大理岩破坏阶段Biot系数研究

在流固耦合研究中经常采用有效应力原理,Biot系数的确定为其中困难之一。为了研究含裂纹大理岩中Biot系数演化规律,在三轴压缩塑性变形后期阶段的不同轴向变形条件下,进行轴向压力加卸载循环;并在轴向压力卸载末期对岩样施加孔隙水压力。通过记录试样的变形,在Shao提出的Biot系数计算方法的基础上,计算轴向和侧向Biot系数。得到了不同围压条件下轴向和侧向Biot系数随轴向变形的演化规律,并对此进行了深入分析。结果表明：（1）Biot系数表现为各向异性,三轴压缩试验时,试样中大部分裂纹沿最大正应力方向扩展,是造成这种现象的直接原因;（2）轴向和侧向Biot系数随着轴向变形的增大而增大,轴向变形的增大引起岩样中裂纹扩展,导致Biot系数增大;（3）低围压条件下轴向和侧向Biot系数均比高围压条件下的值大,这是由于破坏方式不同引起的。     

岩石流变损伤本构方程

根据岩石材料的微结构机理,基于简单机械模型,通过在不可逆应变和牛顿时间所构成的空间中合理的定义广义时间、引入四阶各向异性损伤张量,建立了岩石的流变损伤本构方程。该模型能够考虑复杂应力状态下材料的响应特性,各向异性损伤及其损伤的方向特征,静水压力的影响等。发展了相应的数值分析方法,并根据泥岩三轴蠕变试验结果进行了验证。     

冻融损伤与围压对层状岩石强度各向异性的影响北大核心CSCD

层状岩石具有显著的层理面结构,层理面结构的方向决定了岩石的各向异性,相邻层面的岩石物理力学性质差异和连接强度决定了各向异性的强弱,此外,层状岩石的层理结构使其易受冻融循环(FT)等风化作用的影响。为了研究冻融损伤与围压对层状岩石强度各向异性的影响,分别在0、10、20、30和40次的冻融循环和0、5、15、25和40MPa的围压条件下,使用岩石三轴试验系统(GCTS)对五种不同层理倾角的层状砂岩试件进行试验。试验结果显示,冻融循环会使岩石层理面产生裂隙,更易发生沿层理面的剪切滑移破坏,冻融40次后,β=0°的试件单轴抗压强度降低14.5%,而β=67.5°的试件单轴抗压强度降低57.9%,使层状岩石的固有各向异性增强。围压对岩石的各向异性影响与其固有各向异性有关,表现为随着冻融次数的累积,围压对岩石的应力诱导各向异性由起初的增强逐渐转变为抑制。本研究可为寒区层状岩石工程的设计、施工和安全运行提供理论支持。     

基于特低渗砂岩覆压试验渗透率方向性特征分析

由于地质成因的不同,岩石渗透率往往具有不同程度的大小和方向性差异,即呈各向异性的特点。目前,岩石渗透率方向性特征的理论和试验研究仍然不足,缺乏岩石渗透率各向异性量化评估。基于国内CCUS场地储层砂岩,沿正交方向钻取岩芯试件若干,完成瞬态法覆压渗透率测试。试验结果表明,特低渗砂岩正交方向渗透率随围压（上覆岩层压力）加载呈幂律函数递减,当围压加载至20 MPa以后,正交方向渗透率差异性逐步降低,即渗透率由各向异性逐步向各向同性过渡,且储层砂岩竖向渗透率压力敏感系数普遍低于水平侧向。通过建立一种空间坐标系下渗透率计算模型,将岩石内部渗流规律等效为空间正交方向渗透率模型,并借用统计学标准差定义提出渗透率各向异性系数?k,将不同岩性储层岩石渗透率不均匀性作归一化处理,定量地描述了覆压试验过程中试件渗透率各向异性的变化规律。     

致密岩石纵横波波速各向异性的比较研究

通过对板岩、千枚岩、糜棱岩和变质砂岩等4种岩石在平行和垂直层理、板理的3个正交方向上的纵、横波波速试验,提出了致密岩石纵波波速的各向异性与横波波速的各向异性普遍存在着一致性和差异性两种特征。一致性特征主要表现为致密岩石的横波各向异性随纵波各向异性的增强而增强;差异性特征主要表现为在平行和垂直层理、板理的两个方向上,纵波波速的各向异性指数大于横波,亦即纵波波速的各向异性比横波更为显著。从横观各向同性弹性介质的波速方程出发,通过具体的算例对这两种特征进行了较好的理论分析。     

拉应力条件下岩石细观力学本构模型和渗透系数张量研究(Ⅱ):各向异性渗透系数张量及算例

建立了同时考虑微裂纹发展过程、渗透压和变形影响的岩石各向异性渗透系数张量,推导了所建立本构模型和渗透系数张量的单轴拉伸方程,并和实验结果进行了对比。结果表明,建立的本构模型能够反映岩石的弹性阶段、非线性强化阶段、应力跌落阶段和应变软化阶段的特征;能够很好地反映有渗流时岩石抗拉强度降低等渗流岩石力学特征;建立的渗透系数张量正确反映了随着岩石损伤的发展岩石中渗流的各向异性规律。该模型也适用于岩体。     

岩石应力应变全过程的声发射及分形与混沌特征

试验研究了岩石应力-应变全过程的声发射特征,得到岩石试件在初始压密和弹性阶段撞击数少、能量低、振幅小、无事件数产生;应变硬化阶段撞击数骤增、能量高、振幅大、有大量事件数产生;应变软化阶段撞击数骤减、能量低、振幅小、有事件产生。因岩石每个变形阶段产生的声发射特征不同,则可以用声发射方法研究岩石的微观损伤演化和预测现场工程岩体的宏观断裂失稳过程。根据岩石声发射损伤三维定位的试验研究结果,其损伤的发展具有分形特征和统计自相似性,且岩石声发射事件数的演化过程可以用触发-生长-触发的链式生长模型来描述,通过事件数可以观察岩石微裂纹的演化过程,且岩石微裂纹的演化可用Logistic方程来描述,因而岩石的损伤演化具有分叉和混沌特征。     

横观各向同性饱和地基竖向振动的衰减特性

基于提出的横观各向同性饱和多孔介质Biot波动方程的一般解,研究了饱和半空间地基在竖向点源简谐激振荷载作用下地表振动的衰减特征,分析了激振频率以及横观各向同性饱和土介质的各向异性参数和孔隙渗透系数对地表振动特征的影响。计算结果表明,低频和高频激振时,地表位移衰减特性存在明显差异;在饱和土的各向异性参数中,纵向和水平方向动态渗透系数比值和刚度系数比值对地表位移衰减影响最大,这也说明采用各向同性饱和介质的动力学模型不能准确地描述具有明显各向异性特性的饱和土地基的动力特性。     

基于3D雕刻技术的岩体结构面剪切各向异性研究

相同形貌结构面重复性剪切试验和各向异性剪切试验一直是岩体结构面剪切力学特性试验研究中的难点,而该问题对于工程岩体的开挖力学响应和稳定性分析、评价与控制至关重要,问题的关键在于同一种岩石的结构面形貌的再现。为此,基于3D扫描和3D雕刻技术,重复制备了3种不同粗糙度的大理岩结构面试样,开展了不同法向应力下相同形貌结构面的各向异性剪切试验。试验结果发现：（1）同一法向应力、不同剪切方向下,相同形貌结构面的剪切强度、剪胀和剪切破坏特征均呈现明显各向异性;（2）结构面粗糙度各向异性很大程度上决定了剪切强度的各向异性,两者具有较好的正相关性;（3）随着法向应力的升高,结构面剪切特征的各向异性有逐渐弱化的趋势。同时,研究还充分表明,3D雕刻技术是系统开展结构面剪切力学特征各向异性研究的可靠手段,可在将来研究中发挥更为重要的作用。     

基于残余强度修正的岩石损伤软化统计本构模型研究

岩石随着围压的增大,残余强度的增加幅度比峰值强度大,残余强度逐渐成为影响岩石全应力-应变曲线峰后段的主要因素,因此,建立岩石损伤软化统计本构模型时,对残余强度进行修正是非常必要的。基于岩石应变强度理论以及岩石微元强度服从Weibull随机分布的假设,考虑岩石峰后残余强度对损伤变量进行修正,在微元破坏符合Hoek-Brown屈服准则条件下,建立了能够反映岩石峰后软化特征的三维损伤统计本构模型;依据岩石试验全应力-应变曲线的几何特征,推导出本构模型参数的数学表达式,并基于花岗岩室内试验数据对模型参数进行探讨,研究了Weibull分布参数与本构模型的关系,探讨了损伤修正系数的取值和岩石累积损伤的扩展过程;将建立的本构模型理论曲线与4种岩石（斑状二长花岗岩、细晶大理岩、砂岩和粉砂质泥岩）不同围压下的常规三轴压缩试验曲线进行对比分析,结果表明,该模型能很好地描述岩石破裂过程的全应力-应变关系和表征岩石残余强度特征。这对于岩石损伤软化问题以及岩石加固处理措施的研究均具有重要的意义。     

多孔联合水幕效率试验方法及应用实例

我国地下水封洞库主要修建在结晶岩体中,岩体裂隙发育程度和空间展布的非均质各向异性使得水封洞库的水封条件十分复杂。水幕系统是保证地下水封洞库密封性的核心要素,因此所设计的水幕孔与围岩间的水力联系是否满足密封性需求,需进行检验。前人在进行相关问题研究时往往将地质体简化为均质各向同性介质,个别文献在实验室尺度对地质体各向异性进行讨论,但工程适用性不强。为分析场地尺度岩体渗透性能各向异性对水幕孔水力传输效率的影响,并探究考虑这种影响的水幕系统优化方法,本文借鉴工程经验,引入水幕效率的概念,设计一种多孔联合水幕效率试验,以烟台地下水封洞库工程项目为依托,进行场地试验并利用阈值法得到试验结果,进而对水幕孔进行相应补充以优化水幕系统网络,最终使水幕系统网络在考虑地质体各向异性的实际影响下满足气密性要求。实践证明,该方法能显著加强水幕系统在各向异性场区的水力传输能力,比现行的等间距设置水幕系统钻孔更适于工程实际。     

柱状节理坝基岩体三维各向异性数值分析

在分析柱状节理不连续性和各向异性的工程特性基础上,对某拱坝及坝基的柱状节理岩体进行三维数值模拟分析。考虑河谷初始地应力场和岩体各向异性力学性质,采用各向同性本构和各向异性弹塑性本构进行对比分析。计算表明,坝基柱状节理岩体各向异性特性对工程整体应力、变形的影响比较明显,采用各向异性弹塑性模型计算更能反映柱状节理的特殊性。其结果为该坝区岩体工程各向异性力学分析提供了示例。     

Dominant micro-cracking direction and anisotropic property of rocks under uniaxial compression

To explore the relationship between the dominant direction of micro-cracks and the anisotropy, this research focuses on the micro-crack initiation and propagation mechanism and the anisotropic parameters evolution in the rock under uniaxial compression. Based on the maximum circumferential stress theory and the assumption of shear slip leading to the local tensile stress, the micro-crack initiation and propagation model is established, and the anisotropic parameters of rock is further explored. To verify the theory, the marble limestone, granite porphyry and granite are selected to conduct uniaxial compression experiment. It is indicated that the experimental results of elastic moduli and Poisson’s ratio are well consistent with theoretical analysis. Finally, the relationship between the dominant direction of original and secondary micro-cracks and the effect of the micro-cracks’ dominant direction on practical engineering are discussed. The results show that the dominant direction of micro-cracks is parallel to the maximum principal stress under uniaxial compression, which leads to the anisotropy of rock. With the increase of stress, the axial and transverse elastic moduli would decrease, while the extent of the decrease of axial elastic modulus is larger. The axial Poisson’s ratio would increase and the transverse Poisson’s ratio will decrease. Moreover, the Poisson’s ratio is more sensitive to the anisotropy caused by the dominant direction of micro-cracks.     

Determination of the poroelasticity of shale

Shales play important roles in various civil, energy and environmental engineering applications. Shales are categorized as poroelastic materials due to their tight and very stiff structure, and reliable poroelastic properties are required when dealing with shales. This paper presents simple procedures to determine the poroelastic properties of rocks using oedometer and triaxial consolidation tests. The procedures, which avoid the difficulty to perform determination of the unjacketed bulk modulus of the rock minerals, are demonstrated on a North Sea shale. The experimentally obtained Biot coefficient α and the drained bulk modulus K of the shale range from 0.95 to 0.99, and from 0.17 to 2.00 GPa, respectively. The Biot coefficient α and the drained bulk modulus K values determined from the oedometer and triaxial tests are compared and show good agreement and consistency between the two test procedures. The Skempton’s coefficient B-value of the triaxial samples was also experimentally measured prior to the triaxial consolidation tests. The theoretically predicted B-value varies from 0.81 to 0.96 which is, on the average, only about 10% higher than the experimentally obtained B-value which range from 0.80 to 0.85.

     

Evaluating the Poroelastic Effect on Anisotropic, Organic-Rich, Mudstone Systems

Understanding the poroelastic effect on anisotropic organic-rich mudstones is of high interest and value for evaluating coupled effects of rock deformation and pore pressure, during drilling, completion and production operations in the oilfield. These applications include modeling and prevention of time-dependent wellbore failure, improved predictions of fracture initiation during hydraulic fracturing operations (Suarez-Rivera et al. Presented at the Canadian Unconventional Resources Conference held in Calgary, Alberta, Canada, 15–17 November 2011. CSUG/SPE 146998 2011), improved understanding of the evolution of pore pressure during basin development, including subsidence and uplift, and the equilibrated effective in situ stress (Charlez, Rock mechanics, vol 2 1997; Katahara and Corrigan, Pressure regimes in sedimentary basins and their prediction: AAPG Memoir, vol 76, pp 73–78 2002; Fjær et al. Petroleum related rock mechanics. 2nd edn 2008). In isotropic rocks, the coupled poro-elastic deformations of the solid framework and the pore fluids are controlled by the Biot and Skempton coefficients. These are the two fundamental properties that relate the rock framework and fluid compressibility and define the magnitude of the poroelastic effect. In transversely isotropic rocks, one desires to understand the variability of these coefficients along the directions parallel and longitudinal to the principal directions of material symmetry (usually the direction of bedding). These types of measurements are complex and uncommon in low-porosity rocks, and particularly problematic and scarce in tight shales. In this paper, we discuss a methodology for evaluating the Biot’s coefficient, its variability along the directions parallel and perpendicular to bedding as a function of stress, and the homogenized Skempton coefficient, also as a function of stress. We also predict the pore pressure change that results during undrained compression. Most importantly, we provide values of transverse and longitudinal Biot’s coefficients and the homogenized Skempton coefficient for two important North American, gas-producing, organic-rich mudstones. These results could be used for petroleum-related applications.     

基于H-B准则的各向异性边坡岩体强度参数修正研究

在岩质边坡的稳定性计算分析中,各向异性岩体抗剪强度参数的合理取值直接决定了分析成果的可靠性。为充分考虑岩体各向异性对边坡工程的影响,本文基于H-B强度准则,利用边坡岩体质量分类体系CSMR替代RMR,对参数m_b、s进行修正,并由此进一步计算得到各向异性边坡岩体的等效M-C强度参数。通过工程实例,计算比较了金沙江某水电站导流洞出口边坡在相同基岩条件、不同开挖设计方案下强度参数修正前后的边坡稳定安全系数。研究结果表明,岩体各向异性对边坡稳定性影响较大,未考虑岩体各向异性的岩体参数用于边坡稳定性计算时不能准确反映边坡的实际稳定性状态;而经过各向异性修正后,导流洞出口边坡两种设计方案下的整体稳定安全系数计算结果分别为1.11和1.70,与工程地质定性、半定量评价结果基本相符。通过本文提出的方法对边坡各向异性岩体参数进行修正,并在此基础上对边坡整体稳定性进行计算分析是可行的。     

An Anisotropic Geomechanical Model for Jointed Rock Masses at Taishan Nuclear Power Station, Southern China

An anisotropic geomechanical model for jointed rock mass is presented. Simultaneously with deriving the orthotropic anisotropy elastic parameters along the positive axis, the equivalent compliance matrix for the deflection axis orthotropic anisotropy was derived through a three-dimensional coordinate transformation. In addition, Singh’s analysis of the stress concentration effects of intermittent joints was adopted, based on two groups of intermittent joints and a set of cross-cutting joints in the jointed rock mass. The stress concentration effects caused by intermittent joints and the coupling effect of cross-cutting joints along the deflection-axis are also considered. The proposed anisotropic mechanics parameters method is applied to determine the deformation parameters of jointed granite at the Taishan Nuclear Power Station. Combined with the deterministic mechanical parameters of rock blocks and joints, the deformation parameters and their variability in jointed rock masses are estimated quantitatively. The computed results show that jointed granite at the Taishan Nuclear Power Station exhibits typical anisotropic mechanical characteristics; the elastic moduli in the two horizontal directions were similar, but the elastic modulus in the vertical direction was much greater. Jointed rock elastic moduli in the two horizontal and vertical directions were respectively about 24% and 37% of the core of rock, showing weakly orthotropic anisotropy; the ratio of elastic moduli in the vertical and horizontal directions was 1.53, clearly indicating the transversely isotropic rock mass mechanical characteristics. The method can be popularized to solve other rock mechanics problems in nuclear power engineering.     

岩石质量指标(RQD)的各向异性分析

各向异性是工程岩体的重要工程特性, 岩石质量指标RQD具明显的各向异性。本文运用结构面网络模拟技术, 通过结构面间距、倾角、相对夹角以及结构面组数的敏感性分析, 探讨了RQD的各向异性规律。结合实际工程应用, 提出正确引用RQD指标的建议。     

Effects of anisotropic permeability on stabilization and pore water pressure distribution of poorly cemented stratified rock slopes

Slopes composed of stratified and poorly cemented rocks that fail during heavy rainfalls are typical in the outer zone of Taiwan's Western Foothills. This study investigates how hydraulic conductivity anisotropy influences pore water pressure (PWP) distributed in stratified, poorly cemented rock slopes and related slope stability through numerical simulation. The notion of representing thin alternating beds of stratified, poorly cemented rocks as an equivalent anisotropic medium for ground‐water flow analysis in finite slopes was validated. PWP was then derived in a modelled slope comprising an anisotropic medium with suitable boundary conditions. Simulation results indicate the significance of the principal directions of hydraulic conductivity tensor and the anisotropic ratio on PWP estimation for anisotropic finite slopes. For a stratified, poorly cemented rock slope, estimating PWP utilizing a phreatic surface with isotropic and hydrostatic assumptions will yield incorrect results. Stability analysis results demonstrate that hydraulic conductivity anisotropy affects the slope safety factor and slip surface pattern. Consequently, steady‐state groundwater flow analysis is essential for stratified, poorly cemented rock slopes when evaluating PWP distribution and slope stability. This study highlights the importance of hydraulic conductivity anisotropy on the stability of a stratified, poorly cemented rock slope. Copyright © 2006 John Wiley & Sons, Ltd.     

An anisotropic strength criterion for jointed rock masses and its application in wellbore stability analyses

In this paper, an anisotropic strength criterion is established for jointed rock masses. An orientation distribution function (ODF) of joint connectivity, is introduced to characterize the anisotropic strength of jointed rock masses related to directional distributed joint sets. Coulomb failure condition is formulated for each plane of jointed rock masses by joint connectivity, where the friction coefficient and cohesion of the jointed rock mass are related to those of the intact rock and joint and become orientation dependent. When approximating joint connectivity by its second‐order fabric tensor, an anisotropic strength criterion is derived through an approximate analytical solution to the critical plane problem. To demonstrate the effects of joint distribution on the anisotropic strength of jointed rock masses, the failure envelopes are worked out for different relative orientations of material anisotropy and principal stress axes. The anisotropic strength criterion is also applied to wellbore stability analyses. It is shown that a borehole drilled in the direction of the maximum principal in situ stress is not always the safest due to the anisotropic strength of the jointed rock mass. Copyright © 2007 John Wiley & Sons, Ltd.