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By Ahmed A. El-Saie

To reduce the problem of overbreak and its associated added costs, a new technique is proposed to make a slot around the tunnel profile in hard rock. The Finite Element Method was used to investigate the effect of the slot on the stress field and deflection of the tunnel core. Beam theory was also applied to calculate the stresses and deflections of a slotted tunnel for several different slot depths.

Jan 1, 1981

By Ezequiel Ordonez

The great activity with which the oil resources of the northern Cantons of the State of Veracruz have been developed has largely resulted from the great success obtained by the important explorations carried out since 1902 in the Ebano district in the North, and several years later near Tuxpam, in the South. It must not be thought that these successes were quickly obtained, since the preliminary studies by good experts, the acquisition of what were thought to be the most promising coast lands, the extensive clearing thereof, and finally the number of unsuccessful drillings at great depth, signified an original outlay of some tens of millions of dollars before finding commercial oil. The discovery of oil in industrial quantities at Cerro de la Pez, Ebano district, and the famous Dos Bocas gusher some years later, which was burned, once and for all made famous the Veracruz coast, where today is concentrated the Mexican output of mineral oil. In 1917, this production was nearly 61,000,000 bbl. It is well known that this output represents only a fraction of what the wells in actual production can furnish, because with adequate means of transportation and storage, the present extraction could be somewhat over 300,000,000 bbl. a year. These enormous potential oil resources of the Veracruz coast proceed from a relatively small number of wells, scattered over a few oil fields, separated from each other by large unexplored areas, wherein may be found other favorable fields which, in time, will undoubtedly become just as great centers of oil production. Experts who know our Gulf Coast believe that lands with commercial oil resources lie not only between the Pgnuco and Tuxpan Rivers, but that indications are that the oil zone of Mexico, with more or less interruption, takes in the coast zone from Northern Tamaulipas to the foot of the Sierra Madre of Chiapas, and the banks of the Usumacinta River. This generalization is not merely the outcome of optimism, but is the result of the persistency with which one finds, throughout this Gulf Coast, the most usual characteristics upon which we depend for recognizing oil-bearing lands.

Jan 1, 1920

By L. Messulam, A. S. Appleton

Iwo major studies of the Fe-Cr-C system are available in the literature. The earlier one of Kinzel and crafts' forms the basis for the data most commonly quoted in works of reference (e.g., Metnls HandDook) though the later work of Bungardt el a1.' is more extensive and amenable to analysis in terms of isothermal sections and so forth. However it is evident from examination of either of these studies that the delination of phase boundaries on the basis of the data obtained can only be very approximate. Indeed in several instances the data are so inconclusive that this delineation is a matter of opinion. This note is to report an analysis of experimentally determined carbon activity data in this system, which, originally intended as a means of checking the self-consistency of the data for a number of alloys, enables some conclusions to be drawn concerning the 10503C isothermal section of the iron-rich corner of the system as deducible from the data of Bungardt

Jan 1, 1967

By Deno Pappas, Chrisropher Mark, John Rusnak, Linda McWilliams

Mine planning for a new reserve is based on information obtained from exploratory coreholes. A critical component of an exploration program is the geotechnical evaluation. Poor assumptions about roof conditions greatly add to the risks of mining. Rock mechanics testing is central to a geotechnical exploration program. Typically, 3 to 5 uniaxial compressive strength (UCS) tests are made to characterize a particular roof unit at a given corehole. The average (mean) of these tests is taken as “The UCS” for that location. Isopach contour maps are then used to show spatial trends in roof strength. Two issues are raised by this traditional approach. The first is due to the large variability in UCS values that is typical even within a single unit from a single hole. The average UCS might be higher at Corehole A than it is at Corehole B, but the difference may not be statistically significant. The second issue is whether widely spaced coreholes can identify valid spatial trends in rock strength. The answer depends upon whether rock strength changes over distances that are longer or shorter than the corehole spacing. This is a classical geostatistical problem. While geostatics have been used to investigate many coal quality parameters, they have seldom been used to evaluate rock strength. This paper describes an extensive investigation of these issues conducted by the National Institute for Occupational Safety and Health (NIOSH) in collaboration with Peabody Energy. The study employed the Peabody Rock Mechanics Data Base which contains more than 10,000 individual test results. Data from four important roof units were subjected to statistical analysis: • Brereton Limestone above the Herrin 6 seam (Illinois) • Turner Mine Shale above the No. 9 Seam (Kentucky) • Sandstone above the Eagle Coal (West Virginia) • Shale above the Eagle Coal (West Virginia) The study did not find significant spatial trends in rock strength in any of the cases. Perhaps there are none, or perhaps the exploration coreholes were just too far apart to see them. These results have valuable implications for the design of geotechical exploration programs.

By Charlie Jefferson

Main Goal: Resource Assessment 1. Incorporate existing data & results, old process. 2. NEW Quantitative Analysis (Chung and Chen) 3. Try mass balance of U and geochemical tracers 4. Use holistic process approach ?with key foci ?Targeted basin / belt assessments ?Is there as much in the Athabascaas they say? ?Athabasca reference for other basins (Thelon, etc) ?Compare sandstone & volcanic with USA, Kazakhstan etc: do their models apply here? ?Which IOCG systems are prospective for uranium? 5.Consider Groundwater, Environment; 6.Communicate

May 1, 2006

By H. W. Dow

Quite early in the beginning of the present century, hoisting equipment underwent a radical change, when electric motors were applied to furnish the power in place of steam engines. Naturally, in the beginning, motors were not employed for large hoists: most of them were small single-drum hoists for which the motor ran continuously and the drum was clutched in for hoisting by various methods, and the down-going trips were made on the brake. In 1911 the Nordberg Manufacturing Co. of Milwaukee built for the first time a double-drum hoist powered with a first-motion direct-current motor (Fig. I). This hoist embodied many of the features that are used on larger hoists today. In the early development of motor-driven hoists a more or less natural mis- take was generally made, which only recently is being corrected. Because the electric motor has a higher speed than the steam engine, mining people in general accepted, without question, the use of small-diameter drums and the resultant finding of the rope in multiple layers, which was not at that time, the general practice on first-motion steam hoists. Small-diameter drums can usually be driven by a motor through a single reduction of gears even with relatively high motor speed, therefore the complete equipment could be obtained with a lower first cost.

Jan 1, 1946

Some mqre facts and inferences are presented in amplification of a recent paper on the geology of the Kalgoorlie Golden Mile stressing the volcanic origin of its rich gold ores, some of which are considered tobe exhalites. Previously unpublished and largely unmapped pyroclastic features in carbonated and chloritized, but not in amphibolitic, country rock are brought to attention. This applies particularly to the main host, viz. the relatively coarse-grained quartz dolerite greenstone (Q. D. G.), i.e. Golden Mile Dolerite, and gives more credibility to the spatial association of the rich Green Leader and telluride ores with bodies of sediments and tuffites occurring within, or adjacent to, Q. D. G. There may be an intrusive relationship with contiguous mafic amphibolites of doleritic origin, but this is not certain and can only be resolved by morecomprehensive mapping than in the past. Volcanic features have always been recognized in CalC Schist, i.e. Paringa Basalt, more so recently in the shape of coarse volcanic breccia.Iu the subsequent deformation of the gold ores since their inital emplacement there appears to be a structural parallel with some Canadian base-metal deposits, most of them of volcanogenic origin.

Jan 1, 1976

The Bendigo Goldfield is AustraliaÆs second largest goldfield, having produced 22 million ounces of gold between 1851 and 1954. Development of the modern decline mine, initially for underground exploration and bulk sampling, commenced in 1998. The project is targeting new reefs below and along from historic workings beneath the city of Bendigo. The major technical challenge for the project is the inability to solely use drill core gold assays to estimate the grade of reefs, due to the coarsegrained nature of gold mineralisation, known as the nugget effect. In 2002, a program of bulk sampling commenced, resulting in the development of factors for converting drill hole grades to in situ reef grades. In mid 2006 commercial production commenced following the construction of a 600 000 t/yr processing plant adjacent to the Kangaroo Flat Mine portal, with plant feed being derived from four reefs in the Sheepshead and Deborah lines of reef. In early 2007 it became clear that the initial ore reserves had been overestimated, leading to an immediate change of strategy from production to exploration. A cash conservation program was also put in place. Exploration refocused onto the more historically productive Garden Gully and New Chum lines of reef, whilst a new grade estimation tool based primarily on the visual assessment of drill core was implemented. Immediate exploration success occurred with the discovery of four reefs in the Garden Gully line in early 2007. Successful step-out drilling during the year led to the decision to undertake trial mining in Gill reef. Trial production commenced in June 2008 and includes the processing of discrete ore blocks and the introduction of selective mining techniques. This paper examines the steps that have been taken to refocus exploration and to gain confidence in new exploration results, particularly through the visual grade estimation technique and assessment of trial mining Gill reef on the Garden Gully line. In addition, project factors relating to human skills, community relationships and financial management in a dynamic external environment are also addressed.

Jan 1, 2009

By K. N. Han, N. S. Kim, H. Yoon, J. S. Sohn

The leaching behavior of silver and silver oxides in ammonical solutions has been studied. The current study is concerned with an effective recovery of silver from secondary sources such as spent silver batteries. Silver associated with these batteries appears in various forms including metallic silver, argentous oxide, Ag2O and argentic oxide, AgO. The leaching behavior of metallic silver in ammoniacal solution has been studied using an electrochemical mehtod. Oxidants used in this study include hyperchlorite, hydrogen peroxide, bromine and iodine. Results on cyclic polarization and Tafel plots on the silver anode in ammoniacal solutions are presented and the results are discussed. The dissolution rate of metallic silver in ammoniacal solutions is also compared with those of silver oxides.

Jan 1, 2002

By Emmanuel Detournay, Charles Fairhurst

A method is proposed for computing (a possible solution of) the ground reaction curve, for use in tunnel support analysis, in cases where the initial stress field is not hydrostatic. Rock around a circular tunnel is assumed to behave as an elasto-plastic material with a Mohr-Coulomb yield envelope.

Jan 1, 1982

By Hugo J. Garcia, M. C. Fuerstenau, D. M. Lupan, J. L. Hendrix

Biodegradation of cyanide by microorganisms isolated from solids previously exposed to cyanide has been investigated. The anaerobic cyanide biodegradation showed good, short-term removal of cyanide in the presence of nutrients (medium A). This system retained metabolic activity at cyanide concentrations up to 300 ppm at pH 10.5. Microscopic examination of stained specimens revealed that the bacteria were Gram-negative, rod-shaped bacilli. Strains capable of cyanide decomposition were identified as Pseudomonas and Alcaligenes. The kinetics of biodegradation were found to be first order with respect to cyanide concentration, and the overall reaction rate constant is k = 0.102 day-1. Studies with Na14CN showed that 17 % of 14C transformation went into the cells, 18 % into carbonate and 47 % into bicarbonate.

Jan 1, 1995

By R. W. Thompkins

"PREFACEPart 1 of this paper, published in the September issue, covered the occurrence of uranium, radiation from uranium ores, the uranium series, radioactive theory, radioactive equilibrium and application to the radon series, the working level, the theory of emanation and diffusion, transport by thermal diffusion of radon emanating from porous rocks, and definitions.This Part 2, which follows, deals with radiation theory applied to uranium ores, other radon migration factors, factors affecting the radon gas release rate, the measurement of radon gas emanation rates, the tunnel concept, variation of emanation rate with grade and estimating radioactivity from grade analysis.The series will conclude with Part 3, in the November issue, which will discuss the techniques for controlling radiation and provide some example calculations.10.0. Radiation Theory Applied to Uranium Ores10.0.1. The processes of diffusion transport of radon gas, through rock from the fundamental physics is a function o f the radon gas concentration in the interstitial pore spaces and the distance from the surface. Expressed by Fick's first law of diffusion, it is expressed: [ ]10.0.2. The maximum concentration is a function of the emanating power (ß), thus the above equation may be expressed: [ ]10.1. The Effect of Porosity10.1.1. If a constant emanating power is assumed (ß), a family of curves can be obtained for concentrations at varying distances and rock porosities. The curves as originally plotted assumed a constant emanating power of 5 x 10-4 pico curies/litre/sec and show the maximum expected concentrations in the pores in pico curies per litre. Because these concentrations are proportioned to the emanating power, this set of curves can be structured to show the fraction of maximum concentrations possible at various porosities of the rock.10.1.2. Notice that at 10, 20 and 30% porosities a 5-cm sample (hand-sized and drill-sized pieces) has no practical increase in pore concentration. Thus, by measuring the emanating power of hand-sized pieces of ore, the actual radon gas production into any pile of broken ore could be estimated readily."

Jan 1, 1982

Discussion of the paper of J. C. Febles, presented at the Butte meeting, August, 1913, and printed in Bulletin No. 79, July, 191.3, pp. 1267 to 1283. J. W. RICHARDS,. South Bethlehem, Pa. :-In looking at these precipitating launders the idea has come to me that the iron could probably be kept much cleaner if there were laid on the bottom of the . launders some sheet copper, with which the iron would be in contact, and as the solution passed over the tendency would he to precipitate the copper on the sheet copper and thus keep the iron cleaner than it is under present conditions. As soon as a piece of iron becomes coated with copper, its surface becomes inactive, and the presence of a sheet of copper in electrical contact with the iron would tend to precipitate the copper on the sheet copper and to keep the iron clean.

Jan 11, 1913

By William Braden

In view of the current discussion of a proposed change in the United States mining law, abolishing the feature known as the extralateral right of a lode-location, it is an interesting circumstance that in the neighboring Province of British Columbia this feature was tried for eight years and then abandoned. The results of that abandonment have been such as to disprove the proposition, so confidently advanced by many

Jan 1, 1899

By K. S. Lane

As the initial chapter in this section entitled "Role of Fluid Pressure in Rock," this attempts to fulfill an assignment for (1) summarizing the state-of-the-art and (2) illustrating engineering problems resulting from rock pore pressure. Hence, the chapter is presented in two parts: 1) Basic Concepts, and 2) Examples of Engineering Problems, including failures. Neither of these objectives has necessarily been completely met: partly from limitation of space and partly as the case histories have been restricted to the author's own field in civil engineering, and there deemphasizing those applications which will be covered in more detail by subsequent papers in this section. As with any state-of-the-art attempt, contributions of some have undoubtedly been overlooked (or omitted for brevity). Notwithstanding the foregoing limitations, it is hoped that this summary of the situation will at least: 1) Outline current concepts on effects of fluid pressure in rock-both as a pore pressure in interconnected void spaces of the intact rock and as a cleft pressure or hydraulic force acting in the joints or other discontinuities of the rock mass. 2) Indicate the often fragmentary nature of evidence presently available to support these concepts and thus encourage further research. 3) Illustrate the major significance of fluid pressure in several types of engineering problems and thus stimulate its consideration as designers encounter related situations.

Jan 1, 1970

By Sehoon Lee, Duhwoe Jung, Eunsu Cha, Kyeonghwan Jeong

This case study presents the effectiveness of underground rock blasting to facilitate the trench cut in the hard rock layer using a conventional trench cutter for the construction of a diaphragm wall. Rock blastings are pre-performed up to the scheduled depth and then the fragmented rocks can be easily cut using a conventional trench cutter. Two trial underground rock blastings have been performed and the effectiveness of pre-blasting is presented in terms of a cutting rate, a loss of cutter heads and an amount of overbreak. Based on the results obtained from the trial underground rock blastings, the following conclusions can be appropriate: 1) A pre-blasting of hard rock layer located in depth can help to overcome the limitation of the trench cut using a conventional trench cutter. If the hard rock layer is fragmented after blasting, the fragmented rocks can be easily cut using a conventional trench cutter, 2) The speed of cutting works was accelerated and the loss of cutter heads was significantly reduced in the sections where the blastings were applied prior to cutting. 3) The amount of overbreak, expressed in terms of the amount of poured concrete, can be reduced to some extent. However, the location of blast holes in the trench can also contribute to the amount of overbreak. The closer the location of blast holes to the edge of the trench, the more extensive fractured and cracked zone can be formed on the face of the trench. This can increase the amount of overbreak if the trench is left empty for a while.

Jan 1, 2000

By R. E. Goodman, M. A. Mahtab

The, state of stress around a vertical wellbore in rock following nonlinear stress-strain laws is examined by means of finite element analysis. The wellbore, is considered an axisymmetrier body with axisymmetric loading. The initial vertcal and borizontal stresses are "locked" in the rock elements around the wellbore and a new state of stress is generated by the displacements which occur around the borehole. A point-uise variation of the elastic moduli is made on the basis of the new stress state and the triaxial data. The initial stresses tire now reintroduced along with tile changed moduli and original boundary constraints. This procedure is repeatrd until convergent stresses are reached. The effect of nonlinearity on streases is examined for a 6,000-ft wellbore in a scbistose gnezss and Berea sandstone using results of laborratory triaxial compression tests. The results sbou that the effect is restrited to one well radius from the bottom periphery of the bole. Beyond a distance of one-quarter radius, the elfect of nonlinearity on stresscs IS almost always less than percent for the cases conszdered, The consideration of a static pressure inside the well does not magnify the effect of monlinearity on borehole stresscs. INTRODUCTION The terms " wellbore" and "borehole" here designate cylindrical openings in the ground with vertical axis and a circular cross-section. A knowledge of the stress redistribution that occurs on excavating a wellbore is important in understanding (1) the behavior of the lined or unlined hole, (2) hydraulic fracture response, and (3) the effect of stress redistribution on drillability; also it is important in predicting initial stresses in the virgin ground, and in analyzing the response of measuring instruments placed in the borehole. Our knowledge of the state of stress around a wellbore has been restricted to homogeneous, isotropic, elastic material and derives chiefly from the analysis by Miles and Toppingl and the photoelastic work of Galle and Wilhoit2 and Word and Wilhoit.3 In this investigation the state of stress is examined for a nonlinear elastic material by means of finite element analysis. Many rocks possess stress-strain curves that depart notably from straight lines in their initial or final portions. While the literature contains abundant stress-strain data from triaxial tests (axisymmetric loading) on cylindrical rock specimens, there is little information on rock deformability under nonaxisymmetric loading conditions such as occur at each point around the bottom of a wellbore. Although there is some knowledge of the effect of intermediate principal stress on rock strength, there is virtually nothing known about its effect on rock deformability; therefore, we have assumed here that the effect of intermediate principal stress can be ignored. A schistose gneiss4 and Berea sandstone5 were selected as representative rocks for this analysis. The traditional graphs of deviator stress (ol -o3) vs axial strain were reworked to give the tangent modulus as a function of the deviator stress for varying values of the minor principal stress. The result is a nesting family of skewed, bell-shaped curves for tile gneiss (Fig. 1A) and the sandstone (Fig. 2A). A similar replotting of the lateral strain data defines the variation of Poisson's ratio (v) with the deviator stress and confining pressure. These curves, shown in Fig. 1B for the gneiss and in Fig. 2B for the sandstone, are not so well ordered as the tangent modulus curves. However, all of these display an increase of v with deviator stress application, but the rate of increase diminishes with confinement. The ET and v curves for the two rock types are tabulated in Tables 1A and 1A for use in a digital computer so that material properties corresponding to a given state of stress can be assigned by interpolation. STATEMENT OF THE PROBLEM Given a state of stress in the ground prior to drilling a hole (initial stresses), we assume that

Jan 1, 1969

By Carl Faessler

Abstract Some Canadian geologists believe chat, in the Grenville sub-province of Eastern Canada, there is no granitic intrusion older than the anorthosite. The writers are among those who hold the contrary view. They suggest a new means to distinguish between rocks belonging to intrusions respectively older (Laurentian) or younger (Pine Hill) than the anorthosite. This new method is based on microscopical observations which demonstrate that the Pine Hill intrusives contain a large amount of exsolution perthite, whereas the Laurentian intrusives are completely devoid of exsolution perthite. Where perthite is present in Laurentian rocks, it is the result of lacer hydrothermal replacement. Introduction The present paper is the result of a systematic study of some acidic intrusive rocks in the Grenville sub-province. These rocks underlie large areas of the Canadian shield in the Province of Quebec, mostly along the southern border of the shield.

Jan 1, 1946

By John S. Jones, Ralph E. Brown

INTRODUCTION For more than a century, artificial ground freezing has been used for groundwater control and structural support for excavations. Most of the early uses of the freezing method were for sinking deep access shafts for mines and tunnels (1,2,3,4). More recently, ground freezing has increasingly been used for construction of large diameter cofferdams and soft-ground and mixed-face tunnels (5). Although ground freezing has been used in the past-for tunnels, it was invariably used as a last resort measure, where more conventional measures could not be used. The more recent freezing applications, however, have become increasingly cost competitive with more conventional techniques, and are now being included as part of the design concept (6,7,8,9,10,11,12). The purpose of this paper is to describe some of the more recent applications of ground freezing for tunnel construction. The paper begins with a brief description of the most commonly used freezing system, the Poetsch process. Recent tunneling projects utilizing ground freezing for structural support are then discussed. DESCRIPTION OF THE FREEZING METHOD The most commonly used freezing method is the Poetsch process, which was originally developed by F. H. Poetsch in the late 1800's. The system consists of a brine coolant, typically calcium chloride and water. Freezepipes are placed into boreholes or are

Jan 1, 1979

By Rosana Vilarim da Silva

O objetivo deste trabalho foi desenvolver um compósito permeável formado por uma matriz de polipropileno reforçada com resíduos de construção e demolição (RCD). Inicialmente foi feita a limpeza, peneiramento e caracterização do RCD. O compósito foi conformado na forma de placas pelo processo de compressão a quente. O RCD foi misturado com os grânulos do polímero e a mistura disposta em um molde que foi fechado e comprimido com carga de 1 ton e mantido na temperatura de 210oC por 10 min. Foram conformadas placas permeáveis e impermeáveis variando-se o percentual dos constituintes e granulometria do RCD. Para a caracterização foram realizados ensaios de permeabilidade e flexão em três pontos. As placas permeáveis apresentaram elevado grau de permeabilidade, muito superior aos requisitos mínimos para concreto. Foi constatado que a distribuição granulométrica tem influência na resistência mecânica e permeabilidade do compósito. O aumento do teor de granulados finos promoveu aumento nas propriedades mecânicas em flexão sem perda da permeabilidade. Com a impermeabilização das placas e consequente redução de vazios as propriedades mecânicas em flexão praticamente triplicaram. Analisando os resultados de uma forma geral pode-se concluir que há margem para melhorar o desempenho mecânico do compósito sem perda da permeabilidade.

Oct 30, 2017