Q_2原状黄土本构模型及其在隧道工程中的应用研究
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摘要
随着西部大开发战略的实施,西部地区的基础设施建设工程、生态环境改善工程和国防建设工程中往往涉及到黄土工程问题。而黄土是一种具有独特工程性质的特殊性土,从岩土工程意义来说,其特殊性主要表现在黄土的结构性、欠压密性和湿陷性,导致在黄土地区修建工程的特殊性和复杂性,这就需要进一步发展黄土力学理论和相应的工程技术。本文在前人研究的基础上,通过理论推导、试验研究和数值模拟等方法对Q_2原状黄土的力学特性和浅埋黄土连拱隧道动态施工围岩损伤局部化过程等进行了较为系统和深入的研究。本文的主要研究内容和成果如下:
①从山西离石连拱隧道处取得Q_2原状黄土土样,通过试验测试获得Q_2原状黄土的物理性质和力学性质,主要包括非饱和Q_2原状黄土物理性质试验、三轴剪切试验、等压试验和等P试验。获得了Q_2原状黄土的剪应力q与剪应变εs的关系、体应变εv与剪应变εs的关系,进而拟合得到弹性常数、强度参数及峰值强度与残余强度随围压的变化规律等。
②根据Q_2原状黄土的试验结果,对弹塑性变形进行分离,作出流线图和势线图,并假定塑性流动符合相关联流动法则,选用塑性功函数为硬化、软化函数,建立了应变空间的Q_2原状黄土弹塑性本构模型。
③在应变空间的Q_2原状黄土弹塑性本构模型的研究基础上,把土体在应力作用下的总变形分解为弹性变形、塑性变形和损伤不可逆变形。假定塑性变形和损伤不可逆变形耦合,并服从伊留辛公设,确定出以广义塑性功为硬化参数的加载函数和以损伤能量密度为参数的损伤屈服面函数,推导出损伤演化规律,建立了应变空间的Q_2原状黄土弹塑性损伤本构模型。
④根据FLAC~(3D)的塑性流动法则并对其进行修正,推导出Q_2原状黄土弹塑性损伤本构模型的FLAC~(3D)的格式。再利用FLAC~(3D)的二次开发功能,用C++程序编制了用户自定义本构模型,与FLAC~(3D)自带的本构模型分别对试件进行模拟,并与试验结果进行对比,得出用户自定义本构模型更能准确反映Q_2原状黄土的力学特性。
⑤定义了围岩损伤度SRDD概念和推导其计算公式,并用FLAC~(3D)的FISH语言编制围岩损伤局部化后处理模块,通过实例模拟,得出该围岩损伤度后处理模块能较好的反映黄土隧道动态施工围岩损伤局部化分布和演化情况。
⑥以离石黄土连拱隧道为依托工程,对离石黄土连拱隧道的两种施工方案开挖过程分别进行损伤局部化数值模拟研究,通过分析开挖过程中围岩损伤局部化分布情况和损伤演化规律,选出较合理的施工方案,并与现场的监测数据进行对比分析,验证了数值模拟结果的可信性。
⑦通过分析隧道工程围岩稳定性的分析和判别方法,结合Q_2黄土隧道动态施工围岩损伤局部化数值模拟研究、以及隧道新奥法监测,建立了一套简易的适用于Q_2黄土隧道围岩稳定性判别方法,为Q_2黄土隧道围岩稳定性判别提供参考。
Along with the implementation of western development strategy, geological hazard of loess projects has occurred frequently to infrastructure construction, ecological environment improvement projects and construction of national defense in western regions. These problems can be solved only by the development of loess mechanics theory and engineering technology. On the basis of previous research, deformation properties of loess and damage localization of loess multi-arch tunnel are researched by theoretical deduction, experimental test, program composition, and numerical simulation. The main works of the thesis can be drawn as follows:
(1) According to Q_2 loess conventional triaxial compression test curves in different stress path, it can draw the relations of shear stress q and shear strainεs, relations of body strainεv vs shear strainεs. Besides, the change rules of Elastic constants against confining pressure, peak strength and remain strength against confining pressure are obtained.
(2) According to Q_2 loess conventional triaxial compression test results in different stress paths, the plastic potential function is adopted as hardening function and softening function for the reason that both the hardening parts and softening parts have the same approximate ellipse. Assume that plastic flow rule is accorded with the associative flow rule. The plastic potential function is adopted as hardening function and softening function, the elasto-plastic constitutive model of Q_2 loess in strain space is set up.
(3) With the deficiency of elasto-plastic constitutive model of Q_2 loess, the total deformation is divided into elastic deformation, plastic deformation and irreversible deformation by degraded stiffness. Assume that the plastic deformation and irreversible deformation obeys Hyushin's postulate, and the plastic deformation is coupling with irreversible deformation, according to internal variable theory, elastic-plastic theory in strain space and damage mechanics theory, plastic work is calculated by separating strain of conventional triaxial compression test results. And the loading function is obtained with the plastic work as hardening parameter. And then, according to the damage potential determination method of Desai model, masonry model and Zhao Xihong model, damage yielding surface function is obtained with the parameter of damage energy density. Further more, evolution law of damage is deduced on the basis of correlative parameters simulated from test data. And the elasto-plastic damage constitutive model of Q_2 loess in strain space is found.
(4) Based on the plastic flow rule of FLAC~(3D) and some corrections, the FLAC~(3D) pattern of elasto-plastic damage constitutive model of Q_2 loess is deduced. Utilizing secondary development function of FLAC~(3D), user-defined model is programmed with Microsoft Visual C++. The user-defined model is loaded in FLAC~(3D). The simulation results of modified Cam-Clay model and user-defined model to failure mode of test sample is compared.
(5) The defining of surrounding rock damage degree (SRDD) is brought forward, and its computational expressions are deduced. It is then programmed with FISH language.
(6) Based on project of Lishi loess multi-arch tunnel, the damage localization process of dynamic construction of loess multi-arch tunnel is simulated. By analysis on the SRDD distributing and its evolvement of two excavating scheme, the better scheme can be obtained. And it is compared with the practice construction of Lishi loess multi-arch tunnel to prove its creditability.
(7) A simple evaluation system of surrounding rock stability is set up by adopting analysis methods and discriminated methods of tunnel engineering by combining with analysis and eyeballing of damage localization numerical simulation of tunnel engineering, and New Austrian Method monitoring of tunnel.
①从山西离石连拱隧道处取得Q_2原状黄土土样,通过试验测试获得Q_2原状黄土的物理性质和力学性质,主要包括非饱和Q_2原状黄土物理性质试验、三轴剪切试验、等压试验和等P试验。获得了Q_2原状黄土的剪应力q与剪应变εs的关系、体应变εv与剪应变εs的关系,进而拟合得到弹性常数、强度参数及峰值强度与残余强度随围压的变化规律等。
②根据Q_2原状黄土的试验结果,对弹塑性变形进行分离,作出流线图和势线图,并假定塑性流动符合相关联流动法则,选用塑性功函数为硬化、软化函数,建立了应变空间的Q_2原状黄土弹塑性本构模型。
③在应变空间的Q_2原状黄土弹塑性本构模型的研究基础上,把土体在应力作用下的总变形分解为弹性变形、塑性变形和损伤不可逆变形。假定塑性变形和损伤不可逆变形耦合,并服从伊留辛公设,确定出以广义塑性功为硬化参数的加载函数和以损伤能量密度为参数的损伤屈服面函数,推导出损伤演化规律,建立了应变空间的Q_2原状黄土弹塑性损伤本构模型。
④根据FLAC~(3D)的塑性流动法则并对其进行修正,推导出Q_2原状黄土弹塑性损伤本构模型的FLAC~(3D)的格式。再利用FLAC~(3D)的二次开发功能,用C++程序编制了用户自定义本构模型,与FLAC~(3D)自带的本构模型分别对试件进行模拟,并与试验结果进行对比,得出用户自定义本构模型更能准确反映Q_2原状黄土的力学特性。
⑤定义了围岩损伤度SRDD概念和推导其计算公式,并用FLAC~(3D)的FISH语言编制围岩损伤局部化后处理模块,通过实例模拟,得出该围岩损伤度后处理模块能较好的反映黄土隧道动态施工围岩损伤局部化分布和演化情况。
⑥以离石黄土连拱隧道为依托工程,对离石黄土连拱隧道的两种施工方案开挖过程分别进行损伤局部化数值模拟研究,通过分析开挖过程中围岩损伤局部化分布情况和损伤演化规律,选出较合理的施工方案,并与现场的监测数据进行对比分析,验证了数值模拟结果的可信性。
⑦通过分析隧道工程围岩稳定性的分析和判别方法,结合Q_2黄土隧道动态施工围岩损伤局部化数值模拟研究、以及隧道新奥法监测,建立了一套简易的适用于Q_2黄土隧道围岩稳定性判别方法,为Q_2黄土隧道围岩稳定性判别提供参考。
Along with the implementation of western development strategy, geological hazard of loess projects has occurred frequently to infrastructure construction, ecological environment improvement projects and construction of national defense in western regions. These problems can be solved only by the development of loess mechanics theory and engineering technology. On the basis of previous research, deformation properties of loess and damage localization of loess multi-arch tunnel are researched by theoretical deduction, experimental test, program composition, and numerical simulation. The main works of the thesis can be drawn as follows:
(1) According to Q_2 loess conventional triaxial compression test curves in different stress path, it can draw the relations of shear stress q and shear strainεs, relations of body strainεv vs shear strainεs. Besides, the change rules of Elastic constants against confining pressure, peak strength and remain strength against confining pressure are obtained.
(2) According to Q_2 loess conventional triaxial compression test results in different stress paths, the plastic potential function is adopted as hardening function and softening function for the reason that both the hardening parts and softening parts have the same approximate ellipse. Assume that plastic flow rule is accorded with the associative flow rule. The plastic potential function is adopted as hardening function and softening function, the elasto-plastic constitutive model of Q_2 loess in strain space is set up.
(3) With the deficiency of elasto-plastic constitutive model of Q_2 loess, the total deformation is divided into elastic deformation, plastic deformation and irreversible deformation by degraded stiffness. Assume that the plastic deformation and irreversible deformation obeys Hyushin's postulate, and the plastic deformation is coupling with irreversible deformation, according to internal variable theory, elastic-plastic theory in strain space and damage mechanics theory, plastic work is calculated by separating strain of conventional triaxial compression test results. And the loading function is obtained with the plastic work as hardening parameter. And then, according to the damage potential determination method of Desai model, masonry model and Zhao Xihong model, damage yielding surface function is obtained with the parameter of damage energy density. Further more, evolution law of damage is deduced on the basis of correlative parameters simulated from test data. And the elasto-plastic damage constitutive model of Q_2 loess in strain space is found.
(4) Based on the plastic flow rule of FLAC~(3D) and some corrections, the FLAC~(3D) pattern of elasto-plastic damage constitutive model of Q_2 loess is deduced. Utilizing secondary development function of FLAC~(3D), user-defined model is programmed with Microsoft Visual C++. The user-defined model is loaded in FLAC~(3D). The simulation results of modified Cam-Clay model and user-defined model to failure mode of test sample is compared.
(5) The defining of surrounding rock damage degree (SRDD) is brought forward, and its computational expressions are deduced. It is then programmed with FISH language.
(6) Based on project of Lishi loess multi-arch tunnel, the damage localization process of dynamic construction of loess multi-arch tunnel is simulated. By analysis on the SRDD distributing and its evolvement of two excavating scheme, the better scheme can be obtained. And it is compared with the practice construction of Lishi loess multi-arch tunnel to prove its creditability.
(7) A simple evaluation system of surrounding rock stability is set up by adopting analysis methods and discriminated methods of tunnel engineering by combining with analysis and eyeballing of damage localization numerical simulation of tunnel engineering, and New Austrian Method monitoring of tunnel.
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