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1.
通过自主研发的煤岩剪切-渗流耦合试验装置,开展了无充填结构面和充填石膏、岩屑、黄泥结构面的剪切试验。利用三维光学扫描技术,研究了结构面的三维形貌特征和裂隙开度演化。结果表明：充填结构面的峰值剪应力和法向位移由充填石膏、岩屑到黄泥依次递减,受充填物强度影响较大;无充填结构面由于直接接触,剪切后表面发生明显磨损,结构面粗糙度系数（JRC）整体减小且变化最为显著,充填石膏和岩屑结构面的JRC变化次之,充填黄泥结构面几乎没有变化;充填物破坏和结构面磨损主要受裂隙开度演化和局部应力集中的影响。随着剪切位移的增大,在裂隙开度较小的区域,应力分布较大,充填物易沿此处破碎,无充填结构面沿此处严重磨损。 相似文献
2.
节理中接触面积的存在使得渗流曲折效应更加明显,将对渗流产生显著影响。为了研究节理接触面积对节理渗流的影响,建立节理渗流概念模型,推导得到了节理渗流的接触面积影响系数;然后在节理渗流计算公式中引入该影响系数,得到了考虑接触面积影响的渗流计算公式。同时,由于接触面积的存在使得渗流曲折因子的计算更为复杂,在获得节理隙宽分布的基础上提出了计算节理渗流曲折因子的五点比较法。然后以人工大理岩节理试件为研究对象,在获得其三维表面形貌的基础上,一方面对其进行不同接触状态下5级法向应力作用下的渗流试验;另一方面,在根据节理试件的三维表面形貌数据计算节理的渗流平均曲折因子和接触面积比的基础上,分别采用考虑接触面积影响的渗流计算公式和Zimmerman计算公式对节理试件在不同法向应力作用下的渗流体积流量进行计算,并将计算结果与实测值进行比较。结果表明：考虑接触面积影响的渗流计算公式计算结果与实测值吻合较好,从而验证了考虑接触面积影响的渗流计算公式的正确性,而Zimmerman计算公式高估了节理的渗流流量。 相似文献
3.
Van-Manh Nguyen Heinz Konietzky Thomas Frühwirt 《Geotechnical and Geological Engineering》2014,32(4):829-846
A new procedure is presented, which combines big shear box tests on rocks and corresponding numerical simulations with explicit consideration of joint roughness to get deeper insight into the shear behavior of rock joints. The procedure consists of three parts: (1) constant normal load- or CNS-shear box tests with registration of shear- and normal-components of stress and displacements and deduction of basis rock mechanical parameters; (2) high resolution 3D-scanning of joint surface to deduce joint topography; and (3) set-up, run and evaluation of 3-dimensional numerical model with explicit duplication of joint roughness as back-analysis of shear box tests. The numerical back-analysis provides deeper insight into the joint behavior at the micro-scale. Several parameters can be deduced, like micro-slope angle distribution, aperture size distribution, local normal stress distribution and detailed analysis of dilation in relation to shear direction. The potential of the new procedure is illustrated exemplary by shear box tests on slate. 相似文献
4.
A Shear Model Accounting Scale Effect in Rock Joints Behavior 总被引：1，自引：0，他引：1
F. Vallier Y. Mitani M. Boulon T. Esaki F. Pellet 《Rock Mechanics and Rock Engineering》2010,43(5):581-595
Understanding the scale effect on the mechanical behavior of a single rock joint is still very important in rock engineering.
Rock joints can be classified into three different categories depending on their scale: the “micro scale” which is the scale
of the asperities; the “meso scale” is the scale of the specimens tested in laboratory; and the “macro scale” which is the
scale of the rock mass. The purpose of this paper is to propose an effective way to model rock joints at both the meso and
macro scale. An original constitutive mechanical model, in which parameters are deduced from experimental results, has been developed.
This model is then extended to simulate the discontinuities occurring at a larger size. At the macro scale, the constitutive
modeling was carried out for both small and large relative displacements. Large displacements lead to substantial changes
in dilation. For both cases, the peak shear stress vanishes for joints longer than 2 m. 相似文献
5.
This paper presents laboratory results regarding the shear behaviour of an artificial tensile fracture generated in granite. We used a direct shear rig to test fractures of different sizes (from 100 mm to 200 mm) under various shear displacements up to 20 mm and cyclic shear stresses with constant normal stress of 10 MPa. To determine the evolution of surface damage and aperture during shear, cyclic loading was performed at designated shear displacements. These changes in the surfaces topography were measured with a laser profilometer ‘non-contact surface profile measurement system’. In addition, changes were also measured directly by using pressure-sensitive film.
The results showed that the standard deviation (SD) of the initial aperture of the sheared fracture significantly increases with both shear displacement and size, which result in an increase in the non-linearity of the closure curve (since the matedness of the fracture surfaces decreases with shear displacement). Therefore, we concluded that shear dilation is not only governed by the surfaces sliding over each other, but is also strongly influenced by the non-linearity of closure with shear displacement. Furthermore, while the shear stiffness of the fracture during the initial stage decreases with fracture size, it increases with fracture size in the residual stage. This can be attributed to the fact that only small asperities with short wavelengths were mainly damaged by shearing. Moreover the result showed that the damaged zones enlarge and localise with shear displacement, and eventually tend to form perpendicular to the shear displacement. 相似文献
6.
Method for Quantification of Wear of Sheared Joint Walls Based on Surface Morphology 总被引：4，自引：2，他引：2
Roughness and wear evolution of three different joint wall surfaces were characterized using surface roughness and surface
wear parameters. Parameters were defined by considering the two components of morphology: waviness (“primary” roughness) and
surface roughness (“secondary” roughness). Two surface roughness parameters are proposed: joint interface (or single wall)
specific surface roughness coefficient SR
s
(0 ≤ SR
s
≤ 1) for quantifying the amount of “pure” roughness (or specific roughness), and degree of joint interface (or single wall)
relative surface roughness DR
r
(0 ≤ DR
r
≤ 0.5). Two further parameters are also proposed in order to quantify the wear of wall surface: joint interface (or single
wall) surface wear coefficient Λinterface, and the degree of joint interface (or single wall) surface wear D
w(interface). The three test specimens were: man-made granite joints with hammered surfaces, man-made mortar joints with corrugated surfaces,
and mortar joints prepared from natural rough and undulated schist joint replicas. Shearing under monotonic and cyclic shearing
was performed using a computer-controlled bidirectional and biaxial shear apparatus. Joint surface data were measured using
a noncontact laser sensor profilometer prior to and after each shear test. Calculation of specific surface roughness coefficient
SR
s
, and degree of surface wear D
w
, indicated that the hammered joint interface with predominant interlocking wears much more (>90%) than the corrugated (27%)
and the rough and undulated (23%) joint interfaces having localized interlocking points. The proposed method was also successfully
linked to the classical wear theory. 相似文献
7.
A. A. Giwelli A. Gumati K. Sakaguchi K. Matsuki 《Geotechnical and Geological Engineering》2014,32(3):673-686
The effects of the fracture scale (size) and normal stress on the shear behavior of a fracture were investigated in direct shear rig using mortar fracture replicas of different sizes (100–200 mm), which were reproduced from a tensile fracture created in granite. Monotonic shear loading was applied at normal stresses of 0.3 and 1 MPa for shear displacements of 2 and 20 mm. The change in surface topography was measured by using a profile measurement system with a laser profilometer to determine the changes in surface damage and the aperture during shear. Additionally, the effect of gouge material on the non-linearity of the closure curve during shear was investigated. The results show that the standard deviation of the initial aperture during shear increases not only with scale but also with the normal stress, since the matedness decreases due to the fact that asperities are more damaged with normal stress, and accordingly, the non-linearity in the closure curve during shear increases with normal stress. The results also show that the non-linearity of the closure curve during shear increases with the presence of gouge material/debris that is produced in the shearing process. This is mainly because gouge is soft and easily deforms under the application of normal stress. Moreover, gouge material is distributed non-uniformly around the contact areas. Thus, the normal stiffness during shear decreases not only with a decrease in the matedness between the surfaces, but also with the presence of gouge material. 相似文献
8.
K. Sakaguchi J. Tomono K. Okumura Y. Ogawa K. Matsuki 《Rock Mechanics and Rock Engineering》2008,41(2):325-341
Summary A tensile fracture of about 1 m in length was created by indenting wedges in a block of granite, and the heights of the two
fracture surfaces were measured using a large, non-contact surface profile measurement system with a laser profilometer to
determine the aperture distribution of the fracture. Based on the measured data, the frequency characteristics of the asperity
heights, the initial aperture (the aperture when the surfaces are in contact at a single point), and the size effect on the
statistical properties were analyzed. The results can be summarized as follows:
Authors’ address: Dr. Kiyotoshi Sakaguchi, Graduate School of Environmental Studies, Tohoku University, 6-6-20 Aramaki-Aza-Aoba,
Aoba-ku, Sendai 980-8579, Japan 相似文献
| 1. | The relation between the power spectral density of the fracture surface and the spatial frequency shows linearity on a log–log plot and thus the fracture surfaces can be assumed to be fractal object. On the other hand, the power spectral of the initial aperture becomes almost constant for wavelengths greater than about 100 mm. Thus, the matedness between the two surfaces of a fracture of 1 m monotonously increases with wavelength. |
| 2. | The standard deviation of the initial aperture increases with fracture size until the fracture size is about 200 mm, beyond which the standard deviation is almost independent of the fracture size. On the other hand, the mean initial aperture still increases when the fracture size exceeds 200 mm, since the initial aperture depends on the minimum value of the aperture, which decreases with the number of data points. |
9.
The morpho‐mechanical behaviour of one artificial granite joint with hammered surfaces, one artificial regularly undulated joint and one natural schist joint was studied. The hammered granite joints underwent 5 cycles of direct shear under 3 normal stress levels ranging between 0.3 and 4 MPa. The regularly undulated joint underwent 10 cycles of shear under 6 normal stress levels ranging between 0.5 and 5 MPa and the natural schist replicas underwent a monotonics shear under 5 normal stress levels ranging between 0.4 and 2.4 MPa. These direct shear tests were performed using a new computer‐controlled 3D‐shear apparatus. To characterize the morphology evolution of the sheared joints, a laser sensor profilometer was used to perform surface data measurements prior to and after each shear test. Based on a new characterization of joint surface roughness viewed as a combination of primary and secondary roughness and termed by the joint surface roughness, SRs, one parameter termed ‘joint surface degradation’, Dw, has been defined to quantify the degradation of the sheared joints. Examinations of SRs and Dw prior to and after shearing indicate that the hammered surfaces are more damaged than the two other surfaces. The peak strength of hammered joint with zero‐dilatancy, therefore, significantly differs from the classical formulation of dilatant joint strength. An attempt has been made to model the peak strength of hammered joint surfaces and dilatant joints with regard to their surface degradation in the course of shearing and two peak strength criteria are proposed. Input parameters are initial morphology and initial surface roughness. For the hammered surfaces, the degradation mechanism is dominant over the phenomenon of dilatancy, whereas for a dilatant joint both mechanisms are present. A comparison between the proposed models and the experimental results indicates a relatively good agreement. In particular, compared to the well‐known shear strength criteria of Ladanyi and Archambault or Saeb, these classical criteria significantly underestimate and overestimate the observed peak strength, respectively, under low and high normal stress levels. In addition and based on our experimental investigations, we put forward a model to predict the evolution of joint morphology and the degree of degradation during the course of shearing. Degradations of the artificial undulated joint and the natural schist joint enable us to verify the proposed model with a relatively good agreement. Finally, the model of Ladanyi and Archambault dealing with the proportion of total joint area sheared through asperities, as, once again, tends to underestimate the observed degradation. Copyright © 2001 John Wiley & Sons, Ltd. 相似文献
10.
Summary This paper investigates the processes of joint surface damage and near-surface intact rock tensile failure using a hybrid
FEM/DEM code. Selected Barton and Choubey JRC profiles were simulated in direct shear tests and the surface damage mechanisms
investigated in terms of joint surface wear or tensile fracturing of intact rock along the joint plane. Shear strength and
displacement profiles for each joint profile are numerically simulated. Numerical results agree closely with published experimental
observations. Furthermore, results show that dilation along the joint is controlled dominantly by the joint surface geometry
and the applied normal stress. Significant dilation is expected to occur where there is a large asperity provided the applied
normal stress is low. In this case, joint surface damage is limited to surface wear. In contrast, when the applied normal
stress is high, dilation will be low and damage is composed of both surface wear and asperity breakage through near-joint-surface
intact rock tensile failure. Local joint dilation angles vary in proportion to the magnitude of the dilation. Several joint
profiles with different geometrical configurations were simulated within a slope and the possible modes of joint surface damage
were investigated. It was found that due to low normal stresses acting on the joint surfaces within a slope the dominant mode
of joint surface damage is by yielding and surface wear of asperities.
Authors’ address: Amir Karami, Golder Associates Ltd., 4260 Still Creek Drive, Suite 500, Burnaby, Vancouver, British Columbia,
BC V5C 6C6 Canada 相似文献
11.
12.
In order to evaluate the influence of the initial plastic anisotropy in the excavation of a tunnel, a “bubble” bounding surface
model for structured soils, formulated by Kavvadas and Belokas (Proc. 10th IACMAG Conf., 2001), was implemented in the explicit
finite difference code FLAC. Two different initial stress (K
0) conditions were considered. The size and shape of the initial bounding surfaces were specified to be consistent with the
initial stress field. The distorted and rotated shape of the bounding surface, supported by experimental results, defines
the anisotropy of shear strength, which is shown to have a significant influence on the displacements. There is also considerable
sensitivity of the soil model to the initial stress field. 相似文献
13.
天然岩体在长期地质作用下会生成各种节理裂隙等不连续面,而地下工程结构的稳定性一般取决于这些不连续面的强度。在众多因素中,表面形态对岩石节理面剪切强度具有决定性影响。为了系统研究岩石节理面剪切强度的确定方法,把岩石节理面概化为一系列高度不同的微长方体凸起组成的粗糙表面结构,且微长方体凸起有剪胀破坏和非剪胀破坏两种模式。综合微长方体凸起破坏规律,应用概率密度函数描述节理面表面起伏分布的影响,建立了粗糙节理面随机强度模型,推导了节理面剪切强度理论公式,提出了节理面强度的随机评价方法。基于随机强度模型和评价方法编制Matlab计算程序计算自然粗糙节理面的剪切强度,并将计算结果与试验结果进行比较分析。研究表明:粗糙节理面随机强度模型综合了粗糙节理面表面形态和法向应力对节理剪切强度的影响机制,理论计算值与试验数据吻合良好,可以较好的评价粗糙节理的峰值剪切强度和残余剪切强度。该随机模型可作为进一步深入研究的重要基础,分析结构面的连续剪切过程,建立更完善的节理面强度模型。 相似文献
14.
A. D. Jefferson 《国际地质力学数值与分析法杂志》2002,26(5):515-535
A model for formed cracks in concrete is presented. The model can be used in isolation for existing cracks or linked with other damage or plasticity models and applied once a crack has fully formed. It can be applied directly to interface finite elements or used to control the behaviour of crack planes in more general constitutive models that are applied to 2D and 3D continuum elements. The focus of the present development is on aggregate interlock and crack closing behaviour, which is examined from available experimental data. A contact function is derived and is used to differentiate between three contact states. These states are named open, where there is no contact, interlock, for which the stresses depend upon the nearest distance to the contact surface and closed, for which the stresses depend upon the relative displacements directly. The model is developed within an elasto‐plastic framework using effective stresses, which are related to the total stresses via a contact proportion function. The relationship between the effective normal and shear yield stresses is found to be parabolic and the yield shear stress to be dependent upon the opening and embedment displacements. The performance of the model is assessed against experimental data from shear‐normal tests and it is concluded that the model is able to represent the key characteristics of the behaviour of formed cracks in concrete. Copyright © 2002 John Wiley & Sons, Ltd. 相似文献
15.
Barton剪切强度模型是目前工程实践中普遍采用的强度公式,而实践应用时,该模型中结构面粗糙性系数（JRC）的评估存在主观性和片面性的缺点。鉴于此,应用多重分形理论,提出了采用多重分形参数准确量化JRC的方法。首先应用数字图像处理技术获取了结构面三维形貌数据信息;然后采用投影覆盖法进行了结构面的分形维数计算,重点对结构面的多重分形特征进行了分析,通过对比分析了构造的15个结构面的多重分形特征值。结果表明：结构面越粗糙,多重分形特征参数 和 值越大, 或 能够很好地描述结构面的形貌特征。最后对9组石膏试件进行了剪切试验,通过不同正应力下对应的剪应力数据分析,结合结构面形貌多重分形参数 或 ,以Barton剪切强度公式为基础,应用最小二乘法原理,给出了JRC与 及JRC与 关系。这样在工程实际中,可以用参数 或 对JRC进行估算,克服了JRC人为估值主观性及采用二维标准轮廓线评估片面性的缺点,为准确评估结构面粗糙度提供了一条新的途径。在此基础上,应用Barton模型可准确估算岩体结构面的剪切强度。 相似文献
16.
Summary The paper deals with a new testing procedure aimed at determining the failure envelopes for peak and residual strength in direct shear tests. In a continuous failure state direct shear test the specimen is maintained in a state of permanent sliding while the shear and normal stress are being steadily changed. First of all, the specimen is brought to a state of failure in the conventional manner at a chosen constant normal stress. Then under monotonously increasing shear displacement the normal stress is continuously adjusted so that a straight line is produced in the shear stress-displacement plane. Both an increase in the stresses and a decrease is possible. The proper selection of the inclination of the straight line may involve a stress path which corresponds closely to the failure envelope of the specimen. In the case of smooth joint surfaces or in the residual strength state of rough surfaces it is possible to determine exactly the failure envelope with the aid of a single test specimen. The paper also describes a newly developed shear test apparatus suitable for combination with sophisticated servo-controlled loading machines generally available in rock mechanics laboratories. 相似文献
17.
渗透水压对节理应力-渗流耦合特性的影响试验研究 总被引：1，自引：0，他引：1
为研究渗透水压对节理应力-渗流耦合特性的影响,通过对6组人造节理试件恒定法向载荷和恒定法向刚度的压剪渗流试验,分析了应力和位移、节理水力开度以及透过率随剪切位移的变化趋势,获得了渗透水压对节理岩石应力-渗流耦合特性的影响规律。结果表明：节理试件的剪切应力和位移、水力开度以及透过率都与渗透水压密切相关。剪切应力随渗透水压的增大而减小,法向变形、水力开度和透过率却随渗透水压的增大而增大。在压剪渗流试验过程中,不同渗透压力的节理试件都发生了剪胀效应。研究可为深部岩体工程围岩遇水作用稳定性及渗流灾害控制技术提供科学的理论依据。 相似文献
18.
岩体结构面具有明显的各向异性,其直接影响岩体的变形特性、力学特性与渗流特性,因此对结构面的各向异性特征开展量化分析尤为重要。针对不同成因(劈裂、剪切)结构面,利用结构面量化参数(节理粗糙度系数JRC、节理平均倾角θ、分形维数D_B)对其各向异性特征进行了分析,研究了各向异性特征对其剪切力学特性的影响。研究结果表明:(1)在劈裂断裂结构面中,平行劈裂方向的JRC与θ值普遍大于垂直方向,且随角度变化波动较小,D_B在对角线方向变化较大,其值与所取剖面线长度有关;而在剪切断裂结构面中,平行剪切方向的JRC和θ值与垂直方向无明显差别,但D_B同样在对角线方向变化较大;(2)在评价结构面各向异性时,采用θ、D_B等参数评价时,劈裂断裂结构面与剪切断裂结构面各向异性系数无明显差别,采用JRC作为评价参数时,其各向异性系数差异较大,能较好反映不同结构面之间的差异特征;(3)剪切断裂结构面的峰值剪切荷载和法向位移均高于劈裂断裂结构面,两种结构面的剪胀角达到峰值时的剪切位移相近,剪切断裂结构面的开度分布较为集中且普遍较大,劈裂断裂结构面开度分布则较为分散。 相似文献
19.
Shumei XU Shikui ZHAI Aibin ZHANG Huaijing ZHANG Haijian LU 《Frontiers of Earth Science》2008,2(1):10-16
The grain size and element (including redox sensitive elements and terrigenous elements) concentration of surface sediments
from the Changjiang Estuary hypoxia zone and its adjacent sea area were measured in this research. Based on the obtained data,
the hypoxic environment’s influence on the distribution of elements in surface sediments was further studied. We believe that
the “redox environment effect” greatly influences the distribution of the RSE, which reveals the “patchy enrichment pattern”
offshore in the hypoxia zone, while the distribution of the terrigenous elements which shows the “stripped enrichment pattern”
near shore is mainly affected by “granularity effects”. Due to the existence of the hypoxia zone of the Changjiang Estuary,
the distribution of the RSE such as Mo, Cd and V in the study area exhibits the characteristics of “redox environment effects”.
__________
Translated from Marine Geology & Quaternary Geology, 2007, 27(3):1–8 [译自: 海洋地质与第四纪地质] 相似文献
20.
Constitutive laws for rock joints should be able to reproduce the fundamental mechanical behaviour of real joints, such as dilation under shear and strain softening due to surface asperity degradation. In this work, we extend the model of Plesha to include hydraulic behaviour. During shearing, the joint can experience dilation, leading to an initial increase in its permeability. Experiments have shown that the rate of increase of the permeability slows down as shearing proceeds, and, at later stages, the permeability could decrease again. The above behaviour is attributed to gouge production. The stress–strain relationship of the joint is formulated by appeal to classical theories of interface plasticity. It is shown that the parameters of the model can be estimated from the Barton–Bandis empirical coefficients; the Joint Roughness Coefficient (JRC) and the Joint Compresive strength (JSC). We further assume that gouge production is also related to the plastic work of the shear stresses, which enables the derivation of a relationship between the permeability of the joint and its mechanical aperture. The model is implemented in a finite element code (FRACON) developed by the authors for the simulation of the coupled thermal–hydraulic–mechanical behaviour of jointed rock masses. Typical laboratory experiments are simulated with the FRACON code in order to illustrate the trends predicted in the proposed model. © 1998 by John Wiley & Sons. Ltd. 相似文献