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By Paul J. Axtell

This case history describes the foundation design and construction for the New Mississippi River Bridge, presently under construction in St. Louis, Missouri. The 1,500 ft (457.2 m) main span of the cable-stayed bridge is supported by two delta tower pylons in the river, with anchor piers on each bank. The final foundation design was completed as a part of an Alternate Technical Concept (ATC) proposal by the winning construction team, and utilized drilled shafts up to 11.5-ft (3.5-m) diameter that were socketed into very hard limestone. As part of the ATC foundation design, a full-scale, bi-directional static load test was performed to verify the design and allow use of higher resistance values. This paper presents the results of the site exploration, construction of the load test shaft, details of the load testing, and a comparison of the test results with various design parameters.

Jan 1, 2011

During the course of the major research in the Metallurgy Department of the University of Melbourne into the creep characteristics of lead and .its dilute alloys, it has been the practice to prepare the majority of test specimens from rolled strip. From time to time during the progress of the work, certain variables involved in. the rolling of the experimental ingots have been investigated. It is proposed to collect together in this paper the results of these experiments. Some general features relating to the type of deformation produced have been discussed in a previous paper.While it is admitted that the conditions prevailing through this work differ' in some respects from those of industrial rolling practice, it is felt that many of the factors investigated have an important practical significance. Some of the work described forms a continuation of the researches of R. S. Russell (2) , (3) , (4), into the recrystallization of various pure leads after deformation by rolling.MATERIALS USEDIn this work, a variety of "pure" leads and certain dilute alloys made from the purest of the basis leads have been studied. The compositions of the basis leads and the corres...

Jan 1, 1940

By J. Davis, M. G. Reading

"INTRODUCTIONInternational Minerals and Chemical Corporation (Canada) Limited operates two potash mine/refinery complexes near Esterhazy, Saskatchewan. Annual production of approximately 4.2 million tons is sold in the United States and overseas in five grades according to size and quality.Ore grading 25% K2 0 equivalent is mined from a horizontal bed by continuous boring machines, crushed, and hoisted at 8 inches. The refinery operation consists of the eight basic steps shown in Figure 1. Particle sizes handled are similar to those experienced in other forms of mineral beneficiation: 8 inches to 100 mesh. The ore is crystalline and particles are angular. Fortunately the major mineral constituents, sylvite (KCl) and halite (NaCl), demonstrate relatively low hardness at 2 to 2.5.Therefore, while simple abrasion must be acknowledged, it is not a major problem except, of course, in circuits carrying magnetite.Corrosion, as represented by the classic equations of Figure 2, occurs in all its various forms."

Jan 1, 1983

By Stuart Brashear, Eddie Colburn

The Birmingham Coal and Coke – Knight Mine is a single seam coal mine in central Alabama. As pit development progressed in 2013, concerns over increasing vibration levels resulted in modifications to the blasting program that inhibited shot size and coal recovery. By January 2014, while still over 1,400 feet (427 m) from the regulatory seismograph, vibration levels climbed above 70% of the mine permit limit, even with triple decking of holes and reduced burden and spacing. At this time the decision was made to commit to the use of signature waveform analysis and precision programmable electronic detonators to minimize vibration and maximize the amount of coal that could be recovered before vibration levels reached permit limits.

Jan 1, 2015

By Harold Price

ONE year ago, that is in January, 1923, there had not been constructed a single oil-storage tank of 55,000-bbl. or more capacity with a completely electric welded roof and bottom. Today, there are at least fifty 80,000-bbl. storage tanks completed, or nearing completion, on which both the roofs and the bottoms are electric welded. It is the purpose of this paper to describe, in a general way, the construction of these FIG. 1.-ELECTRIC-WELDED SEAMS AND RIVETS OF BOTTOM IN 55,000-BBL. TANK AT EL DORADO, KANS., SHOWING ALSO PATCH PLATE WELDED TO BOTTOM. welded roofs and bottoms, and to give their advantages over riveted construction. All of the following data and conclusions were obtained from observations made during the welding of tanks by the Welding Engineering Co. at Texas City, Tex., and Tonkawa and Burbank, Okla. As far as can be determined, the first electric welding on large tankage was completed in May, 1922. At that time the Empire Companies of Bartlesville, Okla., discovered a badly leaking bottom in a 55,000-bbl. tank at El Dorado, Kans. They had considered concreting this bottom, but because of the much smaller cost, decided to try electric welding; so a- contract was given the Welding Engineering Co. of Bartlesville, Okla. In this instance, no new sheets were added, the bottom being repaired by electric welding of all seams and rivets, Fig. 1. In some places where the original rivets were missing, the holes were filled by welding; patch plates were also added at certain badly worn spots. This tank has since been in service over a year and half, but no other

Jan 6, 1924

By Ching-Liu Wu, John Hawley, Andrew H. Liu, James Chai

The Hatch Mott MacDonald/Bechtel Joint Venture team is designer and construction manager for the 5.25-mile Tunnel Segment of the overall 16-mile Silicon ValleyRapid Transit Project, which extends the existing Bay Area Rapid Transit (BART) system southward from Fremont to San Jose. The Tunnel Segment includes twin boredtunnels, mined cross passages, and three deep station excavations situated in highlyvariable ground, high ground water table, and a dense urban setting with high-risebuildings adjacent to the largest excavation. This paper will discuss design challengesthat have arisen with the excavations and the proposed solutions.

Jan 1, 2007

By Dennis R. Dolinar, John L. Ellenberger, Gabriel S. Esterhuizen, Anthony T. Iannacchione

A survey of pillar conditions was carried out at 21 operating limestone mines that use the room-and-pillar method. The surveyed pillars were all located in rock that was classified as “Good” to “Very Good” using the RMR rock mass classification system. The average pillar width was 14.5m and the width to height ratio varied between 0.53 and 3.52. Pillar conditions were rated using a visual rating system that accounts for the effect of geological structures as well as stress related fracturing. Nine cases of pillar instability were recorded. Pillar instabilities were typically limited to individual pillars or small groups of pillars within an otherwise stable layout. Local geological structures such as inclined discontinuities or weak bedding planes contributed to instability in seven of nine cases that were observed. Elevated pillar stresses contributed to instability in the two remaining cases. All the unstable pillars observed had width-to-height ratios of less than 1.5. It is concluded that pillar instability is most likely to be caused by unfavorable geological structures in pillars with width to height ratios of less than 1.5. Stress related instability such as rib spalling becomes more prevalent when the average pillar stress approaches approximately 20 MPa.

By Marcos Villegas

El presente texto describe el desarrollo del sistema de gestión de riesgos en la reingeniería de procesos, justificando la inversión en gestión de riesgos de la concentradora Atacocha donde se protege a las personas, activos e ingresos, minimizando el potencial de pérdida de los riesgos y así proveer fondos para recuperar las posibles perdidas y soportar el sistema en salud, seguridad, medio ambiente y Calidad (SSMAC).

Sep 9, 2007

By W. H. Yarroll Discussion by W. A. Griffith

W. A. Griffith (Head, Research Department, Phelps Dodge Corp., Morenci, Ariz.) - It is gratifying to see the increasingly common use of classical statistical procedures by metallurgical researchers. Mr. Yarroll has given excellent illustrations of the utility of multiple correlation analysis of complex metallurgical data. Our experience in applying these procedures to historical plant operating data has differed, however, from that which he suggests. The uninitiated frequently assume that the volumi-

Jan 1, 1969

By J. Walden, S. Rhoades, R. E. Miller, R. Gibbs, P. Boman

Accelerometers and pressure transducers mounted in suspension components can be used to monitor the ride of haulage trucks. Presently, it is difficult to tell what caused a jolt to the truck using either pressure or acceleration data alone. When information from a Global Positioning System is recorded at the same time as shock pressures or acceleration data, then the exact location of an event can be determined. Mine management can then determine what caused the jolt to the truck.

Jan 1, 1999

By Luis Espinoza

La unidad minera Tintaya al igual que la Unidad Minera Antapaccay, son las operaciones de la división Perú de Xstrata Copper dedicados a la producción y comercialización de concentrado y cátodos de cobre. Sin embargo, la mina está en su última etapa de vida. En este sentido, surge el proyecto de integración de la unidad Antapaccay, donde se busca prolongar la vida útil de la mina y por consiguiente, el de la actividad económica minera en la provincia de Espinar. Por ello, el presente trabajo, describe los efectos de esta expansión de la explotación minera a través de la Unidad Minera Antapaccay que utiliza las instalaciones de Tintaya, manteniendo los planes de inversión social y el desarrollo económico local y regional.

Sep 21, 2013

By S. H. Lorain

This paper briefly describes the principal commercial and near-commercial deposits of gold-bearing gravel and the important placer-mining operations in Lemhi County, Idaho. It is on of a series on western mining districts being published by the Bureau of Mines. This paper is based on a field survey of the placer-mining districts of Lemhi County in the summer of 1938. Available information concerning gold-bearing gravels was obtained from prospectors and claim owners; operators supplied the data on mining operations. No attempt was made actually to test the gravels. The principal object of the examination was to indicate placer areas worthy of further investigation by prospective operators.

Jan 1, 1939

By Yeruva Ramanareddy, Sohail Wajid, Ahmed Shaz, K. Bhavani

"CP-06 is an NATM cross passage which connects up-line and down-line metro tunnels near Kilpauk Medical College, Chennai. It lies completely in loose silty sand to dense sand with water table almost touching the ground surface after Chennai floods. Pre-grouting was done before excavation to seal the area and to ensure no-loose pockets. The heading was excavated successfully but while benching excavation huge water ingress started seeping out. Sand also permeated along with water which became unstoppable due to cavity formation and caused the up-line tunnel to sink considerably. A large grouting exercise was carried out with different grout materials and techniques both from the ground surface and inside of tunnel to stop the water ingress and stabilize the tunnel. This paper describes the chronology of events that occurred in the tunnel during CP-06 issue. It elaborates all the different grouting techniques involved in the whole process of the tunnel stabilization. It includes a finite element analysis using Rocscience RS2 9.0 software showing the possible cause of sand incursion with water from the CP invert which lead to the tunnel settlement. This paper also describes the after effects and the lesson learnt from the whole incident.INTRODUCTIONConstruction of Metro Rails has become the latest alternative to cope up with the transportation demand of the growing urban cities population. L&T SUCG JV constructed Chennai Rail Metro Phase II Contract UAA-04 which included design and construction of approximately 4 km of route length of underground mass transit railway including 3 underground stations. This package also includes 12 cross passages which are NATM tunnels connecting upline and down-line side of TBM tunnel for safe evacuation of passengers in case of emergency. As per NFPA guidelines, this is a mandatory structure and there should be atleast one cross passage in 244m tunnel length.CP-06 is a cross passage connecting upline and downline tunnel between Pachiyappa College Station and KMC Station, in Chennai Metro. During the construction of CP-06, heavy water seepage of around 450 liters per minute was encountered during second round of benching excavation after full heading was excavated. An inflow of around 12-15 cum of sand and silt was also observed inside the tunnel along with the seepage water, which created piping inside the TBM tunnel causing it to settle continuously with time. A huge effort was made to stop the water ingress along with loose sand which was causing the running tunnel to settle, involving all possible grouting methods and temporary support installation."

Jan 1, 2017

By Armstrong M

The Coal Mining Engineering Branch of the New South Wales (NSW) Department of Mineral Resources, in its continuing effort to improve coal recovery from underground coal mining operations, has undertaken a study of the mechanics of sub-surface deformation caused by caving of the extracted area behind retreating longwall faces. The strata movement was monitored by a multi-wire borehole instrumentation system consisting of mechanical anchors installed at different horizons in a borehole extending from the surface to the coal seam. The mechanical anchors were connected to the suspended weights on the surface by stainless steel multi-strand wires. The movement of these weights was monitored as the longwall face approached and retreated past the borehole. The anchors started subsiding as soon as the face retreated past the borehole and continued to subside until the subsidence levelled off when the face retreated 900 m past the borehole. The zone of major caving and bed separation extended to roughly 10 to 13 times the extracted seam thickness and high tensile strains developed inthis zone. The bulking factor of broken strata was less than 1.14 which indicated that the roof layers collapsed in big blocks. The goaf compaction was almost complete when the face retreat was 200 m. Low tensile strains prevailed in the strata overlying the zone of caving and bed separation.

Jan 1, 1986

By S. Doombos

To convert the railway-bridge across the Oude Maas between Dordrecht and Zwijndrecht into a vertical lifting bridge, a drastic adaptation of the existing piers is necessary. Extra piles have to be placed quite close to the present piers to bear the extra weight of lift-towers and bridge-sections. This article describes the special technology applied to drive steel tubular piles l800 mm. in diameter and 36 m. in length vibration-free into position. At the same time a method of pile-point-reinforcement has been applied to minimize the settlements.

Jan 1, 1989

By T. G. Carter

Support system design for tunnels and underground excavations has for many years relied heavily on the use of rock mass classification systems and the Hoek-Brown failure criterion as a means for characterizing rock mass behaviour. Because of their development, both the GSI system and the Hoek-Brown criterion admirably characterize most ?normal? rockmasses from the viewpoint of their behaviour for rock excavations. They, however, run into difficulties when applied at the two ends of the rock competence scale. This is largely because block size and incipient strength are such that rockmass behaviour in these domains tends not to be controlled by interblock shear strength but rather by material strength. At the low end of the rock competence scale (UCSi <<15 MPa and GSI generally <30) discontinuities play less of a role and rock mass strength tends to matrix strength. Similarly, at the high end of the scale (GSI >>65, mi>>15), because discontinuities are now widely spaced, block size becomes so significant that again, intact material behaviour rather than the fracturing becomes the dominant factor controlling rock mass strength. In this paper several case examples are presented to illustrate the application of the high-end (spalling) and low-end (weak ground) transition Hoek-Brown relationships proposed by Carter, Diederichs and Carvalho (2007) as a basis for better defining rockmass behaviour at the extreme ends of the rock competence scale.

Jan 1, 2008

Most mines in the Bundamba, North Ipswich, and Rosewood districts of the West Moreton coalfield of south eastern Queensland have installed washing plants during the last five years. Many problems were encountered in their installation, including the small size of washing plant required in many cases, the economical minimum ash content under present and future market requirements, production from a one-product washbox of large and small coal of quality to satisfy both markets, measures to avoid adding unnecessary moisture to the washed slack coals, and excessive middlings in some coals or soft clay in others.INTRODUCTIONIt was fortunate for Brisbane, which was to become the capital of a new State, Queensland, in 1859, and grow into a city of over half a million people by the time of its centenary, that coal was found in abundance almost on its doorstep near Ipswich, the first mine being opened at Redbank in 1843. This was followed by the opening of many more mines in that district and, some 40 years later, in the nearby Rosewood district where high-volatile gas coal was produced (Fig. 1). These discoveries ensured a supply of reasonably priced coal (currently about 85/- per ton delivered) in Brisbane, but the quality is inferior to that of other coals mined in Queensland beyond economic range of Brisbane.Various factors led to an increase in the average ash content of the West Moreton coals during and after the war. Between 1940 and 1952 the gasworks coals rose in average ash from 13 8 per cent to 23&#183;9 per cent and the powerhouse coals from 17&#183;1 per cent to 27&#183;1 per cent. This drift was arrested by the installation of 28 screening and picking plants from 1952 onward, but it became obvious that mechanical cleaning of the coals was essential due to the competitive market for coal and the worsening quality of reserves.

Jan 1, 1963

By Bruce Richardson

A contractor-manufactured 4.75m (15&apos;-7") diameter EPB shield excavated a 115m (375 ft) long tunnel under the San Antonio River as part of the Salado Creek to Dos Rios Pipeline Interconnect Project in San Antonio, Texas. Lignite, limestone concretions, and sandstone in the face of the tunnel required the use of disc cutters. Less than 7.6m (25 ft) of sand and gravel hydraulically connected the top of the tunnel to the channel of the river. Fully lagged steel ribs with filter fabric were used for initial ground support and water control. This and other contractor manufactured TBMs in the 1.2 to 4.75m (4 to 16 ft) range are presented with descriptions of the jobsites, equipment, performances, and problems.

Jan 1, 2008

By H. W. Busch

In the course of examinations by representatives of the Bureau of Mines of several compressed-air systems in which explosions had occurred, samples were obtained of the carbon deposits that are formed normally in various parts of the systems by decomposition of the compressor lubricating oil. Experimentation with these carbon deposits has demonstrated that they contain a "carbon-oxygen complex" similar to that formed on coal and on other carbonaceous materials and generally recognized as being the cause of spontaneous heating of coal. The exothermic properties exhibited by such a complex are considered significant in relation to the possible initiation of combustion reactions that may lead to explosions or formation of carbon monoxide in compressed-air systems. This report discusses the occurrence of explosions and formation of carbon monoxide in the use of compressed air and presents results of experimentation conducted with carbon deposits from air compressors.

Jan 1, 1949

By A. T. Iannacchione

Recent fatal injuries occurring during pillar retreat coal mining call for better identification of the hazards and recognition of risks. Ground control hazards associated with room-and-pillar retreat mining tend to intensify with depth, requiring extra precautions in the form of additional controls. In many locations these activities are further complicated by local complexities often associated with unique or novel circumstances, such as over-mining or under-mining. One technique recently studied by NIOSH, Major Hazard Risk Assessment (MHRA), may help mine operators to mitigate the risks associated with pillar recovery operations. The approach was trialed at two underground coal mines in southern West Virginia that are currently practicing pillar recovery. The first step in the MHRA process involved reviewing the segments or parts of the pillar extraction mining system and identifying associated hazards and threats to the operation. Some of the high risk hazards at these two sites included: ? Rock fall during pillar extraction covers equipment and injury ? occurs during recovery operations, Rock fall above the roof bolt horizon, potentially injuring ? workers and/or requiring recovery action,Rib fall under deep cover, potentially injuring workers, and; ? Strata instabilities associated with subsidence of the ? interburden due to simultaneously mining two seams in close vertical proximity to one another. The mines? risk assessment teams then considered each threat individually in order to systematically identify potential unwanted events. The top unwanted events were examined individually using structured risk analysis tools. The output from the process includes a list of priority existing controls for monitoring and auditing, and a second list of potential new controls. These controls consisted of: ? Examples of best practices, ? Enhanced communication, ? Implementing standard operating procedures (SOP), ? Protocols for emergency response actions, ? Effective layouts, ? Efficient monitoring, and; ? Successful audits. This paper documents the process as it unfolded at the two mines, and analyzes the strengths and weaknesses of the MHRA technique as it applies to pillar recovery operations. This work was part of a larger NIOSH research project. NIOSH was responsible for: 1) facilitating the risk assessment process known as Major Hazard Risk Assessment (MHRA), 2) documenting the risk assessment process, and 3) providing mine management with a written draft summary of the risk assessment process. The results of the risk assessment represent the thoughts and opinions of the individual risk assessment teams and should in no way be construed as an endorsement of the risk assessment output by NIOSH or the University of Pittsburgh.

Jan 1, 2009