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By D. L. Johnson

A number of small but rich copper sulfide (chalcocite) ore deposits are located on Michigan's Keweenaw Peninsula. These deposits are considered too small to warrant the capital investment required for conventional mining. However, they are being considered for in-situ solution mining as a way to revitalize the area's once prosperous copper extraction industry. Geology, mineralogy and geohydrology of the deposits have been investigated to determine their suitability for leaching; Three conclusions were drawn from the work. First, the sulfide mineralization is found primarily in fractures (65%) and, therefore, is accessible to injected leach solutions. Second, the ores are shallow, occurring from surface exposure to about 200 meters depth; injection and recovery wells would not have to be excessively deep. Third, the rock was found to have low permeability, in the neighborhood of thirty millidarcys or less. However, preliminary hydraulic fracturing experiments indicate that this will be an effective method for permeability enhancement. In one experiment a permeability increase of 100 times was achieved using a very low injection pressure at shallow depth. Additionally, fracture aperture spacings measured from drill core were correlated with fair success to field permeabilities.

Jan 1, 1989

By Parker RJ, Swindells CF

The authors have used the geotechnical study for design of the South Wall of Mt. Newman Mining's Mt. Whaleback Mine to illustrate how geotechnical studies can be economically justified. This is achieved by relating the savings resulting from increased ore recovery and prevention of failure to the cost of the study. An outline of the geotechnical study is provided in the paper, including a brief description of the innovative methods used to investigate geological structure of the mine and descriptions of the methods of slope reinforcement adopted.

Jan 1, 1986

By R. D. Hendry, R. A. Pearce, Allyn J. Steward, Dennis C. Martin

This paper outlines the geotechnical exploration and design approach utilized for the Km 80 and Km 86 Tunnels on the British Columbia Railway Tumbler Ridge Branchline. Information from surface mapping, trenching and diamond drilling was used to prepare a rational support design using accepted rock mass classification systems. Four possible support types were developed and used as a basis for preparing a cost estimate and contract documents for the tunnels. A unit price contract was selected to provide flexibility and to enable rational selection of support based on actual ground conditions encountered during excavation. Although ground conditions along the tunnels are variable, the general geology and quantities of support installed were consistent with those estimated from the geotechnical investigation and design.

Jan 1, 1985

By Barrie T. Wells, Raghu N. Singh, Paul S. Buddery

Rockbolting and dowelling are important methods of ground control. Their effectiveness depends upon the compatibility of the support members and the geotechnical behaviour of the rock mass. Detailed geotechnical investigations are, therefore, necessary for the design of effective rockbolting systems. The study described in the paper was concerned with improving the effectiveness of ground control at Mount Isa Mine. The paper briefly reviews the design methods avail- able when choosing a rockbolting system with a view to identifying the most suitable method. Joint surveys were used for the geotechnical assessment of rock mass stability. These were interpreted with the aid of the stereographic technique of predicting the size and shape of potentially unstable blocks of rock in both the roof and side walls of excavations. The geology and ground conditions at Mount Isa are briefly described together with the current ground control techniques. The requirements for ground control have been investigated at representative sites by analysing typical modes of rock failure and using a geological predictive technique. An application of this technique to the selection of a support system in a shallow Coal Measures tunnel is also described. The paper concludes with a general discussion on the effectiveness of this method of site investigation for the appraisal of rockbolting support in mining and civil engineering excavations.

Jan 1, 1983

By B. M. Ghadiali, J. B. Putnam, T. P. Smirnoff, M. A. Elioff, P. F. Ryan

Geotechnical investigations for the Mid-City Extension of the Los Angeles Metro revealed high concentrations of toxic hydrogen sulfide (H2S) gas as well as methane. Testing techniques employed to determine the extent of gasses, and to identify potential treatment measures, included gas sampling with cone penetrometers and soil-gas extraction with air injection testing. A gas reservoir model was developed to predict inflows into excavations. Other studies included a hazard evaluation and a general data search for other H2S occurrences and geologic conditions that could facilitate the accumulation of H2S. The paper describes the investigations and proposed design and construction alternatives.

Jan 1, 1995

By Seth Pollak, Jon Hurt, Mark Havekost, David Vardiman, James Schick

"INTRODUCTION The Long Baseline Neutrino Facility (LBNF) Far Site Conventional Facilities are proposed to be sited at the Sanford Underground Research Facility (SURF) located within the former Homestake Gold Mine in Lead, South Dakota. The project involves excavation and support of three large caverns which will house four 10 kT fiducial volume liquid argon (LAr) neutrino detectors and cryogenic equipment, as well as numerous ancillary connecting drifts and chambers. This paper describes the geological setting of the project, the geotechnical investigation undertaken nearly a mile underground and the challenges associated with collection of reliable data in a high stress and geologically complex environment. The layout for the new facility will be presented, along with a description of some of the constraints that will impact construction, including shaft access and working within an operating research facility. THE LBNF PROJECT The global neutrino physics community is coming together to develop a leading-edge, dual-site experiment for neutrino science and proton decay studies, the Deep Underground Neutrino Experiment (DUNE). The facility required for this experiment, the Long-Baseline Neutrino Facility (LBNF), will be an internationally designed, coordinated and funded program, comprising the world's highest-intensity neutrino beam at the Fermi National Accelerator Laboratory (Fermilab) in Batavia, IL and the infrastructure necessary to support massive deep underground cryogenic detectors 800 miles (1,300 km) downstream at the LBNF Far Site at the Sanford Underground Research Facility (SURF), in Lead, South Dakota. The Deep Underground Neutrino Experiment is expected to achieve transformative discoveries, making definitive determinations of neutrino properties, the dynamics of the supernovae that produced the heavy elements necessary for life, and the possibility of proton decay. Neutrinos created by the LBNF beamline will travel on the 1,300 km (800 mi) path shown in Figure 1 leading straight through the earth's crust to intercept DUNE's massive, cutting-edge neutrino detector at the Sanford Lab. No tunnel is needed as neutrinos pass easily through soil and rock rarely interacting with the matter. The DUNE far detector will consist of four modules, each of which will be housed in a cryostat containing 17,000 metric tons of liquid argon target material, providing a 10kT fiducial volume. The LBNF Far Site Conventional Facilities project will excavate and fit out a set of four caverns 4850 ft underground in which to place them."

Jan 1, 2016

By James R. Swaisgood, Ronald E. Versaw

Hundreds of shafts have been sunk in the United States in the past. Most of these have been successful however, in some instances thousands of dollars have been lost due to work stoppage while emergency measures were taken to control unexpected water flows. In cases where it was not possible to control the water, the shafts were completely lost. Many thousands of dollars have also been wasted in overconservative support design for the successful shafts. These "hell for stout" designs were necessary because of the importance of the shaft in the operation of the mine. If there was trouble in the shaft, all underground operations would come to a halt. Over-design was also necessary because no reliable preconstruction investigation methods or rational support design methods were available.

Jan 6, 1974

With increasing depth of mining, geotech nical factors assume increasing importance in the design and operation of open pit coal mines. Dragline strip mines are particularly sensitive to stability conditions since the draoline is a relatively inflexible machine, particularly in relation to its limited dump- ing radius for overburden disposal. Geotechnical factors relevant to strip mine design include: 1. spoil pile stability 2. wall stability 3. floor stability 4. excavation characteristics 5. groundwater conditions A basic geotechnical investigation pro- gram for new mine feasibility studies is described. This includes: 1. terrain evaluation 2. geotechnical drilling and logging 3. geophysical logging 4. materials testing 5. seismic refraction traversing 6. groundwater studies Such a program will give an overall geotech- nical assessment of the site and highlight any areas which may require further, more detailed Investigations

Jan 1, 1981

By Earle J. Klohn

INTRODUCTION The paper presents a broad overview of the geotechnical site studies required for siting uranium tailings dams. These studies, which are interdisciplinary in nature, touch upon such related fields as: hydrogeology, hydrology, and seismicity. Tailings dams are commonly used to develop tailings ponds for the storage of the waste products generated by mine milling operations. In the past, most tailings ponds have been developed either above ground on dry land, or in existing lakes. In the United States a majority of the uranium mines are located in arid or semi-arid regions and past practice has been to store the wastes above ground on dry land (1,2). Currently, the United States Nuclear Regulatory Commission (N.R.C.) recommends below ground disposal of uranium waste products, although they indicate that they will consider above ground alternatives (3). In Canada many of the existing uranium mines are located in a wet environment and past practice has been to use small lakes and depressions as tailings ponds (1,4). However, current practice in Canada leans towards above ground, dry-land storage (5,6,7), and the Atomic Energy Control Board (AECB) guidelines (5) indicate this to be the preferable method. In B.C., where a moratorium on uranium mining has been declared by the Provincial Government, there are no existing uranium tailings ponds. However, both the formerly proposed Birch Island and Blizzard uranium developments would have used dry land storage. Most of the existing non-uranium mill wastes in B.C. are stored behind tailings dams on dry land. The waste products delivered to the tailings pond comprise, the ground-up rock that remains after most of the uranium values have been removed and the excess chemicals used in the milling process. These waste products, which are called "tailings", are normally mixed with water to produce a slurry and then pumped to the tailings pond. Since the uranium recovered constitutes only a small percentage of the ore (usually less than 1%) (8), large quantities of waste rock and associated transportation water are discharged into the tailings impoundment area. Consequently, relatively large tailings pond areas are required for the uranium tailings. In recent years, major advances have been made in the design, construction, and operation of non-uranium tailings storage facilities (9,10,11,12,13,14, 15). These improvements have been based on combining the latest advances

Jan 1, 1980

By David Chapman, Glen Frank

Due to the transport mechanics of the depositional environment, glacial soils display a very wide range of grain sizes and behavior. Several nonstandard drilling, sampling, and analytical techniques are therefore required to characterize the subsurface. The paper summarizes the geotechnical investigation for the design of a large project in glacial geology, which will include both large and small diameter pressure balance tunneling. The paper focuses on the challenges presented by the glacial environment and the techniques required to identify and characterize it for design and contract document preparation.

Jan 1, 2001

By Hosking IA, Mirkov P

Among the solutions currently being considered for improving traffic flow in Sydney are the construction of major road tunnels, principally the Eastern Distributor Tunnels, leading from the end of the Cahill Expressway to Drivers Triangle and South of Taylor Square and the Sydney Harbour Tunnel, which incorporates sections of driven tunnel at the northern and southern sides of the harbour. The Eastern Distributor Tunnels, known as Stages 2 and 3 of the Eastern Distributor Scheme comprise: Stage 2 - A south bound two lane tunnel from north of William Street to Driver's Triangle. The southern end includes two Y junctions (locally 3 to 4 lane widths) with exits into South Dowling Street, Anzac Parade and Moore Park Road. Stage 3 - A north bound, two lane tunnel from Taylor Square to Palmer Street just north of William Street. Further details of the Eastern Distributor Tunnels are given in the paper by Baxter, Chappel and Fishburn (1986) which is included in this conference.

Jan 1, 1987

By S Cyphers, J Missen, B Jansen

The AGL Loy Yang Mine is one of the largest and most significant coalmines in Australia. Commencing in 1982, this mine produces 30–35 Mt/a to supply more than 50 per cent of Victoria’s electrical power requirements. At this mine there are unique geotechnical challenges to overcome to ensure its safe operation including: significant mine depth, low density of coal in the operating and permanent mine batters, the influence of groundwater and deep sediment aquifer pressures. One of the challenges is the behaviour of brown coal, which is neither a soil nor a rock and displays long-term creep stress relief. Other geotechnical challenges include ensuring stability in high unconsolidated dumps, potential large-scale block movement in mine batters driven by crack water pressure and heave from high-pressure aquifers.The paper will outline the geological and hydrogeological setting and potential failure mechanisms, and detail an integrated geographic information system and reporting regime that in part addresses ground control management at the mine. The paper will also outline the management processes for a dynamic geotechnical environment and the benefits of the alliance arrangements to meet the geotechnical requirements at the mine and the effective personnel integration in the mine technical services team.CITATION:Jansen, B, Missen, J and Cyphers, S, 2014. Geotechnical management at the AGL Loy Yang Mine, in Proceedings AusRock 2014: Third Australasian Ground Control in Mining Conference , pp 239–246 (The Australasian Institute of Mining and Metallurgy: Melbourne).

Nov 5, 2014

Subsidence issues associated with historic mine workings have highlighted the need for enhanced geotechnical management of the Martha pit over the remaining life. In conjunction with a detailed analysis of pit slope issues a comprehensive geotechnical management plan has been developed at Martha and is being used as the basis for development of similar plans in other Newmont operations.   This paper covers the geotechnical issues facing the Martha operation and the development and application of the management plan.

Jan 1, 2004

By W. J. Mcgaughey

A crosshole seismic imaging (tomography) experiment has been carried out in an underground mine in order to delineate waste rock within a massive sulphide ore body. Data comprising 1526 travel time measurements were inverted to yield a compressional wave speed image consistent with, and adding to, knowledge of the extent of the waste inclusions. An effective method of resolving travel time discrepancies measured on reversed ray paths is presented.

Jan 1, 1989

By D A. Cuello, G B. Sharrock

The Prince Lyell orebody at Mount Lyell Mine has a rich mining history commencing with the open pit in 1935, which transitioned underground in 1972. Between 1972 and 2014 a total of 64 Mt was mined underground as the mine extended from 210 m to 1100 m below surface. As the depth increased, three separate transitions in the mining method occurred to meet the changing geotechnical conditions, ore grade, mining costs and metal prices. The first was open stoping with pillar recovery in 1972, followed by front caving and longitudinal sublevel caving (1995), and finally transverse sublevel caving (2004 to 2014). This paper provides an overview of key geotechnical and planning milestones relating to the evolution of the mining method including underground stability, gravity flow, cavability and subsidence. Key aspects of the mine design, geotechnical parameters and rock mass response are described and critiqued with reference to observational, numerical and empirical methods.CITATION:Sharrock, G B and Cuello, D A, 2016. Geotechnical milestones at Mount Lyell Mine, in Proceedings Seventh International Conference and Exhibition on Mass Mining (MassMin 2016), pp 427–438 (The Australasian Institute of Mining and Metallurgy: Melbourne).

May 9, 2016

By H. N. Maleki

The results of five years of geotechnical investigations are presented to develop productive and stable longwall layouts for the Foidel Creek Mine. The program was initiated during the pre-mining stage, and has continuously provided the data required for mine design. From several stress determinations at the mine, the relationship between geologic structure and the stress field/depth was established. The results were used for orienting the entries for improved stability. Cave conditions and load transfer to panel boundaries were evaluated from closely monitored full extraction mining and computer analysis. Back-analyses of ground movements, as compared with the actual measurements, indicated that cave conditions were favorable in spite of the presence of competent, thick-bedded sandstones in the mine roof. Gate pillar design using a yield-rigid concept was developed through computer analyses and underground instrumentation, resulting in 35 and 75 ft wide pillars. The influence of a slickensided bedding plane at the roof contact on pillar yield zones, core confinement, and pillar behavior was evaluated.

Jan 1, 1988

By John Keefner, Charles Kocsis, Kyle A. Scalise

Geotechnical modeling of mines is crucial for understanding the many factors that can pose potential hazards or limit production opportunities. The process of back analyses for modeling is often used, but in many instances, the back analyses can be cumbersome and time inefficient.While thesemodels and back analyses may be accurate, these types of back analyses may not be ideal to be used at mines and by engineers because the process is so time-consuming. This paper introduces event-based back analyses that utilize prior events to create more accurate models while eliminating large modeling time because the models are back analyzed from previous events. The completed analyses supply a more detailed insight into the potential hazards at Round Mountain, an open pit operation, as well as provide a better understanding of how improper risk analysis results in missed opportunities. The more we understand about mining activities and processes through modeling, the safer and more productive mines will be.

May 24, 2021

By M J. Dunn

The geotechnical model is the cornerstone of any mining geotechnical design and as such the confidence level and reliability of the geotechnical model is paramount. The geotechnical model confidence level needs to be commensurate with the level of design that is being applied or study that is being undertaken. The geotechnical model is made up of several components and the reliability of the data underlying these components ultimately determines the reliability of the geotechnical model.Data reliability is linked to the quantity of data collected, the spatial distribution of the data collected, quality of the data collection and the interpretation of the data. In a typical project, there is an opportunity to improve data reliability through the scoping, prefeasibility, feasibility and final design and implementation stages.Currently, very little quantitative guidance exists in the literature on assessing the confidence level of geotechnical studies, although there have been attempts by various authors (Haile, 2004; Haines, Swart and Kruger, 2006; Read and Stacey, 2009; Dunn, Basson and Parrott, 2011) to qualitatively describe what level of geotechnical data is required. Recently a number of authors (Read, 2013; Fillion and Hadjigeorgiou, 2013; Thomas, 2013) have outlined methods that could be applied to assess the reliability of some types of geotechnical data that are used in the development of geotechnical models.This paper briefly discusses some of the factors influencing data reliability and the geotechnical model confidence and some of the tools available.CITATION:Dunn, M J, 2014. Geotechnical models and data confidence in mining geotechnical design, in Proceedings AusRock 2014: Third Australasian Ground Control in Mining Conference , pp 127–134 (The Australasian Institute of Mining and Metallurgy: Melbourne).

Nov 5, 2014

By Christopher M. St. John, Michael P. Hardy

INTRODUCTION Geotechnical models, particularly those based on the finite element method, have been available to aid in en¬gineering design of underground mining excavations for over ten years. Despite this fact there are remarkably few cases of their use in mine design documented in the literature. It is therefore to be anticipated that many potential users of these models are relatively unaware of their capabilities and limitations and also of the form and detail of geotechnical data needed for their success¬ful application. This subsection attempts to address this problem by discussing the different types of numerical models now available and by noting how some of them have been used to study a variety of problems associated with underground mining. The subsection concludes by discussing the applica¬tion of the displacement discontinuity method to the de¬sign of possible mining systems for the copper-nickel deposits of northeastern Minnesota. The object of the analyses, which were nonsite specific, was to determine the significance of geotechnical parameters, such as ini¬tial stress and rock structure, on the stability of under¬ground excavations and hence to provide guidance for future geotechnical investigation. NUMERICAL MODELS In the geomechanical design of underground mining openings, use is made of numerical models that repre¬sent or simulate the large-scale mechanical behavior of rock. There has been less interest in analysis involving fluid flow and heat transfer, but with increasing interest in such areas as in-situ retorting and solution mining it is likely that there will be a growing need for numerical models embracing and coupling all three physical proc¬esses. However, the emphasis in this subsection will be on mechanical behavior. Models which simulate such behavior will be divided into two groups: continuum models and discontinuum models. These will be dis¬cussed in turn in order that some insight into alternative solution strategies and their merits may be gained. Continuum Models Almost all geomechanical numerical models must be classed as continuum models even though particular computer codes incorporate special provisions for rep¬resenting discontinuities such as faults, bedding planes, or joints. They are continuum models because they pro¬vide solutions for cases where material behavior is governed by the differential equations of continuum mechanics. Two basic solution strategies for such equa¬tions may be identified immediately: the differential ap¬proach and the integral approach. In the differential approach a means of approximating the differential equations over the entire region of interest is sought. In the integral approach use is made of fundamental solutions from continuum mechanics, and these are used to construct a solution to the whole problem, making approximations only on the boundaries of the region of interest. The several differential and integral methods are identified in Table 1. Differential Methods: Problems in continuum me¬chanics involve the solution of three types of partial differential equations. Two of these govern the behavior in so-called initial value problems, in which variables change both in time and in space. Examples of such problems include nonsteady heat transfer and fluid flow, and stress wave propagation. The last type of partial differential equation governs the behavior in boundary value problems. In these, variation is in space but not in time. Solution of initial value problems may be achieved in two significantly different methods: implicit and ex¬plicit. The differences between these two methods will be illustrated by considering a very simple initial value problem, that of one-dimensional heat diffusion. The equation governing this process may be written as: [ ] where T is temperature, K is thermal conductivity, p is density, c is specific heat, t is time, and x is the spacial coordinate. In finite difference form this equation might be written as: [ ] where the superscripts refer to the time and the sub¬scripts to the spacial location. Several solution strategies for this equation have been used. Two important ones may be illustrated very simply by discussing the signifi¬cance of the superscript * on the right-hand side of the equation. If i + 1 is substituted for * then the second derivative of the temperature with respect to distance is evaluated at the end of the next time step (using tem¬peratures not already known). Such an approach leads to a set of equations involving unknown temperatures and a solution procedure which is referred to as being implicit. The important characteristic of the implicit procedure is that it leads to a set of equations that must be solved for each time at which the temperature dis¬tribution is required. If instead of substituting (i + 1) for the superscript *, i is substituted, the following equation is obtained: [ ] {In this case the new temperature is defined in terms of an already known temperature distribution. The solution procedure is now known as explicit and has the impor¬tant characteristic that there are no equations that have to be stored or solved. A practical advantage of this

Jan 1, 1982

By Yambu J, Titus K

Geotechnical investictations and monitoring have been integral to development of the Porgera Gold Mine. The steep, unstable terrain has required a program for monitoring of slopes and foundations which includes survey stations, borehole inclinometers and piezometers. Case studies of the Maip Pass landslide, Yakatabari land-slide, Anawe Plant Site CIP pond excavation and batter, and a load test study for mine waste dumps are presented.Monitoring is needed to ensure that geotechnical risk is kept to a minimum. A vigilant program will be required for the life of the mine.

Jan 1, 1994