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By W. Hopkin

INTRODUCTION Necessary science and technology are not well established for the design of responsible treatment and disposal of arsenical residues from refractory gold ores. Specifically, there is uncertainty about the precise composition and behaviour of oxidised arsenic species in these wastes, and an analysis of possible chemical behaviour suggests that potentially difficult control and disposal problems remain to be so 1 ved. In tackling these the undoubted toxicity of arsenic in excess and its bad press should not blind one to the realities of actual behaviour in the environment, and that some adverse behaviour inevitably has to be to 1 erated as a cost in return for the recovery of an operation's gold for society. The problem is to minimise any such cost. Each refractory ore will be different. Many will contain so little arsenic that it will cause only trivial problems in disposal, but there remain others with significant arsenic content, say in the order of 1% or more, to cause concern. As already implied, concern can be over emphasised but equally underestimated. The balance which must be struck in the design of responsible disposal in the widest sense requires objective and practical assessment of a complex range of chemical, biochemical, engineering and economic design factors, all of which should involve the process design team in constructive dialogue with the 1 oca l regulatory authorities. In British terms, the general objective should be the Best Practicable Environmental Option. Arsenic is ubiquitous in waters, rocks and soils and all living things. Its compounds undergo natural geochemical and bi ochemi cal cycles including powerful adsorption and precipitation processes which return to nature all leakage from the inevitable disturbance of mining and extraction operations. Within limits, all life is tolerant to its presence, and adaptation and detoxication processes occur to deal with local excesses.

Jan 1, 1991

By R. C. Kirkman

Your interesting and well-written paper brings up the issue of the purpose or use of a mineral property appraisal, specifically the value of these evaluations when the quality and quantity of the mineral resource to be exploited have not been thoroughly investigated. I am not a practicing professional in regards to valuation of limestone investment opportunities. I simply wish to make a few generic observations about the appraisal process in order to stimulate meaningful thinking by appraisal professionals whose reports may be reviewed by professional investors and "laypersons" alike. It is my contention that the analysis given in your paper is very thorough, considering the data that was made available to you. But I would not like to be the person responsible for investment decision making without having a feel for the risk involved. Therefore, the reviewer must classify this type of analysis as relatively "subjective" because they have not received an indication of the inherent risk involved in exploiting a mineral resource. This risk can best be quantified by using probabilistic methods in conjunction with the quality and quantity of the mineral to be produced. Most appraisals passively ignore this problem. Specifically, you have accurately identified the various costs and values entering the economic appraisal process. These can usually be quantified with a great deal more certainty than the capability of the resource to provide 25 years of quality material. Also, in Cases A (West Virginia) and B (Alabama), you are fortunate enough to have previous operations data. What if there had never been production from these properties? How does a potential mineral property investor evaluate the resource capability to meet various projected financial outcomes without spending a good deal of up-front capital to drill and delineate enough quality resources for a 20-plus year operation.

Jan 1, 1990

By Ivan C. Machado

In full autogenous grinding (FAG Mills) the ore itself determines almost exclusively the product size that will be produced, as opposed to conventional steel-media grinding where the product size can be "engineered" by changing media size, feed size, feed rate, classifier cutpoint size, etc. SAG Mills are in the middle of the way, since they offer some room to engineer their product size by properly defining some critical process variables, such as feed size, ball charge and size, mill charge and speed. SAG Mill product P80 values are typically in the range of 500 µm (35 US mesh) to 2000 µm (10 US mesh.) Whenever it is possible to determine an optimum value for the SAG Mill product P80 value (which will be the Ball Mill fresh feed F80 value), the Engineer should define the process variables that will yield a SAG product size as close as possible to the optimum calculated P80 value. In general, a coarser SAG product will draw less power from the SAG Mill and more power from the Ball Mill, and conversely, a finer SAG product will draw more power from the SAG Mill and less power from the Ball Mill. Metal consumption analyses also have to be taken into consideration, for they typically account for 30% to 45% of the total grinding cost. This presentation addresses the issue of defining an optimum SAG Mill product size (X=P80), during the design phase of the SAG and Ball milling circuits, from a general perspective, i.e., the SAG product size that will lead to an overall SAG Mill - Ball Mill optimum performance. Bond's Third Law approach is used, as well as the SPI (SAG Power Index), and also the generally accepted equations and Engineering Practice currently utilized to design SAG Mill

Jan 1, 1999

By Birger Schmidt

INTRODUCTION Urban tunneling in soil poses a unique set of problems to planners, designers and contractors. One of the important concerns is the impact of tunneling on the environment: not only the effects of noise, vibrations, construction traffic and surface traffic diversions, but also the effects of ground movements and dewatering on existing structures and facilities. Underpinning or other protection of structures often consume more than 10% of the total construction cost of an urban rapid transit tunnel, and another unknown percentage is expended on construction procedures designed to minimize these environmental effects. Ideally, many basic planning and design decisions should be based on reliable predictions of ground movements due to tunneling. Some of these decisions are: the choice of tunnel alignment and depth to minimize risks and effects of ground movements; selection of schemes to protect existing structures through soil improvement or underpinning, or outright acquisition and possible' demolition; relocation of utilities; selection of procedures for construction monitoring and project control; and the choice of construction and lining methods. To make rational decisions of this nature, the owner and his designers must perform analyses that will balance risks and costs of a variety of alternatives; but to make meaningful risk analyses, they must employ rational methods of predicting ground movements and their effects and must know the reliability of these predictions. Of course, the risk analyses also must consider politics, public relations, insurance and liabilities.

Jan 1, 1974

By P. K. Kaiser

A rational approach for the design of fully grouted bolts in underground excavations is presented. An analytical model involving elasto-plastic concepts and the mechanics of bolt/ground interaction was developed and tested by comparison with laboratory tests and field measurements. The theory elucidates the influence of shear stress distribution, bolt pattern and geometry on tunnel convergence. Laboratory simulation has provided convincing evidence to support the theoretical predictions. A dimensionless bolt efficiency parameter is introduced as a design tool that relates the reduction of tunnel convergence to the bolt length and density. Its application in practice is highlighted by the analysis of one case history.

Jan 1, 1987

Because of the different types of reagents used for the flotation of sulfide and nonsulfide minerals, it is convenient to consider these two groups of ores separately. The metal sulfides and native metals are substantially all floatable with xanthate and similar collectors.

Jan 4, 1982

By Gunnar Sparrman, Börje Ahlgren, Sten Rosenström

Starting in 1967 two major hydroelectric power projects have been implemented in East Africa viz. Kafue Gorge in Zambia and Great Ruaha in Tanzania. The two projects have similar characteristics and each consists of an underground power plant, a dam in connection with the power plant and a reservoir dam. The power plants are both designed and constructed according to principles applied in Scandinavia for a long time. Each consists of a headrace of a horizontal unlined rock tunnel with a length of about 10 km, vertical penstock shafts, machinery and transformer halls in large rock caverns and a tailrace of an unlined rock tunnel with a length of about 1 km. The head of the power plant of Kafue Gorge is 400 m, Great Ruaha 175 m, the capacity is 900 MW and 200 MW respectively. Both plants were executed in one stage, but building and erection works were made in two stages. However, the power plants show some interesting differences in design. The power plants are briefly described in the following, special regard being paid to the excavation works. GEOLOGY General The foundation of Eastern and Central Africa is made up of ancient crystalline rocks, consisting of sediments, lavas and intrusives, mostly intensively altered by repeated metamorphism. This repeated metamorphism - dynamic, ther-

Jan 1, 1979

By Allen J. Sobczak, Peter J. Peters

The five tunnel contracts of Milwaukee Northeast Side Relief Sewer System are about 80 percent complete. The tunnels are all excavated for 1.9 meter (6'-0") finish diameter sewers in a variable rock, mixed face, and glacial soil environment. Different contracts were let under two primary types of specifications, performance and prescriptive, which treated aspects of construction, such as primary ground support and groundwater control, differently. Interfacing of design and construction through field personnel allowed the needs of all parties to be met and resulted in savings in time and money to the Milwaukee Metropolitan Sewerage District (MMSD). Interfacing, cooperation and risk sharing allowed resolution of problems such as line and grade variations and potential differing site conditions. It also allowed the parties to pursue constructive changes to construction activities. Thus on one contract prescribed use of compressed air was eliminated, but migration of fines into the tunnels was stopped with filter fabric. Use of an expensive primary support system was dropped, but concern about deterioration of lagging was alleviated by use of special materials.

Jan 1, 1983

By Karl H. Gehring

According to the increasing importance of boom type roadheaders in tunnelling essential problems occuring in the application of these machines are dealt with. Based on a chart including the various stages for decicion finding the excavation method of underground cavities, both the technical limits and economic criteria are discussed in order to determine the range of applicability of roadheaders. Giving examples-the numerous developments in the fields of pick and cutting technology, performance data of boom type roadheaders in hard rock, safety technology and increase in the machines' degree of utilization, research and development of VA is illustrated. Two topic operation examples show partial aspects of the various tendencies of development.

Jan 1, 1981

By James S. Redpath

INTRODUCTION Background Early in 1972 our firm was asked by Cominco, managers of Arvik Mines Limited, to carry out an underground exploration programme referred to as the "Polaris Project" on a zinc-lead deposit in Canada's High Arctic. We had carried out numerous projects in the far north but this was to be the first long decline driven in perma-frost. Despite the short notice it was possible to meet the quickly approaching summer shipping deadline. We were able to do this by drawing heavily on our own and Cominco's background in Arctic operations. The project was an excellent example of owner-contractor co-operation and this spirit was responsible for the success of the project. Unusual Aspects There were a number of unusual aspects of the Polaris Project which are discussed in this paper. The extremely remote location, the short shipping season, and the fact that the work was carried out in permanently frozen ground, when combined with the lack of handy fresh water and a very severe climate, make it unique in many respects. Despite these handicaps, a record was set during the driving of the exploration decline.

Jan 1, 1974

By I. M. Eitani, M. Karmis

Ground control presents the most serious problem in underground thick seam mining. In addition to parameters such as depth thickness and inclination of the seam and nature of the coal and the immediate strata, the stress interactions caused by the mining sequence must be carefully evaluated and understood, if safety and productivity objectives are to be fulfilled. In this paper, the most widely-accepted thick seam coal mining methods are reviewed and suggestions are made for future work pertaining to ground control problems.

Jan 1, 1981

By H. E. Bonner

The recovery of fine coal has historically had limited success due to the intimate clay association on the surfaces of the coal particles. This clay presence has detrimentally affected conventional beneficiation techniques resulting in a recovered product containing unacceptably high concentrations of ash and moisture. An ultrasonically activated tray that operates in a continuous fashion has been developed that separates the clay film from each particle's surfaces. This separation is of sufficient duration to allow conventional beneficiation techniques to be utilized more efficiently.

Jan 1, 1989

By R. J. Matetic

The Bureau of Mines, as part of a program to improve mine planning and development, is currently investigating the effects of pillar load transfer, which can impact mining operations within a multiple-seam configuration. A comparative study was performed at two separate mine sites to determine the effects of this load transfer mechanism. The Bureau installed and monitored instrumentation at both sites to gather pertinent data on rock mechanics. At mine site A overburden depth varied dramatically in the vicinity of the study area and reached a topographic high at the study site: inner burden thickness was less than a pillar width (40 to 45 ft) (12 to 14 m): floor heaving was experienced in both coalbeds where sandstone and/or shale floor units were observed: overlays of the mine layouts show pillars were not totally super-positioned: a maximum of 5 in (13 cm) of roof to floor convergence was measured and pressure readings indicated pillar core loading only and increased to a maximum of 7,000 psig (48,300 kPa) over instrument setting pressure.

Jan 1, 1989

By Neal Rackstraw, Mamo Meaza

Washington Metropolitan Transit Authority Section E8a consists principally of twin tunnels 1,713 meters (5,620 ft) long, excavated to a diameter of 6.35 meters (20.83 ft) using an open face shield, with a primary lining of four unbolted precast concrete segments expanded at the crown, and a full circle unreinforced concrete final lining with a finished tunnel diameter of 5.08 meters (16.67 ft). The tunnels, constructed in Cretaceous age sediments, are mostly in stiff to hard clay except for a few areas along the alignment that contain dense to very dense fine sand in the upper portion of the tunnel that created a mixed face condition. At two locations unexpected heavy water inflows produced very serious problems in both tunnels. Water flows in the interface area were generally more than 378.5 1pm (100 gpm) and reached as high as 2,649.5 1pm (700 gpm) in the mixed face ground. The nature of the tunnel inflows, the consequences, and the corrective measures adopted will be the subject of this paper.

Jan 1, 1991

By A. C. Lyons

The presentation describes the history, preliminary report, site investigation, including examination of old records, design of tunnel including choice of levels, alternative linings and working sites, the preliminary contract involving shaft sinking on the site of the Tower Block; design modifications, the main contract, including shaft sinking, ground treatment, compressed air installation, machine tunnelling, tunnelling enlargements for chambers, waterproofing and equipment.

Jan 1, 1981

By Greg T. Saretzky, Wilson G. Ward

A comprehensive hydrologic study was completed far the waste rock dump at Equity Silver Mine, BC. Characterization of the hydrologic system included geologic structure. topography, surface hydrology and groundwater systems. The results of the study conclude that the cover system is restricting net infiltration to approximately 5%. However, significant discharge continues to occur from the perimeter of the dump. A three dimensional seepage analysis was carried out to illustrate the influence of groundwater discharge associated with the regional topography and geologic structures. The results of the modelling program show that groundwater discharge occurs from the waste rock dumps when high recharge rates are specified for the surrounding topography- This groundwater discharge strongly influenced by the high hydraulic conductivity assumed far the fractured bedrock. The modelling results are considered preliminary and field drilling and piezometer installation is being conducted to determine the groundwater regime in the vicinity of the waste rock dump.

Jan 1, 2000

By Donald G. Wieland, James H. Meinholz

INTRODUCTION The Milwaukee, Wisconsin Metropolitan Area provides an ideal opportunity to review the advancement of the art and science of mixed face tunneling in the past 65 years. Although there were earlier tunnel projects in the Milwaukee area, by other agencies, the majority of those driven in the Twentieth Century have been done under contract with the Milwaukee Metropolitan Sewerage District through the agency of the Sewerage Commission of the City of Milwaukee and the Metropolitan Sewerage Commission of the County of Milwaukee. Legal Description of District The Milwaukee Metropolitan Sewerage District was created by the Wisconsin Legislature in 1921 together with the Metropolitan Sewerage Commission of the County of Milwaukee. This concept of subregional wastewater control was an outgrowth of an investigation and report from a commission appointed by the Common Council of the City of Milwaukee in 1909 to study final sewage disposal for the City. In 1911 that Commission, comprised of J. W. Alvord, George C. Whipple and Harrison P. Eddy, recommended that the City construct a water filtration plant, construct a Menomonee River flushing works, expand the intercepting sewer system and, after a thorough study of the then existing and developing methods of sewage treatment, construct a sewage treatment plant. In response to those recommendations, the Wisconsin Legislature, in Chapter 608 of the Laws of 1913, created the Sewerage Commission of the City of Milwaukee. Recognizing that the improvement of surface water quality would require action on a watershed basis, the Legislature, in Chapters 554 and 590. of the Laws of 1921, created the

Jan 1, 1979

By Frank X. Bellini, Marc Saidman, Allen J. Hulshizer, Anthony J. Stewart

The cooling water system for the Seabrook Nuclear Station involves 10.25 Km (33,623 ft.) of 6.7 m (22 ft.) OD hard rock tunnels, over one third of which is under and terminating over 1.6 Km (a mile) out in the Atlantic Ocean. The major excavation is accomplished by two TBM's concurrently driving the intake and discharge tunnels which by mid-January, 1981, completed 92% of the excavation. This paper presents the case history of the excavation work and describes a computer program developed to evaluate major activities of TBM excavation on a shift-by-shift basis. Details and summaries of the production efforts are computer plotted in different forms to facilitate the evaluation of production performance, trouble spots and trends.

Jan 1, 1981

By Samuel Sigman, Martin M. Cooper

A basic ingredient for rapid tunnel excavation is material handling. In construction of tunnel projects in urban areas material handling requires additional input to maximize performance. Urban projects share the same problems experienced in all tunnel construction and they must be dealt with. Howeve.., Urban constraints add a larger dimension. APPLICATION ENGINEERING A MUST A word of caution. To achieve increasing speed of excavation in tunnels whether in Urban areas or elsewhere will require much creative thought and energy. It would be a false premise to assume that major breakthroughs will result from this conference, or shortly thereafter, or to hope that a success here or there can translate into a universal solution. The reality, as we see it is that rapid progress and great economies will accrue on any given project only if effective application engineering is carried through. By all means take advantage of past experiences but, do not at the peril of costly undertaking, blindly accept the program of a successful job elsewhere as automatically suited to your project. Tunnel construction in urban areas is at best a difficult undertaking made more difficult in this period of greater awareness of environment, of conservation and of the quality of living by sophisticated urban communities,. A construction job represents a necessary nuisance to urban communities. To minimize this nuisance many regulatory laws are adopted. These regulations can and do slow down tunnel jobs and pyramid costs.

Jan 1, 1974

By David C. McLean, Peter Penner, Martin de G. Salter

The Rogers Pass Project for C.P. Rail includes a 14.7 km tunnel and an 8.5m diameter concrete lined ventilation shaft to a depth of about 335m. The shaft collar is in bouldered water bearing glacial till to a depth of about 95m. Initial excavation in the overburden was with the aid of dewatering wells. When ground support problems arose the excavation was completed by a two stage freeze programme. Freeze holes were drilled from the shaft bottom. This most unusual method was successful in overcoming the difficulties safely and efficiently. The remainder of the shaft was sunk and lined conventionally. Finally, a central dividing wall was poured by jump forming from the bottom up. The wall was completed to a high standard at up to about 20 vertical metres per day.

Jan 1, 1989