Boom Clay渗流—应力耦合长期力学特性研究
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摘要
在核废料地质贮存库的岩体材料选取中,比利时、法国、瑞士和德国等国将粘土岩(Argillaceous rock)作为一种主要的备选介质加以研究。Boom Clay由于具有膨胀性、低渗透性和损伤自修复等特性,被认为是一种合理的放射性核废料处置的地质屏障。比利时核研究中心HADES大型地下实验室从80年代起就开始从事高放核废物地下处置方面的长期现场实验研究。
结合比利时HADES试验室正开展的Boom Clay研究课题,本文从Boom Clay的长期流变特性、渗流-应力耦合特性以及泥岩巷道长期稳定性等方面开展研究工作,主要进展如下：
(1)通过Boom Clay X衍射试验和扫描电镜试验,得到了该泥岩的矿物组成情况及微观结构：Boom Clay主要由粘土矿物(平均60%)组成,包括伊利石、蒙脱石、伊利石-蒙脱石混层以及高岭石,非粘土矿物部分主要由石英和长石组成；扫描电镜试验进一步证实,Boom Clay中粘土颗粒含量较高,这些细小的粘土颗粒构成了较大的集粒,呈絮凝状结构。
(2)进行Boom Clay固结试验,主要包括标准固结试验和加盐水固结试验。由标准固结试验,确定了Boom Clay的基本物理力学参数,主要包括前期固结压力(约为5MPa)、压缩指数(约为0.19)等；由加盐水固结试验,初步了解该泥岩在渗流-应力耦合作用下的力学特性,试验表明：在盐水作用下,该泥岩具有明显的膨胀性。
(3)进行Boom Clay渗流-应力耦合固结不排水三轴剪切试验及扫描电镜试验。固结不排水三轴剪切试验采用在静水压力作用下将试样两端加反压进行饱和后,对其进行低速率下的不排水剪切试验,用以进一步研究Boom Clay渗流-应力耦合力学特性,试验表明：在饱和过程中,试样不断吸水产生膨胀变形；不排水剪切过程中,超孔隙水压力变化与时间相关,在有效围压2.5MPa作用下该泥岩压缩强度约为3.0MPa。试验完成后,通过扫描电镜试验对剪切试验前后试样的微观结构变化情况进行分析,分析表明,该泥岩在经历剪切作用后,试样微观结构排列定向性更加明显。
(4)建立了Boom Clay横观各向同性弹塑性损伤本构模型并给出了损伤演化方程,该模型可以考虑泥岩的强化和软化行为。根据固结不排水三轴剪切试验结果并通过编制反分析程序,采用优化反分析法确定了泥岩本构模型中各项参数,为后续计算研究奠定了基础。
(5)通过对Boom Clay进行渗流-应力耦合作用下的长期(1年以上)一维固结流变试验及扫描电镜试验,研究该泥岩渗流-应力耦合作用下的长期力学特性。固结流变试验表明：Boom Clay具有明显的流变性；固结流变过程中随载荷的增大,主固结时间不断增长。对试验前后试样的微观结构变化进行分析,分析表明：在经历固结流变试验后,Boom Clay孔隙度明显减小,泥岩微观结构排列变得非常紧密。根据固结流变试验建立Boom Clay一维流变本构模型,同时将模型计算结果与试验结果进行对比,分析表明,该模型能够很好的反映泥岩一维固结流变特性；
(6)进行Boom Clay渗流-应力耦合长期三轴流变试验(1年以上),进一步研究该泥岩渗流-应力耦合作用下的长期力学特性。依据三轴流变试验结果,考虑Boom Clay的非线性蠕变变形特点,运用损伤力学理论建立了该泥岩非线性蠕变损伤本构模型,并构造了蠕变损伤与蠕变应变的关系式；根据Boom Clay渗流-应力耦合长期流变试验结果,通过计算分析,获得了蠕变损伤模型中的待定参数；以ABAQUS软件为平台,编制了UMAT子程序,并通过模拟Boom Clay三轴流变试验过程,对UMAT子程序进行了验证；结果表明,本文提出的Boom Clay蠕变损伤模型能较好地反映泥岩的非线性蠕变损伤过程,且材料参数较少,具有一定的参考价值。
(7)在Boom Clay力学特性、本构模型及长期强度准则等研究成果的基础上,建立了高放废物处置库(HADES)三维有限元模型,研究了处置库围岩的蠕变损伤演化过程、孔隙水压力变化等规律,并对围岩稳定性进行评价；分析了衬砌的蠕变变形规律及受力状态,并与现场监测的结果进行了对比,验证了模型的可靠性,研究结果可为处置库的长期稳定性预测提供参考。
Argillaceous rock is considered as a kind of alternative medium for underground nuclear waste repository storage in Europe. Boom Clay is studied as a reasonable geological barrier in geological disposal of high level radioactive waste because of its swelling, low permeability and self-healing, et al. In Belgium, a series of in situ tests have been investigated in HADES underground laboratory since 1980. The main research work of the dissertation has been focused on long-term mechanical behavior, hydro-mechanical coupled behavior, creep damage behavior of Boom Clay. The main achievements are stated as follows:
(1) The mineral composition and microstructure of Boom Clay is obtained by X diffraction test and scanning electron microscopic (SEM) test, respectively. As the average contents of 60%, clay mineral containing illite, smectite, illite-smectite mixed layer and kaolinite is the main composition of Boom Clay, and quartz and feldspar is the main composition of non-clay minerals for Boom Clay. The SEM test further conform the high contents of clay particles of Boom Clay, and those fine clay particles make up of larger particle sets, which present flocculated structure.
(2) Oedometer tests containing standard oedometer test and hydrated oedometer test are carried out. Basic physical and mechanical parameters such as preconsolidation stress (about 5MPa) and compressibility coefficient (about 0.19) are obtained from standard oedometer test of Boom Clay. The hydrated oedometer test results show that Boom clay has significant swelling behavior under synthetic Boom Clay (SBC) water.
(3) Triaxial consolidated undrained shearing tests have been conducted in order to further study the hydro-mechanical coupled behavior of Boom Clay. After the sample saturated by back pressure in both ends under hydrostatic pressure, the triaxial consolidated shearing test is processed under very low shearing rate (20μm/min) with deformation and pore pressure measured. Test results show that the swelling deformation and the excess pore pressure are gradually increasing with time during shearing process. The shear strength under effective confining stress 2.5MPa is about 3.0MPa. The variation of micro structure before and after the shearing tests are studied by SEM. It shows that the micro structure arrangement of Boom Clay after test is more directional than undisturbed Boom Clay.
(4) Transversely isotropic elasto-plastic damage constitutive model and the damage evolution equation are established considering modified Mohr-Coulomb criterion. The model can describe the hardening and softening behavior of Boom Clay. Parameters for the developed constitutive model are obtained from triaxial test results by inverse analysis and analytical method.
(5) Long-term hydro-mechanical coupled behavior of Boom Clay is studied by one dimensional consolidation creep tests (more than 1 year). The test results highlighted the creep potential of Boom Clay. After the creep test, the variations of micro structure before and after the tests are studied through SEM. It shows that the porosity of Boom Clay is decreased and the microstructure directionality is more ordered. Based on the test results, a creep constitutive model is established to describe consolidated creep behavior of Boom Clay.
(6) Long-term triaxial creep tests (more than 1 year) are conducted to study hydro-mechanical coupled creep behavior of Boom Clay. Based on the triaxial creep test results, a nonlinear creep damage constitutive model is established for Boom Clay. At the same time, the relationship between creep damage and creep strain is developed. The parameters for creep damage constitutive model are obtained from the triaxial creep test results. Taking ABAQUS as a platform, programming UMAT subroutine, the subroutine was verified by simulating the triaxial creep test. The results show that the developed creep damage constitutive model can describe the nonlinear creep damage process very well.
(7) Based on the achievements of long-term behavior of Boom Clay,3D numerical analysis on stability of tunnels in HADES has been conducted. Comparison between the numerical results and the field measurements has been done, which shows that the variation law of pore water pressure and convergence of the tunnel after excavation is nearly the same as what we obtained from monitoring.
结合比利时HADES试验室正开展的Boom Clay研究课题,本文从Boom Clay的长期流变特性、渗流-应力耦合特性以及泥岩巷道长期稳定性等方面开展研究工作,主要进展如下：
(1)通过Boom Clay X衍射试验和扫描电镜试验,得到了该泥岩的矿物组成情况及微观结构：Boom Clay主要由粘土矿物(平均60%)组成,包括伊利石、蒙脱石、伊利石-蒙脱石混层以及高岭石,非粘土矿物部分主要由石英和长石组成；扫描电镜试验进一步证实,Boom Clay中粘土颗粒含量较高,这些细小的粘土颗粒构成了较大的集粒,呈絮凝状结构。
(2)进行Boom Clay固结试验,主要包括标准固结试验和加盐水固结试验。由标准固结试验,确定了Boom Clay的基本物理力学参数,主要包括前期固结压力(约为5MPa)、压缩指数(约为0.19)等；由加盐水固结试验,初步了解该泥岩在渗流-应力耦合作用下的力学特性,试验表明：在盐水作用下,该泥岩具有明显的膨胀性。
(3)进行Boom Clay渗流-应力耦合固结不排水三轴剪切试验及扫描电镜试验。固结不排水三轴剪切试验采用在静水压力作用下将试样两端加反压进行饱和后,对其进行低速率下的不排水剪切试验,用以进一步研究Boom Clay渗流-应力耦合力学特性,试验表明：在饱和过程中,试样不断吸水产生膨胀变形；不排水剪切过程中,超孔隙水压力变化与时间相关,在有效围压2.5MPa作用下该泥岩压缩强度约为3.0MPa。试验完成后,通过扫描电镜试验对剪切试验前后试样的微观结构变化情况进行分析,分析表明,该泥岩在经历剪切作用后,试样微观结构排列定向性更加明显。
(4)建立了Boom Clay横观各向同性弹塑性损伤本构模型并给出了损伤演化方程,该模型可以考虑泥岩的强化和软化行为。根据固结不排水三轴剪切试验结果并通过编制反分析程序,采用优化反分析法确定了泥岩本构模型中各项参数,为后续计算研究奠定了基础。
(5)通过对Boom Clay进行渗流-应力耦合作用下的长期(1年以上)一维固结流变试验及扫描电镜试验,研究该泥岩渗流-应力耦合作用下的长期力学特性。固结流变试验表明：Boom Clay具有明显的流变性；固结流变过程中随载荷的增大,主固结时间不断增长。对试验前后试样的微观结构变化进行分析,分析表明：在经历固结流变试验后,Boom Clay孔隙度明显减小,泥岩微观结构排列变得非常紧密。根据固结流变试验建立Boom Clay一维流变本构模型,同时将模型计算结果与试验结果进行对比,分析表明,该模型能够很好的反映泥岩一维固结流变特性；
(6)进行Boom Clay渗流-应力耦合长期三轴流变试验(1年以上),进一步研究该泥岩渗流-应力耦合作用下的长期力学特性。依据三轴流变试验结果,考虑Boom Clay的非线性蠕变变形特点,运用损伤力学理论建立了该泥岩非线性蠕变损伤本构模型,并构造了蠕变损伤与蠕变应变的关系式；根据Boom Clay渗流-应力耦合长期流变试验结果,通过计算分析,获得了蠕变损伤模型中的待定参数；以ABAQUS软件为平台,编制了UMAT子程序,并通过模拟Boom Clay三轴流变试验过程,对UMAT子程序进行了验证；结果表明,本文提出的Boom Clay蠕变损伤模型能较好地反映泥岩的非线性蠕变损伤过程,且材料参数较少,具有一定的参考价值。
(7)在Boom Clay力学特性、本构模型及长期强度准则等研究成果的基础上,建立了高放废物处置库(HADES)三维有限元模型,研究了处置库围岩的蠕变损伤演化过程、孔隙水压力变化等规律,并对围岩稳定性进行评价；分析了衬砌的蠕变变形规律及受力状态,并与现场监测的结果进行了对比,验证了模型的可靠性,研究结果可为处置库的长期稳定性预测提供参考。
Argillaceous rock is considered as a kind of alternative medium for underground nuclear waste repository storage in Europe. Boom Clay is studied as a reasonable geological barrier in geological disposal of high level radioactive waste because of its swelling, low permeability and self-healing, et al. In Belgium, a series of in situ tests have been investigated in HADES underground laboratory since 1980. The main research work of the dissertation has been focused on long-term mechanical behavior, hydro-mechanical coupled behavior, creep damage behavior of Boom Clay. The main achievements are stated as follows:
(1) The mineral composition and microstructure of Boom Clay is obtained by X diffraction test and scanning electron microscopic (SEM) test, respectively. As the average contents of 60%, clay mineral containing illite, smectite, illite-smectite mixed layer and kaolinite is the main composition of Boom Clay, and quartz and feldspar is the main composition of non-clay minerals for Boom Clay. The SEM test further conform the high contents of clay particles of Boom Clay, and those fine clay particles make up of larger particle sets, which present flocculated structure.
(2) Oedometer tests containing standard oedometer test and hydrated oedometer test are carried out. Basic physical and mechanical parameters such as preconsolidation stress (about 5MPa) and compressibility coefficient (about 0.19) are obtained from standard oedometer test of Boom Clay. The hydrated oedometer test results show that Boom clay has significant swelling behavior under synthetic Boom Clay (SBC) water.
(3) Triaxial consolidated undrained shearing tests have been conducted in order to further study the hydro-mechanical coupled behavior of Boom Clay. After the sample saturated by back pressure in both ends under hydrostatic pressure, the triaxial consolidated shearing test is processed under very low shearing rate (20μm/min) with deformation and pore pressure measured. Test results show that the swelling deformation and the excess pore pressure are gradually increasing with time during shearing process. The shear strength under effective confining stress 2.5MPa is about 3.0MPa. The variation of micro structure before and after the shearing tests are studied by SEM. It shows that the micro structure arrangement of Boom Clay after test is more directional than undisturbed Boom Clay.
(4) Transversely isotropic elasto-plastic damage constitutive model and the damage evolution equation are established considering modified Mohr-Coulomb criterion. The model can describe the hardening and softening behavior of Boom Clay. Parameters for the developed constitutive model are obtained from triaxial test results by inverse analysis and analytical method.
(5) Long-term hydro-mechanical coupled behavior of Boom Clay is studied by one dimensional consolidation creep tests (more than 1 year). The test results highlighted the creep potential of Boom Clay. After the creep test, the variations of micro structure before and after the tests are studied through SEM. It shows that the porosity of Boom Clay is decreased and the microstructure directionality is more ordered. Based on the test results, a creep constitutive model is established to describe consolidated creep behavior of Boom Clay.
(6) Long-term triaxial creep tests (more than 1 year) are conducted to study hydro-mechanical coupled creep behavior of Boom Clay. Based on the triaxial creep test results, a nonlinear creep damage constitutive model is established for Boom Clay. At the same time, the relationship between creep damage and creep strain is developed. The parameters for creep damage constitutive model are obtained from the triaxial creep test results. Taking ABAQUS as a platform, programming UMAT subroutine, the subroutine was verified by simulating the triaxial creep test. The results show that the developed creep damage constitutive model can describe the nonlinear creep damage process very well.
(7) Based on the achievements of long-term behavior of Boom Clay,3D numerical analysis on stability of tunnels in HADES has been conducted. Comparison between the numerical results and the field measurements has been done, which shows that the variation law of pore water pressure and convergence of the tunnel after excavation is nearly the same as what we obtained from monitoring.
引文
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