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By Bruce A. McKinstry

For many major mining projects the time frame from initial planning to production can be measured in terms of decades. Hecla's Silver Shaft project, which is scheduled to go into production by the end of this year and includes a complete surface facility, shaft with an ultimate depth of 2,348 meters (7,700 feet), complete ore pass and loading pocket system, and 610 meters (2,000 feet) of development drifting and stope preparation, was initially concieved in the Fall of 1979. This duration of a mere four years from conceptual engineering to production is a testimonial to what can be accomplished when a progressive mining company and an innovative contractor work together as a team rather than developing into two warring camps as often happens.

Jan 1, 1983

By Douglas J. Pendrell, Marvin D. Simmons, E. Raymond Boc

The U. S. Army Corps of Engineers is in the early stages of design for an estimated 14 m (46 ft) diameter tunnel in northeast New Jersey. This tunnel will carry flood waters from the upper end of the Pompton River in Wayne County, to an outlet in Newark Bay, a distance of 33 km (20.5 miles). The tunnel will be constructed by a tunnel boring machine (TBM), the size of which is unprecedented at the present time. The alignment is through Triassic and Jurassic sandstones, siltstones, and shales that include three beds of basalt that range in thickness from 76 to 310 m (250 to 1020 ft).

Jan 1, 1991

By Fred A. Breu, Jerome C. Neyer, James F. Peters, John W. Critchfield

This paper describes experiences with methane and hydrogen sulfide gas encountered during design and construction of a sewer tunnel in rock, in Rochester, N.Y. Design explorations are summarized, including geologic setting, measurements of gasses in test borings, laboratory analyses of gas samples, and measurements of gas pressure and flow rates from a sealed borehole. Contract specifications regarding gas are outlined. Results of the Contractor's additional explorations and testing are presented, along with a description of selected equipment and provisions for ventilation and degassification.

Jan 1, 1985

By Anthony G. Fonseca

About 45% to 50% of the coal mined in the United States passes through coal preparation plants. East of the Mississippi River, this number increases to about 75% to 80%. Although the cost for coal preparation is worthwhile to some, the coal industry faces the challenges of continuing downward pressure on the price of coal and the impact of new environmental regulations. Coal preparation is an effective process that achieves 75% to 80% ash reduction, 15% to 80% trace element reduction and 85% to 90% Btu recovery. It is less effective for pyrite reduction (35% to 70%) and on-line operating time (40% to 60%). It also suffers from obsolete control systems. In coal preparation, raw coal is modified to a more preferred form to enable its use. The methods used to achieve this modification must be cost-effective and appropriate to the raw coal, the scale of production and the end-user requirements.

Jan 1, 1995

By Dan G. Wasyluk, Meryl J. Klassen, Tony J. Morris, Clive H. MacKay

The Rogers Pass Project in British Columbia has involved the construction of two railway tunnels totalling 16.6 km and a 345 m deep shaft. Systematic geological mapping was carried out at four headings during construction. The paper discusses the procedures used to record the geology, structure, rock mass characteristics and excavation performance. Coded data from the geological mapping and shift inspector reports was entered into a computer data base. The rock mass quality was evaluated for both the Geomechanics and Q classification systems. Continuous computer generated graphic logs were produced showing the excavated perimeter map, geological parameters, installed support and construction activities. The tunnel logs were updated on daily basis and used during construction by project staff for evaluating support requirements and monitoring excavation progress. The specific requirements, difficulties and advantages in mapping tunnels using a computer based system are compared to those of a conventionally mapped tunnel excavation with hand drafted tunnel logs.

Jan 1, 1987

By Sigmund J. Sulinski

All Sanitary District contract documents for new tunnel construction permit the Contractor a choice of four (4) separate alternate tunnel sections. This is the result of a continuing District policy to encourage at all times the use of the most suitable construction techniques and to attract to District construction the broadest spectrum of proven capabilities. Figure 1 indicates the alternate tunnel sections allowed on District contracts as follows: 1. A horse shoe section, ribbed and lagged, and a poured reinforced concrete tunnel liner; 2. Circular section, ribbed and lagged, and a poured in place reinforced concrete tunnel liner; 3. Circular section, ribbed and lagged, and a precast reinforced concrete pipe liner grouted in place; and 4. Circular section, no temporary lining, and a precast reinforced concrete pipe liner to be jacked in place. The Sanitary District now has in operation 10,500' of 5'6" I.D. and 6,500' of 5'0" I.D. jacked tunnel. An additional 5,600' of 7'6" I.D. jacked tunnel is currently under construction.

Jan 1, 1997

By Michael S. Kucker, Robert A. Robinson, Harvey W. Parker

Ground deformations are of major concern during tunneling, especially in downtown environments, since they have a significant impact on the costs and practicality of tunneling. This case history describes soil and groundwater conditions and ground behavior during the construction of twin transit tunnels for the Downtown Seattle Transit Project (DSTP). The tunnels were excavated through complex glacial soils ranging from hard glaciomarine drift to flowing sand. The tunneling process was greatly facilitated by the prediction of soil layer positions to an accuracy of ±0.6 m (2 ft). Tunneling was complicated by the presence of over 500 temporary tiebacks and by disturbed ground overlying an operating railroad tunnel. A variety of ground improvement techniques were used to successfully minimize settlements, which ranged from 1 cm (0.4 in.) in glaciomarine drift to 6 cm (2.4 in.) in flowing sands. Ground improvement techniques included compaction grouting, chemical grouting, jet grouting, and eductor well systems.

Jan 1, 1991

By Gregg E. Korbin, Robin B. Dill, Corey T. Dare, Tor L. Brekke, Larry R. Myer

A study was conducted to develop a fundamental understanding of the relationship between the size of an advancing tunnel face, the rate of excavation, and stand-up time in squeezing ground. Stand-up time is defined as the time elapsed after excavation that an unsupported tunnel face will remain stable. Squeezing ground is argillaceous rock or soil that exhibits pronounced time dependence of deformation and strength properties in-situ. A case history study documented the nature, causes, and solutions of several cases of stand-up time problems observed in the field. Then, in the laboratory, a series of physical model tests were performed in which model tunnel size, face advance rate, material properties, and pressure (representing overburden pressure) were varied. Stand-up time was found to increase as advance rate was increased or tunnel size decreased. In addition, an influence of advance rate on the definition of stability ratios was established.

Jan 1, 1981

By Sigmund J. Sulinski

The following is a progress report on a continuing study being made by the Sanitary District for purposes of developing reliable data for predicting costs and progress on future tunnel contracts. All data available to date on five separate tunnel contracts has been analyzed. All were machine-mined in soft ground, all used steel ribs and wood lagging and finished inside diameters varying from 5'6" to 6'6". Basic data regarding progress per shift, hours mined per shift, hours of downtime per shift, cause of downtime and type of soil mined were reported by the District's resident engineer at the job site. Figure 1, Weekly Mining Report is an example of the form used. Data regarding manpower and equipment used during tunnelling operations was also supplied by the resident engineer during the course of construction. Soil type being mined was verified by the resident engineer during construction, by visual observation, and compared with data listed on a previously prepared soil profile. The soil profile is a graphic presentation of anticipated soil stratas superimposed on a cross section

Jan 1, 1997

By R. D. Ellison, D. K. Shukla, D. E. Stephenson

Seals for man-made penetrations into or nearby nuclear waste repositories require several unique capabilities not common to seals for conventional underground activities. Design criteria include long functional use, extremely low permeabilities of the seal zone (including adjacent disturbed rock), and the potential for retarding radionuclide travel. This paper summarizes comprehensive seal programs being conducted by D'Appolonia for the Office of Nuclear Waste Isolation (ONWI) at Battelle, Columbus. The program schedule requires the first detailed conceptual design for a bedded salt site to be completed in 1982. Conceptual designs for other host media will follow as site exploration data becomes available. The design program is supported by a variety of office, laboratory, and field activities being conducted by ONWI subcontractors. An example is provided to illustrate the variety of efforts directed toward determining the extent of disturbance adjacent to penetrations as a result of in-situ and excavation methods. Also, the current "working design" for the shaft and tunnel seal system at the candidate Los Medanos thick salt site in southeastern New Mexico is presented.

Jan 1, 1981

The issues involved in mine closure are usually complex, and the risks are significant. Although environmental risks are paramount, other issues such as safety, community, legal, fiscal and technical factors need to he taken into account. This paper describes a simple empirical model based on the concept of the closure risk factor, which will enable decision-makers to analyze the mine closure risks at any site, regardless of the complexity of the issues and the scale, scope and location of the operation. The model enables all the issues to be captured and their individual and collective risk quantified. A number of case studies in Australia and the Pacific that illustrate the usefillness of the model are presented.

Jan 1, 2002

By Carl Barchet

INTRODUCTION Located on the Colorado River on the Nevada-Arizona border about 56 km (35 miles) southeast of Las Vegas, Nevada, Hoover Dam is a gravity arch dam 221 m (726') high for electric power generation and water supply. The head waters of the dam form a large reservoir, Lake Mead. The dam is equipped with two emergency spillways, one in the Nevada abutment and one in the Arizona abutment. Both spillways which are concrete lined and 15.25 m (50') in diameter, were intended for use only if Lake Mead is full and incoming flow of the Colorado River exceeds the discharge capacity of the turbines and regular bypass conduits. In the spring of 1984, a combination of rain and unusually rapid snow melt required the opening of the spillways for only the second time in the 50 year history of the dam. As in the previous use in 1942, the massive discharge of water through the tunnels resulted in severe damage to the concrete Linings of both tunnels. This damage is the result of cavitation which occurs as the discharge water flows at very high velocities over minor irregularities in the concrete lining. The U.S. Bureau of Reclamation has long been aware of the cavitation effect which occurs during these high volume discharges and has been studying solutions. One solution to the problem is to induce air bubbles into the flowing water to eliminate the vacuum associated with cavitation. This solution had been implemented at Yellowtail, Flaming Gorge, Blue Mesa, and Glen Canyon dams by constructing an aeration slot in the inclined portion of their spillway tunnels. Since the spillways of Hoover Dam were already in need of repair, the BUREC decided to construct similar facilities in each of the two 15.25 m (50') diameter spillways coincidental with the other repairs required.

Jan 1, 1987

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 A. C. Beaulieu

CITY OF EDMONTON Rate of Growth The City of Edmonton has been classed by some economists as being the most progressive City in Canada since the early 50's. The high rise buildings that are changing Edmonton's skyline, the rapidly expanding sewer and water network, and the proposed rapid transit system all indicate the requirements of an ever expanding City. Edmonton, the core of Canada's Energy Empire is the country's seventh largest metropolitan area. Bisected by the 22 mile long park of its magnificent river valley, it sits in the midst of the 50,000 sq miles of riches that have created it. Underneath the City, however, extending down for thousands of feet and encircling it for a radius of scores of miles, lies a fabulous store of petroleum wealth. By the early 1940's, based upon the needs of the farming areas, accompanied by some small exploitation of coal and timber, Edmonton grew to 100,000 people. Then in a short space of 20 years Edmonton shot up to be a city of 450,000. Figure 1 (Slide No. 1) indicates the population growth in the City of Edmonton and the Census Metropolitan Area from 1906 to 1971.

Jan 1, 1997

By Stephen J. Klein, Fernando Orduz, Randall J. Essex

INTRODUCTION The Keystone Tunnel project consists of widening an existing 7.3 m-wide (24 ft) highway tunnel to a width of 13.7 m (45 ft) to provide a three-lane, two-directional highway tunnel. The 13.7 m-wide tunnel was excavated in a staged drill-and-blast sequence through foliated schist, and was supported using pattern rock reinforcement and shotcrete. Notable project features are: the low vertical cover over the tunnel is less than the span of the opening; the project is the second instance where the Federal Highway Administration (FHWA) has accepted rock reinforcement as a permanent support element; and the project is the first instance where the FHWA is accepting shotcrete as the final interior surface of the tunnel. This paper covers the design and construction phases of the project. PROJECT DESCRIPTION The South Dakota Department of Transportation (SDDOT) retained Woodward-Clyde Consultants (WCC) to evaluate the feasibility, prepare construction plans and specifications, and provide construction management services for the widening of the Keystone Tunnel. The tunnel is located in the Black Hills National Forest area of South Dakota near the southwest corner of the state. The Keystone Tunnel is on U.S. Highway 16A, about 0.8 km (1/2 mile) north of Keystone which is approximately 32 km (20 miles) south of Rapid City (Figure 1). Highway 16A serves as an important transportation link between Rapid City and the Mount Rushmore National Monument which is located about 2 miles west of Keystone. The road through the tunnel consisted of two lanes about 7.3 m (24 ft) wide, and is being widened [ ]

Jan 1, 1989

By Heinz Kettling

Labor costs, which have rapidly increased in the industrial countries for several years, have forced the mining industry to develop new methods and cost saving systems. Also, because mining is basic to meeting the increasing requirements for raw materials, the mining industry is guaranteed a key position in cost cutting efforts. Although this report aims to describe major recent developments in the Federal Republic of Germany, it is restricted to a limited number of them in view of the wide variety of current innovations. The most important mining activities in West Germany are concentrated in the coal mines on the Rhine, Ruhr and Saar, in the lignite open-cast mines west of Cologne and in the potash and salt mining region in Lower Saxony and Hesse. This report will only discuss developments in the underground coal mines and the potash and salt mines, and focuses on projects of Salzgitter Maschinen and Anlagen AG (SMAG). HYDRAULIC DRILLS Drilling strata of varying strength One special difficulty faced in European coal mines is the varying of compressive strength of strata that occurs even over a few meters. The strata associated with the coal measures ranges from hard and tough sandstone or conglomerate to very soft carboniferous shale. It is often difficult to use continuous miners or roadheaders so that drifting by blasting still predominates. But the varying compressive strengths of the strata makes it difficult to choose the best method to drill the rock. For example, it is best to penetrate hard sandstone or conglomerate with heavy percussion drills. The soft carboniferous shale on the other hand, should be penetrated by high speed rotary drilling to obtain optimum performance.

Jan 1, 1979

By D. C. Torre

Ever since the introduction of the first successful continuous mining machines some twenty odd years ago, there has been an obvious, and steadily increasing, need for some form of continuous haulage machine, or system to work with them. There is universal agreement that the continuous mining principle, and the various continuous mining machines in particular, have done a great deal for mining. However, coal mining men, who have the longest and broadest experience with them, agree that continuous miners do not truly mine continuously. In fact, their estimates, and actual studies, show that the real mining time of these machines ranges, on the average, from 20% or less to about 30% of the available shift time. Part of the failure of the continuous mining machine to mine continuously may be ascribed to breakdowns in its intricate machinery. Most of the failure, however, is blamed on a variety of other factors. Of these, there are two which are given particular blame: face haulage and roof control. The relative importance of the two as the major negative factor in continuous mining is a moot point. However, there is an extensive concensus that haulage is the number one problem. Roof problems and their control are inhibiting factors regardless of the type of mining or mining machines employed. But the truth of the matter is that a continuous mining machine, like any type of loading machine, whether underground or on surface, is only capable of mining or producing in direct ratio to the mineable, or loadable, material that can be kept ahead of it and equally, if not more, important, that can be taken away from it. While the first commercially successful continuous miners were developed for, and proved successful in, coal mining, they were soon

Jan 1, 1974

By Warren E. Fife

This paper will discuss the application of a continuous miner using a fixed drum milling type cutting head for the underground mining of hard rock and salt ores. Continuous mining machines of the ripper chain cutting head, oscillating milling cutting head and boring arm designs have been used in rock and salt applications with various degrees of success. The large boring arm miners have been successful in potash, trona and salt, but they have not been successful in mining rock materials like iron ore. The main method used in underground mining rock materials is the conventional drilling and blasting the ore from the solid. This is particularly true for the harder, more abrasive copper and iron bearing ores. The softer salt based ores of potash, trona and rock salt can use several underground mining methods depending on seam conditions. Several of these methods use underground coal mining equipment that has been extensively redesigned to adapt it for use in mining noncoal materials. Conventional mining methods employ the use of a universal cutting machine to undercut or topcut the ore body before face drilling and blasting takes place to produce a smooth parting of the ore. The boring arm continuous miner is widely used in underground mining of potash and trona ores. It produces a tunnel with a smooth semicircular contour which results in good rib and roof stability. The ripper chain continuous miner is also widely used in mining the salt based ores of potash, trona and rock salt. They are used more frequently in Europe than in the United States and Canada. Some reasons for using the mechanical mining machines as opposed to the conventional drilling and blasting techniques for mining hard rock ore bodies are the resulting improved rib and roof control, facilitates selective mining of the ore body, and requires less man-

Jan 1, 1974

By J. D. Morgan

Introduction In 1987, the US economy continued to grow steadily, reaching an annual rate of $4.6 trillion in the last quarter. The value of domestically processed mineralbased materials rose slightly to $250 billion. The value of US metals rose sharply to more than $7 billion. Industrial minerals rose slightly to $18 billion recycled scrap was valued at $4 billion. Metal prices rose sharply toward year-end. A number of mining and metal companies experienced increased profitability, fostering more optimism about the future. Consumer demand strongly affects mining because the US economy is relatively saturated with long-lived products. Consumer, mortgage, and federal debt continue to rise. 244 million citizens already possess 170 million licensed motor vehicles and 100 million dwelling units. New car production fell 9% to 7.1 million units, but truck and bus production rose 9% to 3.8 million units. New housing starts fell 10% to 1.6 million units. Excess productive capacity exists not only in the US, but also in many other countries. Consequently, the US mineral industry is encountering stiff competition from others, as well as increasing competition from newer engi¬neered materials. Domestic production of plastics rose 9% to 25 Mt (27 million st) - on a volume basis, double all metals. Some 7% of petroleum goes to make petrochemicals including plastics. Imports of nonfuel mineral-based materials in 1987 were valued at $37 billion and exports at $24 billion. Imports supplied a significant proportion of total US consumption of several important mineral materials, including many classified as strategic and critical. In December, the Congress mandated that any major changes in stockpile goals be made only by law, and that the Department of Defense submit annually detailed stockpile supply/demand analyses. Concern about apartheid in South Africa continued, resulting in increasing interest about chromium, manganese, platinum-group metals, cobalt, vanadium, and gold. The National Critical Materials Council continued to monitor the US materials position. The Defense Production Act, authorizing priorities and allocations, supply expansions, voluntary agreements, and the National Defense Executive Reserve continues in effect through Sept. 30, 1989. Under the DPA, the US Bureau of Mines maintains the Emergency Minerals Administration. Further consultations were held with Canada to strengthen the North American defense industrial base. Coal production, 60% from open pits, rose 2% to 825 Mt (910 million st) valued at $21 billion. Nearly four-fifths was burned to generate 56% of US electricity. Exports included 42 Mt (51 million st) of metallurgical coal and 24 Mt (27 million st) of steam coal, with a total value of $3.3 billion. Domestic petroleum production fell 5% to 480 Mm' (3 billion bbl). Uranium mining, including recovery from phosphates, fell 4% to 5.9 kt (6500 st). Nonfuel minerals Major metals: Raw steel production - a major consumer of many minerals - rose 7% to 79 Mt (87 million st). Domestic iron ore production rose 11% to 44 Mt (48 million st), about 96% pelletized. Net imports, though, fell 8% to 11 Mt (10 million st). Raw steelmaking capacity fell 6% to 102 Mt (112 mil-

Jan 5, 1988

By E. M. Williams

The U.S. Bureau of Mines recently conducted a limited-scope study on the use of lineament analysis and electromagnetic geophysics to better identify the surface expressions of faults at the Cimmaron Mine near Raton, NM, an operating longwall mine in the York Canyon mine complex. Two normal faults were encountered by the mine, one during gate road development and drilling and another only through drilling. The potential ground control problems and offsets associated with these faults will severely impact long-range development plans, so it is essential to know the lateral extent of these faults within the coal reserves. The surface topography at the site is fairly rugged, yet outcrop exposure is poor. There is no obvious visible geologic evidence to indicate that the faults identified at depth extend to the surface. Both the geophysical and remote sensing techniques provided information on the presence and extent of important geologic structures which could not be gained just from drilling and surface outcrops. The geophysical surveys also were invaluable in confirming the presence of subsurface geologic structures in the vicinity of the lineaments assumed to be associated with the faulting.

Jan 1, 1995