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岩石应变软化模型在深埋隧洞数值分析中的应用

ISSN号：1000-6915
期刊名称：《岩石力学与工程学报》
时间：0
分类：TU45[建筑科学—岩土工程;建筑科学—土工工程] O241[理学—计算数学;理学—数学]
作者机构：[1]四川大学水力学与山区河流开发保护国家重点试验室,四川成都610065, [2]河海大学岩土工程研究所,江苏南京210098, [3]中国水电工程顾问集团公司贵阳勘测设计研究院,贵州贵阳550002
相关基金：国家自然科学基金重点项目（50539110）

作者：周家文[1,2], 徐卫亚[2], 李明卫[3], 周先齐[2], 石崇[2]

关键词：岩石力学, 深埋隧洞, 本构模型, 应变软化, 开挖稳定性, 数值分析, Caves, Constitutive models, Deformation, Elastoplasticity, Excavation, Mechanical properties, Numerical analysis, Rock mechanics, Rocks, Safety factor, Stability, Strain, Stress analysis, Tunnels

中文摘要：

随着地下洞室的大量兴建，且埋深越来越深，深埋地下洞室的开挖稳定性问题显得非常重要。针对深埋隧洞围岩特殊的力学特性表现，采用应变软化模型进行数值分析更为合适。首先，对深埋隧洞围岩力学特性和岩石应变软化模型进行简单分析，并且通过数值加载试验分析了Mohr-Coulomb弹塑性模型和应变软化模型计算得到岩石应力-应变关系之间的区别。然后，对简单圆形深埋隧洞进行数值分析，对比分析了Mohr-Coulomb弹塑性模型和应变软化模型计算结果之间的差别，分析主要针对围岩的变形、塑性区和安全系数。最后，采用应变软化模型对两家人水电站深埋地下洞室群进行计算分析，对该地下洞室群的开挖稳定性进行评价。计算结果表明，调压室主室两侧边墙和各洞室连接处的变形较大，较其他地方更危险，需要加强对调压室主室边墙和各洞室连接处的支护强度。

英文摘要：

Along with the construction of underground caverns in depths, the stability of deep underground cavern excavation is a hot issue. According to the special mechanical behaviors of rock in deep tunnel, the strain-softening model is more suitable for numerical analysis. First, the mechanical properties of surrounding rock in deep tunnel and rock strain-softening model are simply analyzed; and through a simple numerical loading example of rock, the stress-strain computation results of Mohr-Coulomb elastoplastic model and strain-softening model are analyzed. Then, a simple circle deep tunnel numerical analysis is carried out; and the comparative analysis of computation results of Mohr-Coulomb elastoplastie model and strain-softening are analyzed~ mainly for the analysis of the surrounding deformation, plastic zone and factor of safety. Finally, the strain-softening model is used to the deep underground caverns of Liangjiaren Hydropower Station~ and the stability of underground caverns is evaluated.The results show that the deformations of both sides of main cavern and the junction cavern are larger, more dangerous than other places. The support of the both sides of main cavern and junction cavern should be considered.

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