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The explosion of a charge in a drillhole sets the surrounding rock mass into vibrating stress wave motion. Except in the immediate vicinity of the drillhole, the dynamic stresses associated with this motion do damage only to pre-existing joints, cracks, or other weak planes, not to the rock material in between these. The joints are weak in tension, therefore the damage occurs as a result of tensile stresses. The initial damage process in the rock mass that ultimately breaks loose in front of the hole is similar to that in the remaining rock behind the drillhole. Recorded or calculated values of the vibration velocity and frequency contain a wealth of information about the combination of stress and strain that causes the damage. This paper outlines a new technique by which the peak strain energy derived from measured or calculated vibration velocity records is used to determine the local fragment size distribution. It combines two previously known and well tested techniques, namely the Holmberg-Persson calculation of the peak vibration velocity generated by an extended charge and King's calculations of the fragment size distribution as a function of the strain energy in rock crushing. Both of these calculations are based on experimental data and have been tested and found to agree well with actual conditions in their respective fields. Holmberg-Persson's calculated peak vibration velocities have been used successfully to predict and control damage to the remaining rock in cautious blasting, while King's calculation successfully describes the comminution of rock in mechanical crushing. Preliminary predictions of fragmentation in two types of rock blasting, a large hole open pit mining blast and a tunnel round, indicate that the new technique for fragmentation prediction has the potential for predicting fragment size distributions within the rock removed by the Blast.

Jan 1, 1995

By Theophili CN, Kapenis AP

Seismic tomographic imaging has been applied to determine the blast induced damage zones in bauxite pillars in underground mining. At the retreating stage, when pillar dimensions are reduced from 8 x 8 m to approximately 5 x 5 m, the' seismic tomographies reveal, through measurements of the P-wave velocities which is a measure of the degree of fracturation of the pillar rock mass, the presence of three zones within each pillar. In the external zone, where velocities recorded are below 750 m/s. extensive pillar damage occurs which is attributed to both the growth and coalescence of pre-existing cracks and even the creation of new cracks in the rock mass. This effect is in agreement with literature, when considering the peak particle velocity as a criterion for rock failure in tunnels. In the intermediate zone, where velocities range between 7S0-1000 m/s, damage to a much lesser extent occurs which is due mostly to growth of pre-existing cracks and widening of their apertures. The inner zone, where velocities exceed 1000 m/s, is considered to be unaffected by blasting. Simple remedial measures of low cost, which are based on blasting mechanics are proposed to minimise the blast induced damage zone and consequently the transition zone.

Jan 1, 1995

By F. Cadena

Hiwassee Darn, now under construction by the Tennessee Valley Authority on the Hiwassee River, a tributary of the Tennessee River, will require aggregate for approximately 800,000 cu. yd. of concrete. Near the damsite deposits of natural sand or gravel are not available and graywacke, a rock that is found in abundance, suggested itself as a likely source of manufactured aggregate. Graywacke is a metamorphosed sandstone composed principally of a mixture of quartz (65 per cent), mica (25 per cent), and feldspar (10 per cent). Other minerals are present in negligible amounts. The rock varies in different parts of the quarry from very fine to a coarse grain containing particles of about ¼ in. maximum size, although the bulk of the deposit is medium grain. Extensive tests showed that graywacke would be suitable as a source of both coarse and fine aggregates. The aggregate plant available for use at Hiwassee Dam consisted of the coarse-aggregate and sand plant used on the Norris project. The coarse-aggregate plant had also been used at Chickamauga Dam. Although most of this plant equipment is now in use at Hiwassee, the present flowsheet is not only different from that at Norris and Chickamauga but is also unique as compared to the flowsheet of the average crushed-stone aggregate plant. It is hoped that this paper will show the importance of proper arrangement of equipment if the optimum in flexibility and capacity is to be attained. Flowsheet Rock is ioaded by 3-yd. electric shovels into 12-yd. dump trucks, which carry the rock to the primary crusher, a 42-in. Superior McCully gyratory unit set at 4¾ in. (Fig. 1). The primary crusher discharges directly onto a 42-in. inclined belt conveyor, which carries the product to a surge storage pile with a maximum live storage capacity of approximately 3000 tons. A concrete tunnel under this storage pile houses the feed end of a 36-in. belt conveyor (conveyor B) fed by a 36 by 66-in.

Jan 1, 1942

By F. Cadena

Hiwassee Darn, now under construction by the Tennessee Valley Authority on the Hiwassee River, a tributary of the Tennessee River, will require aggregate for approximately 800,000 cu. yd. of concrete. Near the damsite deposits of natural sand or gravel are not available and graywacke, a rock that is found in abundance, suggested itself as a likely source of manufactured aggregate. Graywacke is a metamorphosed sandstone composed principally of a mixture of quartz (65 per cent), mica (25 per cent), and feldspar (10 per cent). Other minerals are present in negligible amounts. The rock varies in different parts of the quarry from very fine to a coarse grain containing particles of about ¼ in. maximum size, although the bulk of the deposit is medium grain. Extensive tests showed that graywacke would be suitable as a source of both coarse and fine aggregates. The aggregate plant available for use at Hiwassee Dam consisted of the coarse-aggregate and sand plant used on the Norris project. The coarse-aggregate plant had also been used at Chickamauga Dam. Although most of this plant equipment is now in use at Hiwassee, the present flowsheet is not only different from that at Norris and Chickamauga but is also unique as compared to the flowsheet of the average crushed-stone aggregate plant. It is hoped that this paper will show the importance of proper arrangement of equipment if the optimum in flexibility and capacity is to be attained. Flowsheet Rock is ioaded by 3-yd. electric shovels into 12-yd. dump trucks, which carry the rock to the primary crusher, a 42-in. Superior McCully gyratory unit set at 4¾ in. (Fig. 1). The primary crusher discharges directly onto a 42-in. inclined belt conveyor, which carries the product to a surge storage pile with a maximum live storage capacity of approximately 3000 tons. A concrete tunnel under this storage pile houses the feed end of a 36-in. belt conveyor (conveyor B) fed by a 36 by 66-in.

Jan 1, 1942

By Bruce K. Cantrell, Jon C. Volkwein

Exposure to mineral aerosol is an occupational health hazard in mining and mineral processing industries because of the risk of developing pneumoconiosis. Agricola (1556) described this hazard for metal mining in Carpathia. He described shortness of breath and consumption, conditions that are now associated with asthma and emphysema. By the end of the nineteenth century, several respiratory diseases were known to affect miners, including silicosis and coal workers' pneumoconiosis (Fletcher, 1948; Seaton et al., 1981). For example, silicosis, not tuberculosis, was clearly recognized as the hazard in the Vermont granite quarries and stone-cutting sheds (McFarland, 1927). The Gauly Bridge Tunnel disaster in the mid-1930s caused the deaths of an estimated 700 workers by acute silicosis and focused the nation's attention on this disease (Cherniack, 1986). By the mid-twentieth century, it was clear that risk of simple pneumoconiosis is associated with a miner's cumulative exposure to mine aerosol in the respirable size range and that prevention lies in reducing that exposure through regulation (Seaton, 1986). In the United States, regulation of mine worker exposure to airborne mine dust is the responsibility of the Mine Safety and Health Administration (MSHA) in the U.S. Department of Labor. The key legislation relating to improved mine worker health was the Federal Coal Mine Health and Safety Act, enacted in 1969 (U.S. Congress, 1969) and subsequently amended as the Federal Mine Safety and Health Act of 1977 (U.S. Congress, 1977). MSHA receives technical assistance from the National Institute for Occupational Safety and Health (NIOSH). NIOSH also provides recommended exposure limits (RELs) for contaminants to MSHA. MSHA's regulation of mines includes the establishment of a dust standard administratively based on the these RELs. Some mine operators must submit a dust control plan designed to meet the dust standard. Periodic mine inspections determine if mines are com- plying with both the dust standard and the dust control plans (MSHA, 1991). The most common dust measurements are those for respirable dust (according to the definition given in Fig. 26-7), that is, the fraction of aerosol particles able to reach the gas exchange region of the lungs. The other health-related size fractions (inhalable and thoracic-see Fig. 25-1, and "total" dust) are also occasionally measured. A "total" dust measurement is defined by the common practice of the last 30 years or so, using 25 mm or 37mm plastic cassettes (e.g., from PAL, MIL, SKC ). The types of mines have been categorized

By Steven J. Page, John A. Organiscak

Airborne dust generation is one of the byproducts of coal mining, processing, and handling. The amount of airborne total dust (ATD, respirable size and larger) and airborne respirable dust (ARD) generated is of primary interest for designing the level of engineering controls needed for adequate dust abatement. Laboratory crushing experiments were conducted in a wind tunnel with a roll crusher to identify relationships among crushing parameters, product size, coal rank properties, and airborne dust generation. Through the first series of experiments, the effect of primary and secondary breakage processes on both product size and airborne dust generation was examined. Through a second series of experiments, the effect of coal rank properties on product size and airborne dust generation was studied using a uniform crushing process with secondary breakage. Laboratory results indicate that secondary breakage of a particular coal notably increases the specific amount of ATD generated, while negligibly impacting the specific amount of ARD generated. A strong positive relationship was identified between the specific amounts of ATD and ARD generated during the primary breakage process (with minimal secondary breakage), but a negligible relationship was observed between the same two variables when secondary breakage was introduced into the crushing process. This indicates that most of the ATD and ARD is generated from the primary breakage, while secondary breakage has a more of an influence on generating additional amounts of larger sized ATD. Additional experiments involving the uniform crushing of eight different bituminous coals showed that the coal rank, expressed as the inherent moist fuel ratio (MFR = fixed carbon =(volatile x inherent moisture)), had diverse relationships between the product size created and the amount of airborne dust generated. As bituminous coal rank or MFR increased, the amount of coal product fines < 250 gm increased while the mass percentage of ATD and ARD liberated from these < 250 µm product fines decreased. Air dry loss (ADL) moisture in the coal was found to be inversely related to the dust cloud electrostatic field, influencing dust liberation from the coal product fines. Since the MFR was directly related to the dust cloud electrostatic field, opposite the ADL-electrostatic field relationship, the diverse relationships between the product size created and the amount of dust liberated from the < 250 µm product fines were explained. Finally, 12 to 14 times more ATD was generated as compared to the ARD generated during these experiments. These results should provide a fundamental basis for initial estimation of the airborne dust loading requirements of engineering control methods for coal crushing.

On 23rd October, 1969, 54 members of the Institute set out at an early hour from Rand Airport in two chartered Dakota aircraft for a visit to the Hendrik Verwoerd Dam site. The weather was at the start rather unpromising but after passing Bloemfontein the overcast cleared and it turned into a glorious day for a most memorable visit. The Institute is indebted to U.C-Dumez-Borie Dams Limited, the main civil engineering contractors, and Mr J. D. McNamara their executive manager, for the very excellent arrangements made for this excursion. From the time the aircraft landed till a slightly belated departure the organisation of the extensive tours arranged for the parties was quite outstanding and a matter for congratulation to all concerned. At each of the many places visited there was a senior official to give an authoritative and comprehensive description of the work under his control. In addition the guides on the buses, loaned by the Department of Water Affairs, kept up an interesting running commentary throughout the day. A further much appreciated facet was the introduction of many of the experts on the site and a brief talk by each after an excellent lunch served at the recreation club. Each visitor also received a brochure with a progress report and a detailed site plan, with various sections highlighted in colour, and obviously prepared at the cost of much time and effort. The visit included tours of the large dolerite quarry, where some 150 000 tons of rock are removed each month, the 42 in. gyratory primary crusher, the secondary crushing and screening plant, the rod mill plant for sand production, and the automated blending and concrete batching plant. The transport of mixed concrete by &apos;silobuses&apos; to the 6 cu. yd buckets of four Blondin cableways, two of which are radially movable and two with buffing towers, and the placing of the concrete in the huge blocks of the wall was watched from a vantage point. The most interesting part of the visit was without a doubt the inspection of the wall itself and the explanations of the many intricasies of its design and care in construction, covering aspects such as positioning of galleys, interlocking of blocks, reinforcement, refrigeration, actual concrete placing, subsequent grouting, etc. Other points of interest were the very complicated design of the wall itself, the river diversion plans, with three stages of coffer dams, the spillways, and the very well cut penstock tunnels.

By K. S. Lane

The problem of stability of slopes in reservoirs is one of real interest in civil engineering. The problem is whether the valley walls will remain stable or whether they are likely to slide as conditions are changed by storage of water in the reservoir. If major slides are indicated, as on the walls of relatively steep canyons, one must estimate whether they will be so located and of sufficient size as to interfere with operation of the reservoir-as by blocking the outlets, or by displacing sufficient water to over-top the dam in a huge wave. Some cases involve problems in soil mechanics for slides in earth or weaker rock; other locations need the assistance of rock mechanics for slides in harder rock. While this is not a new problem, attention has recently been focused on its importance by the hugh landslide into the Vaiont reservoir in 1963, which claimed the lives of over 2000 people and forced abandonment of the dam and powerhouse. VAIONT RESERVOIR SLIDE Fig. 1 shows Vaiont Dam in Italy which is a double curvature arch, 875 ft high, located on a tributary of the Piave River, north and west of Venice. When completed in 1960 it was the highest arch dam in the world. In 1960 a sizable landslide (some 700,000 cu yd) occurred on the left abutment a short distance above the dam. Following this, the reservoir was held down for construction of a by-pass tunnel through the right valley wall to insure connection with the upper end of the reservoir in event of further slides. In October 1963 a giant landslide occurred on the left valley wall, over a width of some 14 miles (see Fig. 2). Over 300 million cu yd slid into the reservoir, displacing the water and forming a hige wave 700 ft above the top of the dam as it hit the opposite, or right, wall of the valley. The wave then passed some 500 ft over top of the dam, followed down the tortuous winding canyon and debouched into the

Jan 1, 1967

J. M. HARTMAN, Philadelphia, Pa.: Mr. Fackenthal can remember some queer things that occurred at Durham, Pa., Aug. 3, 1876, while he was superintendent. The furnace was working stiff, i.e., blast-pressure 10 to 11 pounds, which was high pressure for those days. With this pressure there was some circulation through the stock. At 9 p.m., flushed cinder. After flushing, air was thrown off&apos; for a moment to " bot up "; the keeper turned the lever and threw on air just as the scaffold dropped, which eased up the pressure to 4¼ pounds. The air-receiver is twice as large at Durham as at other places. The air from this receiver, added to the two seven-foot blowers, gave an extra large volume, which, rushing into the furnace, fired the finely-divided carbon, causing an explosion that threw part of the stock in the furnace out into the open air, threw up the bell-and-hopper with the tunnel-head plates, and gave off&apos; a large volume of carbondust. The bell-and-hopper going up first, the stock followed, and, striking the bell-and-hopper, was deflected in a shower over the cast-house roof, breaking the slates. Sitting at the corner of the engine-house at the time, the stock pelted me, when I ran around the corner to get rid of it. Remembering there were two men at the furnace-top, I shut down the engines, and, running to the top, found them sitting in the hoist-house enjoying the fire-works. The explanation of this explosion is simple. There is in the blast-furnace a bed of fuel extending up, say, 16 to 18 feet above the tuyeres; in this bed of fuel some stray pieces of limestone are found, and a few pieces of unreduced ore; but, generally speaking, it is all fuel. On this bed of fuel is the zone of fusion. In this zone the descending stock is liquefied, except the fuel; the iron, melting, drops out of the ore, and the gangue unites with lime, forming cinder. The iron falls in the form of shot, and, with the cinder, trickles

Jan 1, 1899

By Theodore Hatch

The pneumatic rock drill operates essentially as a crusher. The rock is shattered into a powder that is removed from the drill hole by the air stream introduced through the hollow drill steel. Particles thus produced vary in size from 1/4 in. or larger down to diameters too small to be revealed by the ordinary microscope. The power consumed by the drill is proportional to the new surface area of the powdered material, therefore the greater the proportion of "dost" produced, the higher the power consumption and the lower the drilling speed. A considerable amount of material ejected from the hole settles on the rock and much of this falls back as the mound builds up to be crushed further before it is removed again. The cushion of dust at the bottom of the hole reduces the effectiveness of the blow of the bit and thus lowers the rate of drilling. The unfavorable working conditions created by the dust also reduce the drilling speed by lowering the efficiency of the operator. Thus, the dust produced by rock drills constitutes a serious drawback to economical performance on all drilling operations. To the economic objections, one must add the more important objection to the health hazard created when the dust contains free silica (quartz). The silicosis problem is a familiar one in many mines, tunnels, and other underground operations as well as in quarries and other types of open rock excavation. Dust is a necessary end product of all pneumatic drilling operations. Its production cannot be eliminated although the proportion of microscopic particles can be reduced by using improved drill steel, proper methods of sharpening, more efficient drills, etc.—improvements that increase the drilling speed largely by increasing the size of the cuttings. The absolute improvement secured in this way is not great, however, and the pneumatic drill must always remain a dust-producing machine. Definite benefits do result, on the other hand, from the use of dust-control equipment that captures the dust as it emerges from the hole and conveys it to a remote point of discharge. Dust production continues, but dust dispersion into the atmosphere is prevented. The dust is removed as rapidly as it is formed, with the following results: (I) The silicosis

Jan 1, 1937

By J. S. Miller

This paper describes the method of mining a steeply pitching anthracite seam on a heavy pitch in the Orchard vein in No. 1 Tunnel of the Lehigh Coal and Navigation Co. The Orchard vein in the Neaquehoning district has a thickness of about 15 ft. on the level of the gangway, which is sufficient thickness for the gangway to be driven full width in coal. Above the gangway, the vein becomes thinner and near the surface is about 8 it. thick. The coal is of good hard quality and carries a fairly good roof. The pitch of the vein is between 65" and 70". Usually the breast-and-pillar method has been employed in the mining of the steeply pitching veins in this section. This method produced good results as far as the mining of the breast was concerned but the recovery of the pillar was difficult as to full extraction and expensive as regards costs. To recover these pillars after the breasts were driven, three methods were commonly employed; they were known as the pillar-breast method, pillar-skipping method, and pillar-chute method. The pillar-breast method consisted in putting a battery in one corner of the pillar (Fig. I), coupling the manways A and B of the two adjacent breasts for two or three lengths ahead of the working face of the pillar being cut, and working the pillar as a breast. This method was used by the more skilled miners of the earlier days but has practically been abandoned. A slight variation of this method is used to some extent. In this case, the pillars are left wider than ordinarily and of sufficient width for the full-width breast to be driven in and a small pillar left on each side of the pillar breast between it and the regular breasts. With the completion of the "pillar breast," the ribs are drilled full of holes, loaded, and fired. In the pillar-skipping method (Fig. 2), the middle breast of three is not driven through and is drawn empty while the outside and inside breasts are kept full. At the corners of the two pillars standing, batteries are put in and a skip of the two pillars started; the coal in the two pillars is blasted over into the empty breast. A small pillar is kept along the

Jan 1, 1925

By Carl Zapffe

Because no rock outcrops exist in the Cuyuna district, it is necessary first to make a magnetic survey with a dip needle, or possibly with a sun-dial compass, and determine the area or belt of magnetic variations and the maximum lines of magnetic attraction. A dip-needle survey is quicker to make, is sufficiently accurate, and will suffice. Regardless of how poorly defined the magnetic attractions may be, it is important that they be determined. Even if drilling has developed ore on an adjoining property, the survey should not be omitted. Iron-bearing formation is indicated by the magnetic attractions, but whether or not ore exists must be determined by drilling. The maximum line of magnetic attraction offers the best place to begin drilling. If no magnetic attraction exists, nearby developments are the only guide; and if these also are lacking, drilling is governed by guess. Test-pitting is not employed in exploratory work because the surface is too deep. Tunneling cannot be used because the topography is not suitable. Exploration shafts are a waste of time and expense, because from every standpoint drilling with churn and diamond drills is the most applicable method for exploratory work. Light drilling equipment only is needed. Rarely have heavier drills been required, for seldom do holes exceed 400 ft. in depth, and about 100 ft. of this is in glacial drift which is easy to penetrate. The deepest hole is 1023 ft. Because of the steep inclination of the strata and the narrowness of the orebodies, many angle holes have been drilled, mostly at 60&apos; to 70" from the horizontal and against the dip of the formation. Angle holes are most advisable. If after initial drilling the beds are of shallow dip, vertical holes or holes of any angle can be used. The total cost of drilling a property is much greater if only vertical holes are used because more holes must be drilled to obtain the requisite information than when angle holes are used. Many tests for variation in angularity of a finished hole have seldom shown more than 2&apos;; therefore, such tests may with safety be abandoned. Because the orebodies are generally about 100 ft. wide and cross a 40-acre tract at a slight angle, and as the dips are usually about 70"

Jan 1, 1925

By C. W. Brown

In the author&apos;s experience and contact with engineering students the old form of recitations had grown into the lecture system in which the student was a passive receiver of digested material. Later, the tutorial system was developed because it was felt that the lecture system was breaking down. The student was too passive and was simply trying to absorb what was given him. The seminary method was then introduced and for the particular field the author believes that there is no better method, but that for 20 years he has been trying to change the attitude of the student in certain courses from a passive, almost noncommittal, to an active participation, to change him from a receiver to a doer. The student cannot look over the whole field. That must be presented by the instructor in charge. A topic such as structure or glaciation is taken up and from that standpoint are argued all the geologic problems that might confront the engineer. Problems relating to dams and foundations, and structures, tunnels and excavations, are particularly adaptable to the method. Usually, however, the problem comes to the engineer in more complicated form. By virtue of the character of the material the same topic cannot be assigned to the entire class. Different phases of the topic must be assigned. The greatest difficulty in after life comes in that the student cannot analyze the problem and has not the ability to see that there is a problem. He has had little or no training in the gathering of material and very little training in the arrangement of a report. Consequently, selecting different problems, putting them before small groups, and then starting the student on the way to make the knowledge of his particular topic an integral part of his own mentality, is something that will fix that part of the work firmly in his mind. Professor Brown has insisted on an introductory step in a great many classes, in that without the student knowning very much more than the general outline of the topic or problem, he is made in inductive fashion to take up the entire problem, look it over, and prepare an outline as far as he can; in other words, to expose the problem to his own mind. This preliminary outline is discussed with the student and if the arrangement or logic, with regard to the end in view, are faulty, he is shown where

Jan 1, 1929

By John Peperakis, James Quigley

IN 1950 Kaiser Steel Corp. acquired control of the Utah Fuel Co., a pioneer Utah coal concern owning large reserves of high volatile coking coal near Sunnyside, Utah, and large reserves of coal elsewhere in Utah and Colorado. Kaiser Steel later disposed of the noncoking quality reserves included in the property and over the past six years has developed a group of three fully modernized mines and a central preparation plant at Sunnyside. This plant is geared to furnish 1.6 million tons per year of low ash coking coal to the byproduct coke ovens at its steel plant at Fontana, Calif., and to its beehive oven coking plant at Sunnyside. General Problems: Topographic and physical conditions under which Utah coals are found differ from those in most bituminous coal districts of the eastern and central states. Utah coal seams lie under deeper cover, generally at steeper pitches; consider- able distances are burned along the outcrop and back from the surface of the outcrop. Usually the coal seams lie high up on escarpments, accessible only through deep narrow canyons or long rock tunnels and tramways. The topography at Sunnyside is particularly rough, with great changes in cover over the coal in relatively short horizontal distances. This is due to the cliff-making sandstones of the cretaceous Mesa Verde group, the coal-bearing measures being in the Blackhawk formation. The thick massive Castle Gate sandstone of the Prince River formation overlies the coal-bearing rocks and is suspected to be the chief cause of roof control problems.

Jan 10, 1957

The HYC mineral deposit at McArthur River is about 1.5 kilometres long by 1.0 kilometres wide and 55 metres thick, and contains 227 000 000 tonnes of ore of average grade 9.2% Zn, 4.1% Pb and 41 g/t Ag. Major studies have been carried out continuously since 1955 over the deposit and in the general region. This work is continuing. A small underground mine was developed by driving a decline tunnel to intersect the mineralization 80m below the surface. This provided a fully representative sample of the total deposit unaffected by weathering or oxidation, and was available for the major test program carried out in a pilot plant built to determine the full metallurgical charac- teristics of the ore. The pilot plant operations followed investigations by research institutions, both in Australia and overseas, into the problems of this ultra-fine grained ore. The ultra-fine grained nature of the ore required grinding to an average size of 95% passing 37 micro metres or 400 Tyler mesh. A major feasibility and environmental report was submitted to the government covering all aspects of a development program. The geological, engineering, metal- lurgical, economic, cultural and environmental submissions contained in this report were studied by external consult- ants employed by the government, who agreed with the conclusions that the McArthur HYC deposit is at present Uneconomic.

Jan 1, 1984

By I. L. Greninger

THE property of the Andes Copper Mining Co. is in the central part of the Republic of Chile, Province of Atacama, 147 km. (91.5 miles) eastward by rail from the port of Chanaral. At this point the Andean system is made up of two principal ranges. The mine is on the westerly slope of the outer, or western, range, at a mean elevation of 3250 m. (10,500 ft.). A meter-gage railroad extends from the company&apos;s port at Barquito, near Chañaral, to the reduction plant at Potrerillos. This road has a total length of 151 km. (94.0 miles), of which 93 km. (57.79 miles) are owned by the Andes Copper Mining Co. The remainder of the road is owned by the state. The company operates its trains over the portion of the road owned by the state, under an agreement with the Chilean Government. The mine is connected with the reduction plant by a meter-gage railroad, 10 km. (6.214 miles) long, which extends from the coarse-ore bins at the metallurgical plant to the underground storage bins at the mine. Tunnels make up 60 per cent. of the total length of this railroad. As is characteristic of the Andean region in Chile, the topography of the locality is extremely rough, and a number of points near the mine have elevations of from 15,000 to 16,000 feet. History of Potrerillos Mine The ore occurrence has been known for many years, and many of the claims under individual ownership were worked in a small way before the property was acquired by the present owner—the Andes Copper Mining Company. The highest grade oxide ores near the surface were mined by primitive methods and, after sorting, the product, assaying around 15 per cent, copper, was hauled by mule carts a distance of about 80 km. (49.71 miles)

Jan 1, 1929

By H. E. Nold

ThE raw materials of the ceramic industry are mostly clays. This raw material is ground, water is added and the mixture pugged into a moist, plastic, rather stiff mass. From this mass the desired units of manufacture are made (bricks, hollow building tile, sewer pipe, etc.). These units are dried; then placed in kilns and heated until the desired degree of vitrification is obtained. For firing ceramic ware, two distinct types of kilns are used; namely, periodic and continuous tunnel. Periodic Kilns Periodic kilns are those ordinarily seen in a brick plant. They are either round or rectangular. The raw, dried, formed ware is piled or set in the kilns to depths frequently exceeding 10 ft. The kiln is heated until the ware is matured, then gradually cooled sufficiently to allow men to remove the ware; then the cycle is repeated. The time duration of the cycle may be more than two weeks. In order that heat can be distributed uniformly throughout the pile or setting, the units are placed so as to leave open spaces or flues throughout the pile for the passage of the hot gases. Each kiln is provided with a number of fireboxes (usually 10 or 12) spaced equally in the outside wall. The fireboxes may be equipped with flat or inclined grate bars or they may have no grates at all (dead bottom). Down-draft kilns are most used. In these the hot gaseous products of combustion from the fireboxes are deflected upward by bag walls just inside the fire zone. From the top of the kiln the gases are drawn down through the setting, off through holes in the kiln bottom, and conducted to a stack or stacks. In up-draft kilns the fireboxes are usually set somewhat lower. The hot gases are drawn inward and upward through the ware and pass off from the top. Up-draft kilns find their greatest use in the firing of common brick. In either case the problem is to maintain, as nearly as possible,

Jan 1, 1934

By F. Cadena

HIWASSEE Dam, now under construction by the Tennessee Valley Authority on the Hiwassee River, a tributary of the Tennessee River, will require aggregate for approximately 800,000 cu. yd. of concrete. Near the damsite deposits of natural sand or gravel are not available and graywacke, a rock that is found in abundance, suggested itself as a likely source of manufactured aggregate. Graywacke is a metamorphosed sandstone composed principally of a mixture of quartz (65 per cent), mica (25 per cent), and feldspar (10 per cent). Other minerals are present in negligible amounts. The rock varies in different parts of the quarry from very fine to a coarse grain containing particles of about 1/4 in. maximum size, although the bulk of the deposit is medium grain. Extensive tests showed that graywacke would be suitable as a source of both coarse and fine aggregates. The aggregate plant available for use at Hiwassee Dam consisted of the coarse-aggregate and sand plant used on the Norris project. The coarse-aggregate plant had also been used at Chickamauga Dam. Although most of this plant equipment is now in use at Hiwassee, the present flowsheet is not only different from that at Norris and Chickamauga but is also unique as compared to the flowsheet of the average crushed-stone aggregate plant. It is hoped that this paper will show the importance of proper arrangement of equipment if the optimum in flexibility and capacity is to be attained. FLOWSHEET Rock is loaded by 3-yd. electric shovels into 12-yd. dump trucks, which carry the rock to the primary crusher, a 42-in. Superior McCully gyratory unit set at 4 ¾ in. (Fig. 1). The primary crusher discharges directly onto a 42-in. inclined belt conveyor, which carries the product to a surge storage pile with a maximum live storage capacity of approximately 3000 tons. A concrete tunnel under this storage pile houses the feed end of a 36-in. belt conveyor (conveyor B) fed by a 36 by 66-in.

Jan 1, 1939

By Robert U. King, John W. Vanderwilt

THE Climax molybdenite deposit in Lake County 100 miles southwest of Denver is located in the central part of the mineral belt extending north-easterly across the state. Principal geographic features and geology are shown on Fig. 1. The first period of molybdenite mining, which began in 1918, ended in April 1919 because of limited demand and a price drop to about 724 per lb. During this time the ore came from the Leal level and surface outcrops at a higher elevation. Rate of mining was 250 tpd and several million tons of ore averaging 0.7 pct molybdenite were developed. Since April 1924, when the second period* began, Climax Molybdenum Co. has been the only operating company. Production in 1924 was 400 tpd and finding ore was a continual problem. When the White tunnel was extended, however, further ore was encountered. The orebody was thought to be tabular until 1926, when B. S. Butler recognized the relation of the developed ore on the Leal and White levels to a central area of fine-grained hydrothermal quartz, and by 1929 diamond drilling had blocked out indicated ore reserves in excess of 100 million tons.

Jan 1, 1955

By Richard C. Repsher

The U.S. Bureau of Mines has developed a method and device designed to detect lose rock material in underground mines. The technology is designed to be an aid to mine workers in detecting hazardous roof conditions in underground mines which can complement or replace the traditional roof sounding techniques where the miner relies on experience to determine whether rock conditions are sound. The leading cause of accidents and fatalities in underground mines is falls of lose rock pieces or rock slabs from the mine roof. The device is an electronic roof sounding device that acoustically determines the integrity of mine rock. In previous research the Bureau of Mines found that loose rock, when impacted, vibrates at a much lower frequency than intact rock material. A major problem in determining rock stability using this technique has been the repeatability of the matt signal. This difficulty baa been greatly reduced in the current design by measuring the power spectra contained in two separate frequency bands of the signal produced by striking the rock in question. The ratio of the energy contained in each band is computed. This process minimizes any striking force differences, producing accurate, repeatable results for solid rock as well as loose, drummy material. The prototype has been successfully- tested in a variety of underground environments including coal, uranium, molybdenum, silver and salt. The technology has been investigated by the U.S. Mine Health and Safety Administration and the Department of Energy for use in detecting detached tunnel lining areas in nuclear repositories. The paper will discuss the technique, applicable results, and future applications.

Jan 1, 1990