Rock Joint Surfaces Measurement and Analysis of Aperture Distribution under Different Normal and Shear Loading using GIS

Summary The geometry of the rock joint is a governing factor for joint mechanical and hydraulic behaviour. A new method for evaluating the aperture distribution, based on measurement of joint surfaces and three dimensional characteristics of each surface, is developed. This method allows one to determine and visualize the aperture distribution under different normal stresses and shear displacements, which is difficult to observe experimentally. A new laser scanner system is designed and developed for joint surface measurements. Special attention is paid to both surfaces’ data gained by measurements and processing, such as x-y coordinate table modification, data referencing, and matching between upper and lower surfaces. The surfaces of an artificial joint in granite are measured, processed, analyzed and three dimensional approaches are carried out for surface characterization. Parameters such as “asperity’s heights”, “slope angles”, and “aspects” distribution at micro scale, local concentration of elements and their spatial localization at local scale are determined by Geographic Information System (GIS). These parameters are used for joint surfaces matching and its real behavior quantitative analysis. The upper surface is brought down to make contact with the lower surface and the distance between the two surfaces is evaluated from the joint mean experimental aperture, which is obtained from normal and shear tests. Changes of aperture distribution at different normal stresses and various shear displacements are visualized and interpreted. Increasing normal load causes negative changes in aperture frequency distribution which indicates high joint matching. However, increasing shear displacement causes a rapid increase in the aperture and positive changes in the aperture frequency distribution, which could be due to un-matching, surface anisotropy and spatial localization of contact points with proceeding shear. Author’s address: Mostafa Sharifzadeh, Department of Mining, Metallurgy and Petroleum Engineering, Amirkabir University of Technology, Hafez 424, Tehran 15875-4413, Iran     

Composite damage constitutive model of jointed rock mass considering crack propagation length and joint friction effect

In order to study the damage constitutive model of rock mass with non-persistent joints in engineering practice, the assumption that the rock mesoscopic elements strength obeys the Weibull distribution function of random, the Drucker–Prager criterion is used as a representation method to describe the strength of the mesoscopic elements, and mesoscopic damage variable is deduced. Combined with the energy principle and the fracture damage theory, the macroscopic damage variable formula is deduced considering the crack propagation length and the friction effect of joint closure in the rock mass. Finally, based on the strain equivalent hypothesis of Lemaitre and considering the coupling of macro and micro defects, the composite damage variables are derived. A macro–meso composite damage constitutive model of rock mass with non-persistent joints is established based on the Drucker–Prager criterion. The theoretical constitutive curves of the model are in good agreement with the experimental constitutive curves of the non-persistent jointed rock masses. The considering effects of crack propagation length and joint closure friction effect are compared with those without considering the crack propagation length and joint closure friction effect, which finds that the former is superior to the latter, and the rationality and validity of the model is verified.     

A three‐dimensional micromechanically based model

Granular materials react with complicated mechanical responses when subjected to external loading paths. This leads to sophisticated constitutive formulations requiring large numbers of parameters. A powerful and straightforward way consists in developing micro‐mechanical models embedding both micro‐scale and meso‐scale. This paper proposes a 3D micro‐mechanical model taking into account an intermediate scale (meso‐scale) that makes it possible to describe a variety of constitutive features in a natural way. The comparison between experimental tests and numerical simulations reveals the predictive capability of this model. Particularly, several simulations are carried out with different confining pressures and initial void ratios, based on the fact that the critical state is quantitatively described without requiring any critical state formulations and parameter. The model mechanism is also analyzed from a microscopic view, wherein the evolution of some key microscopic parameters is investigated. Copyright © 2017 John Wiley & Sons, Ltd.     

The Kappa model of probability and higher-order rock sequences

In any depositional environment, the sequence of sediments follows specific high- and low-frequency patterns of rock occurrences or events. The occurrence of a rock in a spatial location is conditional to a prior rock event at a distant location. Subsequently, a third rock occurs between the two locations. This third event is conditional to both prior events and is driven by a third-order conditional probability P(C ∣ (A ∩ B)). Such probability has to be characterized beyond the classic conditional independence model, and this research has found that exact computation requires a third-order co-cumulant term. The co-cumulants provide the higher-order redundancy among multiple indicator variables. A Bayesian analysis has been performed with “known” numerical co-cumulants yielding a novel model of conditional probability that is called the “Kappa model.” This model was applied to three-point variables, and the concept has been extended for multiple events P(G ∣ A ∩ B ∩ C ∩ D... ∩ N), allowing the reproduction of complex transitions of rocks in sequence stratigraphy. The Kappa model and co-cumulants have been illustrated with simple numerical examples for clastic rock sequences. In addition, the co-cumulant has been used to discover an extension of the variogram called the indicator cumulogram. In this way, multiple prior events are no longer ignored for evaluating the probability of a posterior event with higher-order co-cumulant considerations.     

Classification of Non-oriented Fractures Along Boreholes to Joint Sets and its Success Degree

Summary   The feasibility and safety of a mining project or the choice among alternative mining methods could depend on the joint densities and orientations within the rock mass. The accurate determination of the orientation of all joints is technically difficult and often economically unrealistic. This study presents a new approach in classifying joints found in exploration boreholes as joint sets, whose statistical distribution is determined from a few hundred oriented joints in boreholes. Each non-oriented joint is classified as belonging to a set based on its “a posteriori” probability of membership in a Bayesian framework. The theoretical rate of success of the classification can be computed for each possible borehole orientation and plotted on a stereonet to determine the optimal orientation of new boreholes. The performance and limitations of this approach are investigated. An application example at the Mont Porphyre's large scale block-caving project at Gaspé Mines, Quebec, Canada, is studied.     

Evaluation of Behaviour of Rockfall Restraining Nets by Full Scale Tests

Summary   Rock restraining net is a device engineered to stop large rockfalls. The system consists of a net vertically supported by steel posts with “energy dissipators” able to dissipate high kinetic energy by large displacements. These fences have been usually placed to protect against rockfalls in mountainous areas but few tests have been developed correctly to define the behaviour of these structures. In this paper full scale tests on passive defence against rock falls are presented. The tests have been carried out in a field test site especially designed and built. The test site has been provided of camera apparatus able to monitor the impact of the block against the fence. The impact energy and the consequent forces and displacements of the fence are studied. The tests have been carried out on many different fence types and have allowed the definition of a well-established design procedure.     

The allochthonous genesis model about the extra-thick and high-quality coalbed in Xianfeng basin, Yunnan Province, China

An extra-thick high-quality brown coal was found to have accumulated in the Xianfeng basin in Yunnan Province, China. There are also abundant sedimentary marks of allochthonous genesis in the extra-thick coalbeds. These genesis indicators reveal a new submodel about allochthonous accumulation, which is: the long-distance river transportation of detrital plant and inorganic matter → the sedimentation of detrital plant fan delta + the hypautochthony accumulation of local lakeshore swamp peat → the autochthonous accumulation of local lacustrine peat + the sedimentation of fine inorganic matter → the mixing and transportation by flood current or weak storm flow or underwater gravity flow → the mechanical differentiation and their resedimentation between detrital plant and inorganic matter. This submodel can be called “the double accumulation of lacustrine detrital plant fan delta and underwater gravity flow” or “Xianfeng submodel”, which supplements the “allochthonous-hypautochthony lacustrine combination accumulation model” of the extra-thick coalbeds. The combination accumulation model is based on the Fuxin submodel and Fushun submodel in the Chinese Mesozoic and Cenozoic intarcontinental fault basin. Translated from Acta Sedimentologica Sinica, 2006, 24(1): 1–9 [译自: 沉积学报]     

混凝土喷层支护节理岩体等效力学模型及其应用

考虑喷层在节理面局部的限剪和限裂作用,提出喷层支护节理岩体流变模型,在此基础上推导出喷层支护节理岩体的本构关系,建立了一种喷层支护节理岩体等效力学模型。采用该模型进行结构有限元计算,喷层、节理均不需要离散网格,进行等效模拟;当实际节理裂隙的数量与方向或喷层的厚度变化时,也不需要变化计算网格,从而可降低前处理工作量,为大型复杂结构的计算分析提供较大便利。最后,通过算例和实际工程验证了该模型的有效性--不仅具有离散模型便于模拟喷层真实作用机制的优点,而且具有等效模拟简单易行的优点,具有较好的工程应用前景。     

Geochemical studies on Dachang antimony ore deposit in Qinglong, Guizhou Province

The Dachang antimony deposit in Qinglong,Guizhou Province,is strictly controlled by the “Dachang Layer” which is a complex altered rock occurring at unconformity between the Permian Emeishan basalt and the Maokou limestone.Based on the studies of the hanging-and foot-wall rocks,the trace elements and REE contents of the rocks and ores and heavy placer minerals in the basalt,this paper is focused on the relations between these data and the “Dachang Layer”and its hanging- and oot-wall rocks.The author pointed out that the “Dachang Layer” and basalt are the source-beds of antimony;ilmenite and magnetite are the major mineral carriers of antimony.In the processes of halmyrosis and burial metamorphism of the “Dachang Layer” an basalt,antimony was mobilized along with the mobilization of iron and was preliminarily concentrated in the“ Dachang Layer”.     

基于宏细观损伤耦合的非贯通裂隙岩体本构模型

针对非贯通裂隙岩体工程结构中的受荷岩体,提出受荷细观损伤与裂隙宏观损伤的概念。以完整岩石的初始损伤状态作为基准损伤状态,综合考虑裂隙宏观缺陷的存在、微裂纹细观缺陷在受荷下的损伤扩展以及宏细观缺陷在受荷过程中的耦合,基于Lemaitre应变等效假设,推导了考虑宏细观缺陷耦合的复合损伤变量,并给出同时考虑试件尺寸、裂隙几何与力学特性的宏观损伤变量的计算公式,从而建立了基于宏细观缺陷耦合的非贯通裂隙岩体在荷载作用下的损伤本构模型。用宏细观损伤耦合的本构模型来描述非贯通裂隙岩体在受荷过程中的细观损伤演化与宏观损伤行为,与非贯通裂隙岩体实际受荷情况符合较好。研究结果表明：（1）完整岩样和裂隙岩样的应力-应变行为在峰值强度之前差异较大,峰值强度以后差异逐渐减小,最后趋于一致,二者具有相近的残余强度;（2）裂隙岩体强度随裂隙贯通率的增加而增大,随裂隙倾角的变化具有明显的各向异性,同时还与裂隙面的内摩擦角有关;（3）裂隙倾角为90°时,裂隙岩样的峰值强度最高;张开型裂隙岩样的裂隙倾角为45°时,峰值强度最低;（4）非贯通裂隙岩体工程结构中的受荷岩体,其力学性能由受荷细观损伤与裂隙宏观损伤及其耦合效应所决定,基于宏细观损伤耦合的复合损伤变量可以较好地反映非贯通裂隙岩样的力学特性。     

Hydrochemistry and Classification of Groundwater Resources of Ishwardi Municipal Area,Pabna District,Bangladesh

The chemical property of groundwater depends largely on the mineralogical composition of the rocks through which the water has moved and the rate of movement and these characteristics of surface water depend on organic and inorganic reactions, industrial effluents, rainfall and temperature etc. The underground water tends to contain more dissolved materials than those in surface water because of their more intimate and longer contact with organic materials of soil and rock particles. The groundwater of the studied area is dominant of alkaline earth’s (Ca²⁺ and Mg²⁺) and weak acids (HCO₃ ⁻) which may be classified as Magnesium-Bicarbonate and Calcium Carbonate types. Genetically, the groundwater of the area belongs to both “Normal Chloride” “Normal Sulphate” and “Normal Carbonate” to “Super Carbonate” group. Based on EC, SAR and RC, the groundwater of the area varies from good–excellent quality for irrigation purposes with low alkali hazard and medium salinity hazard.     

Survival of the thinnest: rediscovery of Bauer’s (1898) ichthyosaur tooth sections from Upper Jurassic lithographic limestone quarries,south Germany

During the late Early Cretaceous, the shallow-water domains of the western Tethys are characterized by the widespread deposition of Urgonian-type carbonates rich in rudists, corals and other oligotrophic, shallow-marine organisms. In the Helvetic Alps, the Urgonian occurrences have been dated by ammonite biostratigraphy as Late Barremian and Early Aptian. For the more proximal occurrences in the western Swiss Jura, a recent age model based on bio-, chemo- and sequence stratigraphy has been proposed, which allows for an improved correlation with the Helvetic counterparts. In order to corroborate the recently proposed age model for the Jura, a set of well-preserved rhynchonellids collected from five different lithostratigraphical formations and members (“Marnes bleues d’Hauterive”, “Marnes d’Uttins”, basal marly layers within the “Urgonien Jaune”, “Marnes de la Russille”, “Urgonien Blanc”) has been analysed for its strontium–isotope ratios (⁸⁷Sr/⁸⁶Sr). In addition, K–Ar dating was performed on well-preserved glauconite grains from two different levels (“Marnes d’Uttins” and a basal layer within the “Urgonien Jaune”). The correlation of the Sr–isotope data set with a belemnite-based, ammonite-calibrated reference curve provides an age model which is coherent with recently published ages based on calcareous nannofossil biostratigraphy and the correlation of trends in chemo- and sequence stratigraphy. K–Ar dating on well-preserved glauconite grains from the “Marnes d’Uttins” and lowermost part of the “Urgonien Jaune” delivered ages of 127.5 ± 2.3 and 130.7 ± 2.6 Ma, respectively. Whereas the age of the glauconitic level near the base of the “Urgonien Jaune” is chronostratigraphically meaningful, the K–Ar age of the “Marnes d’Uttins” appears too young relative to the presently used time scale. This may be related to rejuvenation of the K–Ar chronometer due to post-depositional Ar loss, most likely during hardground formation. The ages obtained here confirm the Late Barremian age for the onset of the Urgonian platform, an age which is conform with ages obtained in the Helvetic Alps and elsewhere along the northern Tethyan margin.     

Some structural features of the convective-velocity field in the solar photosphere

An algorithm for measuring horizontal photospheric velocities previously employed to process aerospace images is adapted for problems in solar physics and realized in a computational code. It differs from the standard procedure of local correlation tracking in a special choice of trial areas (“targets”), whose displacements are determined bymaximizing the correlation between the original and various shifted positions of the target. Specifically, an area is chosen as a target in a certain neighborhood of each node of a predefined grid if either the contrast or the entropy of the brightness distribution reaches its maximum in this area. The horizontal velocities obtained are then interpolated to the positions of imaginary “corks” using the Delaunay triangulation and affine transformations specified by the deformation of the obtained triangles at the time step considered. The motion of the corks is represented by their trajectories. A superposition of flows on different scales, from mesogranular to supergranular, can clearly be seen. “Large mesogranules” with sizes of order 15 Mm are revealed. In many cases, these are stellate in shape. Areas of strong convergence of the horizontal flows are detected; this convergence is sometimes accompanied by swirling. Evidence is found for the possible coexistence of convection cells with different circulation directions, so-called l-type and g-type cells.     

Influence of initial plastic anisotropy of overconsolidated clays on ground behaviour during tunneling

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.     

Method for Quantification of Wear of Sheared Joint Walls Based on Surface Morphology

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 Λ_interface, 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.     

Microplane damage model for jointed rock masses

The paper presents a new microplane constitutive model for the inelastic behavior of jointed rock masses that takes into account the mechanical behavior and geometric characteristics of cracks and joints. The basic idea is that the microplane modeling of rock masses under general triaxial loading, including compression, requires the isotropic rock matrix and the joints to be considered as two distinct phases coupled in parallel. A joint continuity factor is defined as a microplane damage variable to represent the stress‐carrying area fraction of the joint phase. Based on the assumption of parallel coupling between the rock joint and the rock matrix, the overall mechanical behavior of the rock is characterized by microplane constitutive laws for the rock matrix and for the rock joints, along with an evolution law for the microplane joint continuity factor. The inelastic response of the rock matrix and the rock joints is controlled on the microplane level by the stress–strain boundaries. Based on the arguments enunciated in developing the new microplane model M7 for concrete, the previously used volumetric–deviatoric splits of the elastic strains and of the tensile boundary are avoided. The boundaries are tensile normal, compressive normal, and shear. The numerical simulations demonstrate satisfactory fits of published triaxial test data on sandstone and on jointed plaster mortar, including quintessential features such as the strain softening and dilatancy under low confining pressure, as well as the brittle–ductile transition under higher confining pressure, and the decrease of jointed rock strength and Young's modulus with an increasing dip angle of the joint. Copyright © 2014 John Wiley & Sons, Ltd.     

Study of the Engineering Geological Problems of the Havasan Dam,with Emphasis on Clay-Filled Joints in the Right Abutment

Havasan dam site is located in northwest of Iran. The planned concrete dam is to be built on Cretaceous limestone. Faulted and fractured limestone is exposed at the dam abutments and in the reservoir area. Rock mass properties including the deformation modulus and uniaxial compressive strength were calculated using different rock mass classification systems (RMR, Q, GSI and DMR). Laboratory tests indicate that joint filling materials contain clay with low to high plasticity (CL to CH) and low to medium potential swelling pressures. X-ray diffraction analysis confirms that the reason for potential swelling of joint fillings is the existence of clay minerals (such as illite and montmorillonite). The study results about the shear strength of clay-filled joints show that under JRC–JCS condition (laboratory scale), JRC _n –JCS _n (large scale) and normal stress equal to 0.25–4 MPa, the range of shear strength of clay-filled joints will be equal to 0.2–2.17 and 0.14–1.72 MPa. In some areas dissolution along the joints results in high permeability, especially in the right abutment. Three dominant joint sets occur in the exploration galleries which have been excavated in the right abutment. The maximum aperture of these joints varies from 7 to 9 cm, and the joints are typically filled with clay. Preliminary analysis shows that the presence of open joints which will cause seepage of water, combined with the impact of the clay-filled joints and forces acting on the slopes, could lead to slope failures and rock falls. In addition, the assessment of slope stability results in abutments using limited equilibrium method and Swedge software under dynamic and static conditions shows that two wedges formed on the slopes of the abutment by the natural joints are potentially unstable. The rock wedge on the left abutment is smaller but presents higher sliding potential. In addition, there is no probability of planar failure due to the geological condition of the dam abutments. This paper summarizes the site investigation and subsequent analysis, which resulted in a recommendation not to construct this site. We offer some potential mitigation plans to consider if a dam were to be built at this site.     

Experimental and modelled mechanical behaviour of a rock fracture under normal stress

Summary  The mechanical and hydromechanical behaviour of isolated rock joints is of prime importance for a correct understanding of the behaviour of jointed rock masses. This paper focuses on the mechanical behaviour of a fracture under normal stress (fracture closure), using approaches based on both experimentation and modelled analysis. Experimental closure tests were carried out by positioning four displacement transducers around a fracture, leading to results which tended to vary as a function of transducer location. Such variations can be explained by the non-constant void space distribution between both walls of the fracture. The present study focuses on the importance of transducer location in such a test, and on the significant role played, in terms of mechanical response, by the morphology of the fracture surfaces. An analytical mechanical model is then developed, which takes into account the deformation of surface asperities and of the bulk material surrounding the fracture; it also includes the effects of mechanical interaction between contact points. The model is validated by simulating the behaviour which is very similar to experimental observations. Various parametric studies (scale effect, spatial distribution of contact points) are then carried out. The study of scale effects reveals a decrease in the normal stiffness with increasing fracture size. Finally, analysis of the role of various mechanical parameters has shown that the most influential of these is Young’s modulus corresponding to the bulk material surrounding the joint. Many applications, such as geothermal fluid recovery from fractures, could benefit from these results. Correspondence: Antoine Marache, Université Bordeaux 1, GHYMAC, Av. des Facultés, 33405 Talence Cedex, France