；η₁, η₂为黏滞系数(GPa·h)；σ_s为长期强度(MPa)；η₃为损伤黏塑性体的黏滞系数(GPa·h)

Figure 10. Creep damage model of sandstone

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图 11 实验数据和拟合曲线

Figure 11. Experimental data and fitting curves

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图 12 实验数据和拟合曲线

Figure 12. Experimental data and fitting curves

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表 1 岩石强度和变形参数结果

Table 1. Rock strength and deformation parameter results

岩样编号	工况	围压/MPa	抗压强度/MPa	峰值应变/10^-3	弹性模量/GPa	泊松比
13	酸腐蚀	1	36.7	7.705	3.649	0.368
7	饱水	1	24.2	6.864	3.083	0.100
30	干燥	1	48.8	6.085	6.516	0.116

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表 2 各级荷载下的轴向应变量

Table 2. Axial strain variable under various loads

加载级数	瞬时应变ε₀/%	蠕变量ε/%
1	0.506 9	0.038 5
2	0.048 5	0.023 6
3	0.040 5	0.024 2
4	0.035 0	0.030 5
5	0.031 6	0.036 1
6	0.022 9	0.035 9
7	0.028 6	0.055 4
8	0.018 6	0.038 1
9	0.016 4	0.045 9
10	0.003 4	0.069 6

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表 3 各应力水平下拟合参数

Table 3. Fit parameters at various stress levels

应力大小/MPa	K₀/GPa	G₀/GPa	G₁/GPa	η₁/GPa·h	η₂/GPa·h	η₃/GPa·h	m	R²
12	2.595	0.751	19.675	402.352	—	—	—	0.980 1
14	2.728	0.790	21.655	387.043	—	—	—	0.990 6
24	3.117	0.902	48.691	1023.359	709.597	—	—	0.984 5
26	3.316	0.960	36.247	111.153	871.840	—	—	0.978 8
28	3.569	1.033	49.645	4.020	30.149	48.267	0.007	0.997 2

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表 4 拟合参数

Table 4. Fitting parameters

应力大小/MPa	K₀/GPa	G₀/GPa	G₁/GPa	η₁/(GPa·h)	η₂/(GPa·h)	η₃/(GPa·h)	m	R²
7	140.550	5.525	15.744	55.341	—	—	—	0.965 9
14	80.485	5.431	34.238	289.663	—	—	—	0.952 4
21	110.867	5.637	57.190	247.253	257.069	—	—	0.983 9
28	143.503	5.405	89.571	51.626	706.105	368.931	0.004	0.978 4

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