Floor design in underground coal mines

Summary Floor failure and excessive heave in underground coal mines can jeopardize the stability of the whole structure, including the roof and pillars, due to differential settlements and redistribution of stress concentrations. Besides, floor failure is detrimental to haulageway operation and can lead to unacceptable conditions of high deformation. Thus, the design of any underground opening must consider roof/pillar and floor as one structural system.This paper presents guidelines for the design of mine floors, including the necessary field and laboratory investigations and the determination of the bearing capacity of floor strata. The design methodology is based essentially on a modified Hoek-Brown rock mass strength criterion. The main modifications are the introduction of the concept of the point of critical energy release to account for the long term strength, the inclusion of tensile strength and the adoption of a lithostatic state of stress in the rock mass. The determination of the dimensionless parametersm ands result from correlations with the RMR (rock mass rating) of the Geomechanics Clasification. Nine case histories, both in longwall and room and pillar coal mining, were analyzed with the proposed methodology.     

Plastic zones and characteristics-line families for openings in elasto-plastic rock mass

Summary Numerical solutions of the plastic zone and deformation distribution along tunnel wall due to excavation are presented in this paper. These solutions are obtained from elasto-plastic finite-element analysis, which assumes the Hoek-Brown or Mohr-Coulomb criteria, and the analyzation is performed to simulate a tunnel section far away from the excavation face, where the three-dimensional effect can be neglected. Factors, including the effects of anisotropy in the initial stress state and the tunnel shape on the plastic zone around an excavated tunnel have been examined. Furthermore, a concept called the characteristic-line family of rock mass is proposed to describe the varying relations between normalized stress and normalized deformation at various points on the tunnel wall in gradual unloading process due to excavation. The characteristic-line family of rock mass appears to depend on the rock mass property and the tunnel's characteristics.     

Testing and evaluation of strength and deformation behaviour of jointed rocks

The objective of the paper is to derive the strength and modulus properties of rockmass as a function of intact rock strength and joint factor. The joint factor reflects the combined effect of joint frequency, joint inclination and joint strength. A study for the strength and deformation characteristics of jointed rock is done by conducting standard laboratory tests on cylindrical specimens of plaster of Paris after introducing artificial joints. The specimens having one to four joints at different inclinations which vary from 0° to 90° were tested at different confining conditions. The test results were examined to understand the effect of joint frequency and joint inclination on the strength and deformation behaviour of rock mass. Empirical correlations were developed for prediction of the uniaxial compressive strength and elastic modulus of jointed rocks. Results are compared with the earlier work on jointed specimens covering a wide variety of rocks. So, knowing the intact rock properties and the joint factor, the jointed rock properties can be estimated. These relations can be used for developing an equivalent continuum model for rock mass for handling boundary value problems. A failure criterion as proposed by Ramamurthy (1993 Ramamurthy, T. 1993. “Strength and modulus response of anisotropic rocks”. In Comprehensive rock engineering, Edited by: Hudson, J.A. Vol. 1, 313–329. Oxford: Pergamon Press.  [Google Scholar]) has been validated from these experimental results.     

A method for assessment of excavation damaged zone (EDZ) of a rock mass and its application to a dam foundation case

Excavation of slope is an unloading process, and also an energy releasing process when the stress in the rock mass is unloaded, leading to the rebounding deformation towards the free face. And then a zone, namely excavation damaged zone (EDZ), will be formed near the excavation boundary, where the rock is damaged or disturbed and its physical, mechanical and hydraulic properties are greatly changed. This paper is to put forward a new method to quantify the extent and damage degree of the EDZ according to the unloading strain energy which is released in the process of excavation. A simple relationship between unloading strain ε and accumulative opening displacement T of cracks, , is proposed to describe the damage degree of rock mass in the EDZ, where h is the depth variable in normal direction of the open cracks.This method is used to assess the EDZ of the dam foundation at Xiaowan hydropower station in southwestern China by the accumulative opening displacement curves of cracks along boreholes based on boreholes camera photos. We find that the EDZ can be naturally divided into two sub-zones, i.e. the excavation heavily disturbed sub-zone (EHDZ) and excavation slightly disturbed sub-zone (ESDZ), according to the variation of unloading strain ε. Two inflexions of the accumulative opening displacement curve indicate the lower limits of EHDZ and ESDZ respectively.     

一种常见的岩体结构——板裂结构及其力学模型

岩体结构观念的提出对岩体工程地质和岩体力学的研究具有重要意义。岩体结构类型划分方案已经提出了许多,已有的岩体结构划分原则主要是岩体破碎程度。谷德振、孙玉科等曾提出过岩体结构基本单元是:结构面和结构体。1977年底谷德振教授曾提出过,碎碎带应作为一种岩体结构单元问题,没有引起人们的重视。     

Reaction progress during mylonitization of basaltic dikes along the Särv thrust,Swedish Caledonides

The mylonite zone at the base of the Särv thrust sheet, Swedish Caledonides, contains diabase dikes which record intense deformation and syntectonic greenschist facies metamorphism. An angular shear strain of 100 is calculated for a single dike which can be followed for 50 m in the mylonite zone and abundant centimeter thick greenschist layers imply shear strains in excess of 1000. This extraordinary amount of deformation is comparable to the largest strains attained during experimental superplastic deformation of metals and alloys and, by analogy, suggests that dike deformation was macroscopically superplastic. The progress of five syntectonic reactions was measured as a function of increasing strain for the continuously exposed dike in order to assess the contribution of reactionenhanced ductility and fluid-rock interactions to strain localization along the thrust. Reaction progress calculations suggest that the breakdown of amphibole to form weaker phyllosilicates (which are added to the incompetent matrix fraction) is the important strain softening mechanism below 100. The ultimate tectonite is a stable biotite-epidote schist comprised of a uniformly fine grain size (< 200 m), constant grain shapes and strain free grains. Below 40, metamorphism was isochemical and shear strain was independent of H₂O in the reactions. Petrologic fluid:rock ratios are low and suggest that deformation could have occurred under relatively dry conditions.Deformation micromechanisms were probably dominated by diffusive mass transfer processes throughout the life of the shear zone. The absence of cataclasis and the fine grain size of the protolith basalt suggest that fluids were introduced via grain boundary diffusion. Incongruent pressure solution at low strains and K-metasomatism above 40 also support diffusional flow. Diffusion-accomodated grain boundary sliding is thought to be the dominant micromechanism once the stable biotite-epidote tectonite forms.     

Distinct element modeling and analysis of mining-induced subsidence

Summary The influence of rock discontinuities on mining-induced subsidence is addressed in this paper. A two-dimensional rigid block computer model was used to simulate discontinuities within strata overlying a longwall coal mine. Input for the model was available from a previous field study and numerical experiments were performed by varying the simulated joint stiffness, joint roughness, and vertical joint density. A comparison of simulated and measured displacements both within the overburden and on the surface provides insight into the influence of rock discontinuities. For the case in which all contacts had a relatively low stiffness, the maximum simulated subsidence was 293 mm whereas the case involving variable, but higher contact stiffness produced a maximum subsidence of only 73 mm reflecting the influence of increased overall stiffness. By comparison, the maximum measured subsidence was 580 mm. Consequently, the model behaved more stiffly than the actual rock mass but still provided a reliable simulation of block caving and strata separation. A comparison of simulated and observed displacements within the overburden suggests that horizontal discontinuities not included in the rigid block mesh above the zone of caving controlled rock mass compliance.List of Symbols c joint stiffness ratio [dimensionless] - d strata thickness ratio [dimensionless] - e strata modulus ratio [dimensionless] - E _a modulus of stratum a [MPa] - E _b modulus of stratum b [MPa] - E _equiv equivalent rock mass modulus [MPa] - E _u unconfined compression modulus of intact rock [MPa] - F _n contact normal force [N] - h overburden thickness [m] - k _a normal spring stiffness of stratum a [N/m] - k _b normal spring stiffness of stratum b [N/m] - k _equiv equivalent rock mass spring stiffness [N/m] - K _n normal material stiffness of joint [MPa/m] - K _s shear material stiffness of joint [MPa/m] - m mined thickness of coal seam [m] - q _u unconfined compressive strength of intact rock [MPa] - Sh shale - Ss sandstone - Sh/Ss shale/sandstone interbeds - S _max maximum subsidence [m] - SLEX Slope Indicator inclinometer/Sondex extensometer - T _a thickness of stratum a [m] - T _b thickness of stratum b [m] - T _j joint thickness [m] - u _a compression of stratum a [m] - u _b compression of stratum b [m] - u _j compression of joint [m] - u _total total compression of strata and included joint [m] - w width of longwall panel [m] - _n normal stress [MPa]     

New techniques in rock mass classification: application to welded tuffs at the Nevada Yucca Mountain

Summary Many rock mass classification systems exist to assist the engineer in assessing the rock support requirements for underground design. On-going research in this area is directed at attempting to utilize the fractal dimension and the acoustic emission response of the tuffs at the Nevada Yucca Mountain to further aid in rock mass classification. Acoustic emission response is shown to be correlated with the porosity of the sample. Engineering behaviour of the rock varies dramatically with porosity; events and peak amplitude offer a means to distinguish between fracture porosity and pore porosity and consequently the engineering behaviour of the rock. Fractal dimension is used to characterize the roughness of fracture surfaces. Two fractal dimension calculation methods, one based on the semi-variogram for the surface and the other based on the use of dividers, are applied for this purpose. The divider method is shown to resolve deviation from a straight line; the semi-variogram method is shown to identify statistical similarity to various types of noise.Nomenclature D fractal dimension - AE acoustic emission - b b-value determined from log(frequency) against log(amplitude) plots - (h) semi-variogram function - h lag distance for semi-variogram function - H an exponent term related to fractal dimension asD=2 –H     

一种模拟岩石蠕变的数值流形方法

为了保障岩土工程结构能长期正常使用,需要对其蠕变变形进行分析。“时步-初应变”法是一种常用的计算岩石蠕变的方法。数值流形方法是一种新兴的数值计算方法,常用于计算节理岩体的变形,但尚未被试用于计算蠕变变形。在原数值流形方法的程序中增加了基于“时步-初应变”法的计算模块,通过对广义开尔文模型进行的模拟,显示新程序可以正确反映岩石的黏弹性蠕变趋势,并能够计算包含节理的岩体的蠕变变形,改进后的数值流形方法不但能够模拟岩石的线弹性变形,而且可以模拟岩石的黏弹性蠕变,比原流形方法更能全面地模拟岩石的变形,扩展了数值流形方法在岩土工程中的使用范围。     

Local modification of rock chemistry by deformation

Metabasalts subjected to progressive deformation in large-scale shear zones at Yellowknife display corresponding changes in major element abundances. Deformation, under conditions of greenschist facies metamorphism, has involved grain size reduction from 1200 m to <20 m, depletion of SiO₂ (5%) and Na₂O, together with hydration, and a decrease in specific gravity from 2.97 to 2.80. Chemical redistribution by deformation has been accomplished through a decrease in grain diameter of quartz and albite by intercrystalline diffusive mass transport (pressure solution), with concomitant transfer of material into extension veins. The degree of chemical modification is related to the finite strain. Deformation has involved a redistribution of 7.10¹⁵g of SiO₂ over a volume of about 50km³.The microstructure of an adamellite deformed in a shear zone at higher temperature, under conditions of amphibolite facies metamorphism is indicative of dominant dislocation creep. A low degree of tectonic grain refinement is present. Constant values of major element abundances and specific gravity determined across the shear zone at increasing states of strain imply isochemical and isovolumetric deformation. These results are taken to support the precept that crustal deformation is characterised by a low temperature deformation regime dominated by pressure solution, with local changes of rock chemistry and volume; and a high temperature regime in which strain is accommodated principally by dislocation creep, an isochemical and isovolumetric deformation mechanism.     

Nikubuchi peridotite body in the sanbagawa metamorphic belt; thermal history of the ‘Al-pyroxene-rich suite’ peridotite body in high pressure metamorphic terrain

Oceanic tholeiite glass has been reacted with natural seawater at 25°–500° C, 1 kbar, with both low (5) and high (50) water/rock mass ratios. Initial experiments were conducted at constant temperatures between 100° C and 500° C (100° intervals) in order to characterize the mineralogy and chemical exchange trends for both water/rock ratios. However, the primary purpose of this investigation was to study the chemical and mineralogical changes that may take place as reacted seawater cools as it traverses a temperature gradient before exiting onto the seafloor, as may happen in some submarine hydrothermal systems. Consequently, a series of cooling or temperature gradient experiments were performed in which seawater that had reacted with basalt at 500° C was cooled to 25° C in a step-wise fashion; mineralogy and fluid chemistry were determined at 100 degree intervals during cooling.For all of the experiments, the elemental exchange trends were the same. With respect to the initial sea-water, Fe, Mn, Ca, Si and H⁺ increased while Na and Mg decreased. However, the extent of the exchange depended heavily on the temperature and water/rock ratio. During cooling, fluid compositions in the temperature gradient runs generally approached those of the constant temperature experiments. Even though fluid compositions were very similar at 500° C for both water/rock ratios, the high water/rock ratio systems were more efficient in leaching transition metals from the rock and maintained substantial concentrations in solution during cooling, even to temperatures as low as 25° C. The Fe/Mn ratio in the fluid, however, was quite different for the two water/rock ratios; consequently, the effective water/rock ratio appears to be one parameter that can control the Fe/Mn ratio in exiting hydrothermal fluids and may influence the Fe/Mn ratio in metal-rich sediments.Alteration minerals produced in these seawater/ basalt experiments are very similar to those found at submarine springs on the East Pacific Rise, 21° N. Iron sulfides, pyrite and pyrrhotite, precipitated during cooling for both water/rock ratios, demonstrating the ore-forming potential of submarine hydrothermal systems.     

Simulated Test on Compression Deformation Characteristics and Mechanism of Fractured Rock in Mined Out Area

In order to study the whole compression process deformation characteristics, the compression test of fractured rock in goaf was carried out by using the large-scale compression deformation seepage experiment system of fractured rock. Through the Taibo theory, the particle size gradation of the fractured rock mass was determined as n is 0.5. Loaded prepared dry fractured rock into the experimental cabin, and carried out the short-time creep test for 2.5 h at different gradients in a graded loading manner. After level 5 gradient loading for 1.25 h, carried out the long-term creep test under immersion condition. After the creep test, additional stress was added and the additional deformation was observed. The results show that the fractured rock compaction process includes initial compaction, crushing compaction; under the influence of load gradient and water, the fractured rock compaction process has accelerated deformation, which threatens the goaf stability; under creep condition, compaction deformation shows logarithmic growth, slows down gradually and tends to be stable; After fractured rock in the mined out area is stabilized by compaction, it is still possible to be activated under the influence of building load.     

Dealing with squeezing conditions in Alpine tunnels

Summary In fault zones, excessive deformation during and after tunnel excavation is frequently encountered. Shoterete in combination with grouted rock bolts has successfully been used in many applications to control the deformation process. The magnitude of deformation frequently exceeds the deformability of the shotcrete lining. In the past, this problem has been solved by dividing the shotcrete lining into segments and leaving gaps between the segments to accommodate deformation without damage to the lining. The need for minimizing deformation in an extremely heterogeneous fault zone at the Galgenbergtunnel (Austria) led to the development of low cost yielding elements, installed between the shotcrete segments and the use of a new type of re-groutable brock bolts. New techniques in evaluating the results of displacement monitoring have improved the short term prediction.     

Stability analysis and optimization of the support system of an underground powerhouse cavern considering rock mass variability

Input parameters, such as rock mass strength parameters and deformation modulus, considered in the design of underground openings involve some uncertainty. The current uncertainty in these parameters is due to the inherent variability of these parameters. To quantify these parameters and design underground openings, the statistical methods must be utilized. In this research, a statistical method was used to define the GSI of rock mass (Geological Strength Index), block volume (V_b), and joint conditions (J_c). Using the GSI distribution function obtained from field data and intact rock strength characteristics, the statistical distribution functions of rock mass parameters were defined using the Monte Carlo method. The statistical analysis of the stability in Azad-pumped storage powerhouse cavern was carried out through the point estimate method. The appropriate support system was suggested according to the support pressure and the plastic zone around the cavern. This study showed the application of the statistical method, by combining the uncertainties of the intact rock strength and discontinuity parameters, in the assessment of the strength and deformability of rock masses and the support selection process in comparison with the deterministic methods.     

Correlation of in situ modulus of deformation with degree of weathering, RMR and Q-system

Geotechnical investigation projects in Korea produced data on the in situ modulus of deformation of rock masses (E _M) measured with the borehole test, rock mass rating (RMR), and Q-system. The modulus of deformation of rock masses was correlated with the degree of weathering, RMR, and Q values. Determination of E _M for each degree of weathering allows for the results to be used to classify the degree of weathering or to predict E _M. The relation between E _M and RMR is represented by $ E_{\text{M}} = 10^{{\frac{{{\text{RMR}} - 16}}{50}}} $ , which returns values 2–3 times lower than those reported in previous studies. Despite scatter in the values, due to larger dataset used in this study, the proposed equation may be used to predict the in situ modulus of deformation from RMR values. In addition, the relation between modulus of deformation and Q values is $ E_{\text{M}} = 10^{{0.32{ \log }Q + 0.585}} $ .     

Geochemical signature of orogenic hydrothermal activity in an active tectonic intersection zone,Alpine Fault,New Zealand

A highly faulted and fractured rock mass has developed at the intersection of the Alpine and Hope faults, two major active faults in the South Island, New Zealand. The Alpine Fault is an oblique dextral reverse fault at the late Cenozoic-Recent Pacific-Australian plate boundary. The Hope Fault is a strike-slip fault parallel to the plate convergence vector. Hydrothermal fluids driven by the active tectonic processes have passed through the fractured rock mass, causing localised rock alteration and vein formation. Mylonites in the Alpine Fault zone are crosscut by cm-scale veins of quartz and/or ankerite with minor sulphides, with cemented breccias in dilational jogs. Breccia clasts and immediate (cm-scale) host rocks have been variably impregnated with carbonates and quartz. This generation of veins, breccias and altered rocks is post-dated by cataclasite and fault gouge zones which have been cemented by calcite, illite, smectite and chamosite. Ankerite and calcite have ¹⁸O between +10 and +30, and ¹³C between 0 and –8. These minerals are inferred to have formed from water with variable components of both meteoric and crustally exchanged fluid. Rock alteration associated with ankerite–quartz veins has added arsenic (up to 200 ppm As), strontium, and some Y to the rocks. Host-rock mylonites (<2 ppm As) have been depleted in arsenic compared to their precursors (5–15 ppm As). This depletion of arsenic in the middle crust provides the source for arsenic in shallower-level vein systems.Editorial handling: N. White     

Deformation and stability of an elasto-plastic softening pillar

Summary A model of rock pillar or coal seam is considered assuming linear elastic behaviour before reaching the maximum strength and post-peak behaviour characterized by the residual strength. The deformation and stress across the pillar height are assumed to be uniform and the interaction with overlying rock strata is treated assuming beam model of the strata. The elasto-plastic stress distribution within pillar and the onset of instability occurring for the critical opening span are determined. Comparison with a solution for a simplified spring model of pillar is also presented.     

Indicators of critical point behavior prior to rock failure inferred from pre-failure damage

To investigate possible indicators of critical point behavior prior to rock failure, the statistical properties of pre-failure damage were analyzed based on acoustic emission events (AE) recorded during the catastrophic fracture of typical rock samples under differential compression. AEs were monitored using a high-speed 32-channel waveform recording system. Time-dependent statistics, including the energy release rate, b-value of the magnitude–frequency distribution, fractal dimension and spatial correlation length (SCL) of the AE hypocenters were calculated for each data set. Each parameter is a function of the time-to-failure and thus can be treated as an indicator of the critical point. It is clear that the pre-failure damage evolution prior to catastrophic failures in several common rock-types is generally characterized by: 1) accelerated energy release, 2) a decrease in fractal dimension and SCL with a subsequent precursory increase, and 3) a decrease in b-value from  1.5 to  0.5 for hard rocks, and from  1.1 to  0.8 for soft rocks such S–C cataclasite. However, each parameter also reveals more complicated temporal evolution due to either the heterogeneity of the rock mass or the micro-mechanics of shear fracturing. This confirms the potential importance of integrated analysis of two or more parameters for successfully predicting the critical point. The decreasing b-value and increasing energy release may prove meaningful for intermediate-term prediction, while the precursory increase in fractal dimension and SCL may facilitate short-term prediction.     

Oxygen isotope variations in magmatic differentiation processes of the volcanic rocks in Japan

The ¹⁸O/¹⁶O ratios were analyzed for 35 volcanic rocks from the Izu-Hakone region, Oki-Dogo Island, Asama Volcano and Kiso-Ontake Volcano in the Japanese Islands. The ¹⁸O-enrichment in magma during crystallization differentiation is recognized in every rock series. The magnitude of solid-liquid isotope fractionation in the magma of tholeiite series is similar to that of alkali rock series, while the apparent isotope fractionation of calc-alkali rock series is larger than that of the above two series. The ¹⁸O value of the tholeiite magma in the Izu- Hakone region is +5.7 relative to SMOW, which suggests its origin from the fresh upper mantle material. The primary magma of the calc-alkali rock series in Asama Volcano is assumed to have the ¹⁸O value similar to or slightly higher than that of the Izu-Hakone primary magma. The alkali rock series of Oki-Dogo Island in the continental side of the island arc is by 1 heavier than the Izu-Hakone rock suite. This may imply that Oki-Dogo rock series might have exchanged their oxygen with ¹⁸O-rich crustal materials, or they might have originated from somewhat ¹⁸O-rich upper mantle material.     

Chemical classification of igneous rocks and igneous rock associations by means of discriminant analysis and cluster analysis

Summary It is investigated whether discriminant analysis and cluster analysis lead to conclusions concerning the similarity of igneous rock analyses and the similarity of igneous rock associations. The element/oxygen ratio, as calculated from chemical rock analysis, is used as a statistical variable. By simple discriminant functions more than 4900 rock analyses from 133 associations were subdivided into 16 groups which are probably natural clusters. Each group contains rock samples which are also comparable with regard to their minearal composition. Each igneous rock association can be characterized by the percentage of chemical analyses which fall in each group. These numbers are very useful parameters in applying cluster analysis to the associations. The flexible sorting strategy ofLance andWilliams, and the Gower metric are successfully used for the classification of associations. Eight taxa of igneous rock associations have been established and these are in good agreement with the concept of petrochemical provinces.

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Chemische Klassifikation von Eruptivgesteinen und Eruptivgesteins-Assoziationen durch die Anwendung der Diskriminanz-Analyse und numerischer Klassifikationsmethoden

Zusammenfassung Die Klassifikation von chemischen Eruptivgesteins-Analysen erfolgt mit Hilfe von Diskriminanz-Funktionen. Als statistische Variable wird dabei das aus der Gesteinsanalyse errechnete Element/Sauerstoff-Verhältnis 4900 Analysen von 133 Eruptivgesteins-Assoziationen, in 16 Gruppen eingeteilt. Diese Klassen sind wahrscheilich natürliche Häufungsstellen; denn jede besteht aus Gesteinsproben, die sich auch im Hinblick auf ihre Mineral-zusammensetzung ähnlich sind.Die Klassifikation von Eruptivgesteins-Assoziationen erfolgt durch numerische Klassifikationsmethoden. Jede Assoziation läßt sich durch den prozentualen Anteil ihrer chemischen Analysen charakterisieren der jede der 16 Analysengruppen fällt. Bei der Anwendung numerischer Klassifikationsmethoden erweisen sich diese Zahlen als sehr geeignete Parameter. Die Methode der flexiblen Gruppierungs-Strategie vonLance undWilliams und das Ähnlichkeitsmaß der Gower Metrik erlaubten eine Einteilung der Assoziationen in acht Klassen, welche mit den traditionellen petrochemischen Provinzen gut übereinstimmen.

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With 3 Figures