Search Documents

By Jim Peregoy

INTRODUCTION Frontier-Kemper Constructors, Inc. is an Evansville, Indiana based heavy construction contractor engaged in projects for both the public and private sectors of the underground construction industry. Construction activities range from conventional shaft, slope, tunnel and chamber excavation through state-of-the-art mechanical excavation, ground freezing, standard support and structural concrete operations. Conventional excavation and concreting equipment, as well as raise boring machines, road headers, tunnel boring machines, and freeze plants are owned, operated, maintained and modified "in-house" to suit the needs of individual projects. The balance of this paper wilt present a general overview of the Frontier-Kemper planning and construction operations on the recently completed Phase II of the U.S. Army Corps of Engineers, John Day Dam, Juvenile Fish Bypass Project. General Project History The U.S. Army Corps of Engineers is responsible for designing, constructing and maintaining various navigation and impoundment structures on the nation's inland waterways. Maintenance involves both the work required to maintain the structure in fully-operable condition and the ongoing work required to maintain a positive impact on the environment. John Day Dam is located on the Columbia River approximately 95 km (60 miles) upstream of The Dalles, Oregon. It was constructed to: provide electric power to the Pacific Northwest; provide Locking for up-and-downstream bound commercial and private watercraft; act as a water impoundment structure to control flooding conditions; and to provide a source of irrigation water

Jan 1, 1987

By Z. T. Bieniawski

Results of in situ investigations are discussed providing comparisons of rock mass deformability measurements by three methods: 'petite sismique' technique, the Goodman borehole jack and flat jacks. The tests were performed in exploratory tunnels constructed for site characterization purposes of an underground hydro-electric scheme. Due to the large number of data (41 petite sismique measurements, 45 Goodman jack tests and 19 flat jack measurements), it was possible to evaluate thoroughly the testing techniques employed. The purpose of this paper is to indicate the problems encountered in the interpretation of the results and to offer suggestions for selecting in situ tests. INTRODUCTION In situ tests are expensive and time consuming but they are an important aid in tunneling applications since they can provide deformability data of rock masses in contrast to rock material characteristics obtainable from small laboratory specimens. Some in situ tests are relatively easy to perform but their reliability may be in question unless a comparison of the data obtained by several different test methods is possible. Although many in situ techniques are available for determination of rock mass deformability (1), those more convenient to use are the Goodman jack, flat jacks and 'petite sismique. These methods are considered convenient because the Goodman jack is a borehole device; flat jacks can provide not only deformability data but also information about the stress field around excavations; while 'petite sismique' is based on seismic refraction surveys. Accordingly, these three methods have been selected for comparison.

Jan 1, 1979

By Arthur E. Lord, W. Martin McCabe, Robert M. Koerner

Following the driving of each new section of tunnel, a prompt decision is required regarding the type and extent of primary support to control convergence and prevent ground failure. Sometime thereafter, the effectiveness of the in-place support must be evaluated over the entire length of excavation. It is therefore extremely desirable to have available a lightweight, portable, easy to install and interpret, cost effective monitoring system to assist with these ground control functions. Such a system can be assembled based on the acoustic emission (or microseismic) technique. This monitoring technique uses a piezoelectric transducer to detect subaudible noises associated with deformation of and/or crack propagation in the soil or rock being monitored. After detection, the signals are then amplified, filtered and electronically counted to provide a quantified assessment of the stability of the structure. In the simplest sense, the absence of emission, or counts, signifies no deformation and thus stability. Conversely, the occurrance of counts signifies instability to varying degrees. The higher the count rate, the greater the instability and the need for immediate or additional support. Described in this paper is an overview of the acoustic emission (microseismic) method, details of its use in a laboratory study measuring convergence and stand-up time in soil, and the behavior of rock samples under similar stress conditions. Field use of the method is recommended for ground control monitoring in tunnels, and some suggestions regarding monitoring procedure are presented.

Jan 1, 1979

By Philip U. Santacroce, James H. Meinholz

INTRODUCTION The Milwaukee Metropolitan Sewerage District (MMSD), is a special purpose sub-regional agency that provides collection and treatment services for sanitary wastewater for an area of 420 square miles (1088 km2) in 27 municipalities in the Milwaukee, Wisconsin metropolitan area. During its almost 75 years of existence, it has constructed 464 km of intercepting sewers, the majority in tunnel, and two sub-regional secondary wastewater treatment plants. The present program, the $1.7 billion Milwaukee Water Pollution Abatement Program, was started in 1977 and developed from ongoing internal planning, the Federal Clean Water Act and court judgments. Elements of the Program include improvement and expansion of the two treatment plants; rehabilitation of older in-place sewers; building new interceptors and relief sewers and providing capacity for high volume storage in approximately 32 km of deep, large diameter rock tunnels; reducing combined sewer overflow; and disposal/utilization of the solids that remain after the treatment process. The construction phase of the Program accounts for $1,105,900,000 within 335 separate construction contracts, 211 let to date, and covers a span of 15 years, starting in 1979 and running through 1994. Conveyance System construction cost is estimated to be $650,000,000 or about 60 percent of the total. Through December 1986, in terms of dollars, the total construction program is about 38 percent complete with Conveyance at 34 percent complete.

Jan 1, 1987

By Karl H. Gehring

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

Jan 1, 1981

By Gordon T. Clark

The preliminary design of four mined stations and 7.2 km (4.5 miles) of tunnels for Seattle’s light rail transit system is described. Constraints that influenced the design and options that were studied are discussed. The hilly post-glacial soft-ground geology of the Puget Sound Region pushed the alignment deep. Mined underground stations at depths up to 75 m (250 ft) and shafts with excavated diameters of 20-m (65-ft) are required. A 460 m (1,500 ft) sub-aqueous crossing of Portage Bay and undercrossing of an active 12-lane multi-level freeway were two of the more significant design constraints.

Jan 1, 2001

By Samara Ali-Ahmad, Keith Hanks, Cindy Pham

The City of Los Angeles will rehabilitate approximately 9 miles of its North Outfall Sewer. This sewer was constructed in the 1920s as an unreinforced concrete semi-elliptical sewer. One of the methods for rehabilitation is to approach the sewer as a pre-excavated tunnel and install pre-cast segmental liners to provide a single pass corrosion resistant, structurally self sufficient project. The estimated cost for this project is $46 million. The project has completed the pre-design study, and the design is now underway.

Jan 1, 2003

By James J. Brady

The basic story at Bear Swamp was how to excavate an underground chamber 79 feet wide by 227 feet long and 150 feet high, along with the related access, tarbrace, leads, power tunnels and shafts, do it under cost and ahead of schedule and still have just about everybody love you. The isometric sketch of the overall project follows. I won't go into any of the details of the physical scope at this point. Instead, we'll bring out the sizes, grades, particular problems of the different areas as we cover them. First of all, let's establish that Bear Swamp was a Target Estimate - Fee with Incentives type of contract. Gates and Fox's contract was with the project's general contractor, J. A. Jones. We were one of three contractors who submitted proposals and estimates to Jones. After much negotiation and many submittals, Gates and Fox was notified we had been selected to do the underground excavation on April 12, 1971. We had our first people back on site in two days, set up a temporary office, made our first steel order for jumbo erection, pacing our jumbo construction to meet the date when J. A. Jones would have the access portal ready for us. The shops, yards, dry house, compressor building were all erected as sites were designated for our use. At last, on Thursday, June 3, we trimmed the face and moved our 9-machine Euclid jumbo up a hastily constructed haul road and started our portal preparation of the access tunnel.

Jan 1, 1974

By Steve Lloyd, Mary Anne Antonioli, Byron Darnton

Pegasus Gold Corporations' Montana Tunnels mine began oper­ation in March 1987. The process plant at startup consisted of a bulk flotation circuit followed by leaching of the reground bulk concentrate. The leach residue then advanced to selective Pb/Zn flotation. This original circuit had its share of problems, and the leach circuit was abandoned after six months. The bulk flotation circuit was modified to selective Pb/Zn flotation at this same time. Gravity concentration was researched early on, prior to selecting bulk flotation with leach as the flowsheet of choice. Flotation was deemed to be more practical than gravity due to the lower capital and operating costs. No further work was done concerning gravity concentration until 1990 when it was decid­ed to investigate ways to diminish the occurrence of free gold reporting to the flotation tailings.

Jan 1, 1996

By Jeffrey P. Carstens

INTRODUCTION Thermally induced fracture of rock is one of the oldest rock breakage techniques known to man. Primitive underground miners used fires to heat and crack rocks as early as the third century B.C. (Ref. 1). History aside, however, present-day tunneling and mining interests are reconsidering the use of modern heating units for rock fracture for some very good reasons. One of the most important advantages of many heating techniques is the lack of direct contact between the heating device and the rock. This means a lower wear rate relative to mechanical cutters, and no large reactant force to be supplied by the tunneling machine. In addition to avoiding physical contact, some heating systems (e.g., electron-beam guns and lasers) can deliver energy to a rock face much more intensely than can be conveniently handled mechanically. Thus, heating power densities of the order of lob to 107 watts/in.2 and greater can be achieved with high-power lasers. These high power levels allow much higher instantaneous penetration rates than can be achieved by mechanical cutting. Another advantage that accrues to some thermal techniques, such as, for example, surface spalling, is that the thermal fracture process works particularly well in certain rock types (e.g., granite) that are particularly hard to cut mechanically. Other methods, involving high power density, are able to cut any rock type, and are relatively

Jan 1, 1997

By Wolfgang H. Roth, Stephen J. Navin, Samuel K. Louis, Anthony F. Stirbys

This paper presents a case history of the design and construction of the access shaft and cross adit utilized to gain access to the Los Angeles Metro Rail tunnel alignment, at the A146 Contract site. The access shaft, a 14 m (45 ft) inside diameter structure, was constructed using ring beams and lagging with concrete backfill to a depth of 18.59 m (61 ft). The cross adit was hand excavated in sequential benches using liner plate, arch ring beams, and posts for support. The sequence of excavation and support placement are discussed. Soil conditions encountered at the project site are discussed together with the development of the design criteria. Instrumentation data collected during the excavation are also presented.

Jan 1, 1989

By Ahmet Gursoy

Maryland, will be the widest vehicular tunnel ever built by the trench tube method. Careful coordination and planning were required to meet the tight and fast design and construction schedules. During the preliminary design, traditional design drawings were bypassed in favor of 25 preliminary design reports representing major work breakdown structures (tasks). For each task, alternative design solutions were examined and analyzed by means of trade-off studies on the basis of engineering, constructibility, and economic considerations, thus providing an overall conceptual value engineering approach for the entire project. So far, total value engineering proposed by the contractor for Contract I I (largest contract of the project at $245 million) is less than 1.5 percent of the contract value. This is an important indication of the success of the design phase planning.

Jan 1, 1983

By E. Koufetzis

Rock mass classification systems are core elements of tunneling and empirical mine design worldwide. The Bauxite division of S&B Industrial Minerals S.A. decided to implement a rock mass classification system in order to provide mining engineers and supervisors of the underground mines, with guidelines of stability performance and with a complementary tool for the selection of the appropriate tunnel support. The back analysis system employed is based on visual observation of especially selected underground mine sites, representative of all rock types. This fact combined with the failure or success of the already existing support system, constitute the fundamental part of the work undertaken. The paper is divided into three main parts. In the first part the classification methods of Q, RMR89 and GSI are presented and the advantages and disadvantages of each method in connection with underground mining are indicated. RMR89 and GSI are conclusively selected for use, the main criteria for the selection being, the simplicity in use and the competency of the support system suggested for each rock mass category. The second part points out the methodology for measurements, the practical difficulties encountered during this process and the guiding principles followed, in order to avoid these problems. In the third part, the final conclusion of this project is demonstrated and the different rock mass categories are presented with their relative support recommendations, as they were applied and tested in all phases of the bauxite mines? exploitation. The generated methodology is being implemented by the site mining engineers, for validation and potential improvement.

Jan 1, 2008

By Thomas E. Bruner

Today many small diameter tunnels are being constructed in Metropolitan areas and towns as transmission holes for utilities such as water, electricity, natural gas and sewage, to name a few. These tunnels function as utilities beneath the streets, highways, railways, and other structures where open-cut techniques are impractical for any one of a number of reasons. Many such bores range in diameter from 15 to 72 inches and in lengths from 100 to 500 feet. Auger drills with auger type heads have long been used to bore these "road crossings" as they are usually termed; however, many such crossings must be bored in rock with rock-boring heads. Rock with a compressive strength of 15,000 p.s.i. and higher seems to present the greatest challenge for the contractor. These rocks include most igneous and metamorphic rocks and some sedimentary rocks. In general, this grasps most granites, basalts, gneisses, slates, schists, quartzites, limestones, and cherts. In the past ten years boring machines have been developed and used to excavate road crossings through hard rock. Many crossings have been successfully excavated using these machines, and the degree of success has increased substantially in the last few years. A variety of machines have been built and manufactured to bore most rock in a range of diameters up to 72 inches. The machines vary in capabilities, size ranges, and designs but all perform the same basic task and function of boring horizontally. Incidently, here the term horizontal implies horizontal or within five degrees of horizontal. In addition, there is a wide variety of designs, sizes, and types of drill stems, joints, and pipe to meet the various conditions and

Jan 1, 1974

By D. E. Piggott, B. E. Hartmann

The thought of constructing an intake shaft five miles from the shore and 142 feet below the surface of Lake Huron from the bottom up sounds like a questionable venture. Why would one want to raise a shaft from the bottom at the end of a 16 foot diameter, six mile long tunnel to within six feet of the bottom of Lake Huron? The answer lies in the fact that Lake Huron is seldom a tranquil lake. The construction period and workable days from the surface are limited. Two previous attempts to construct this intake shaft by conventional means had been thwarted by lake storms. These approaches were circular sheet-piling cofferdams with the intention of sinking a 30 foot OD, five foot wall thickness concrete casing in the center. However lake storms, particularly in the months of November and December, proved disasterous. The last attempt was halted in December 1970 when three of the seven circular cofferdams on the north side were destroyed by pounding waves. Then, due to the nature of the technical difficulties and limited construction schedule time, it seemed desirable to devise a way in which construction could proceed without being too lake-sensitive. Obviously, if men could work from the tunnel and proceed upward toward the bottom of the lake, not having to worry about the soil collapsing and bringing the lake in on their heads, the construction would be unimpeded by adverse weather. The answer to this, however, required techniques beyond the ordinary. Approximately two years previous to the start of this shaft, nine shafts had been efficiently constructed on the same project site

Jan 1, 1974

By Nai-piu Tong, Huaren Dou, Sui-shun Poon, Leslie H. Swann

This paper mainly presents geotechnical aspects of a vehicular underpass that was built across under one of the busiest highway in Hong Kong. The underpass, in a section comprising an upper arch and invert slab, is approximately 6.2 m high at crown and 15 m wide at the base level with 40 m in length. The construction inevitably requires the underpass to be built using tunneling techniques to keep the overheadroad traffic uninterrupted. The paper will describe the design of temporary support for the tunnel excavation that was provided by an arch formed with horizontal pipes, which were installed using the pipe ramming method. The pipes arch was then supported by steel ribs founded on rock or mass concrete. Permanent lining design consideration was also discussed. Results of numerical modeling of the soil-structure interaction using the 2-D computer code FLAC will be presented. The predictions have been compared to the monitored results during construction, which indicates the prediction is in reasonable agreement with the measurement in the light of ground movement. The construction challenges will also be discussed in the paper.

Jan 1, 2003

By John L. Habberstad, Robert R. Thompson, George B. Wallace, Robert C. Bates

INTRODUCTION Rock bolts are one of the most common mine support systems in use today with approximately 90 to 95 million used annually in the nation's coal, metal and non-metal mines. By far the largest majority of these are steel bolts with mechanical expansion shell anchors. Many theories have been advanced to explain the ground control achieved through the use of rock bolts. Most of the theories are applicable to a specific set of circumstances, geology, geometry, rock properties and in-situ stresses. Examples are those which relate the beam building or strata-hanging theories of ground support used in the rectangular openings of a coal mine(l). In tunneling and most metal mining, either circular or horseshoe shaped openings are normally used. Here, bolts may be used to develop a radial stress around the opening, which adds stability to that opening, or merely pin blocks of rock back into more stable ground so that they cannot slip. In most cases, the bolts are torqued to a specified value to seat the anchor and to achieve the pre-load or tension that is desired. To be effective, however, this tension cannot be lost through bolt slippage or creep frequently caused by blasting, moisture attack or raveling of the rock surrounding the drill hole, etc. Furthermore, in soft rock or in oversized holes, sufficient anchorage cannot be achieved with the mechanical anchor, and in very brittle rock the concentration of forces produced by the expanding anchor might cause a crack to propagate from one drill hole to the next. Mechanically anchored bolts are also short lived in mines or tunnels having a corrosive seepage. The steel in these installations can fail

Jan 1, 1974

By Richard Switalski, Thomas Scotese, James Morrison, Randall Essex

OVERVIEW Like many older metropolitan areas across the U.S., the Greater Cleveland area is served by a combination of separate sanitary sewers and combined sanitary-stormwater sewers. In 1966, a Master Plan was implemented by the Northeast Ohio Regional Sewer District (District) to minimize pollutant overflows into adjoining Lake Erie and its tributary rivers and streams, that would occur during wet weather events. One component of the Master Plan was to reduce the load on combined sewers by constructing new conveyances to intercept separate sanitary flows and convey them to upgraded regional waste water treatment plants for priority treatment. As part of a 15-year program to construct 74 km (46 miles) of new interceptors, the West Leg Interceptor (WLI) Project intercepts flows from four decommissioned waste water treatment plants (WWTPs), and conveys those flows to the new Southwest Interceptor (SWI), which conveys the flows to the Southerly Treatment Plant, a tertiary level treatment facility. The WLI Project was built in sections to permit decommissioning of the WWTPs as each segment of the interceptor system was completed and put into service. Flows from the first of the four WWTPs was converted to the WLI in November, 1992; the final connection was achieved in July 1994. The WLI comprises 9.1 km (5.7 miles) of 21 to 29 m (70 to 95 ft) deep mainline interceptor tunnel, four vortex drop structures, approximately 2 km (1.3 miles) of shallow tunneled connector sewer to the mainline, approximately 2.9 km (1.8 miles) of open cut connector sewers, five construction work shafts (not including one work shaft constructed under SWI Contract 6 at the north end of the WLI), and 15 access shafts.

Jan 1, 1995

By P. Hambach

Murer Company, Andermatt, Switzerland, can claim to have done pioneer work in the construction of inclined shafts. This happened in 1968/69, when we decided to bore with a Wirth tunnel borer an inclined shaft, 1100 m in length, 3.0 m in diameter, and with a grade of 65%, in the 2400 kilo pascall per sq. cm granite of the Montblanc Massive. The whole excavation was accomplished in ten months which, at least for European conditions, can be claimed as a record. It was, at least to our knowledge, the first inclined shaft to be bored full-face (Fig. 1). Encouraged by the experiences and performances attained at Châtelard, we approached other projects of the same kind. We were awarded, together with Hochtief Ltd., Essen, a contract from Schluchseewerke, Freiburg, Germany, in December 1969, for the construction of a penstock for the Hornbergstufe at Wehr, Germany, with a diameter of 6.3 m. This inclined shaft with a grade of 55% is located in Schwarzwalder granite with a compressive strength of up to 2000 kilo pascall per sq. cm, about 31,000 psi. As no exact geological data were available about the rock to be worked, and a fault zone from 80 to 150 m long had to be faced, as well as a few individual fissures of varying thickness, it was decided to use the multi-stage method. The 3-m diam tunnelling machine which had driven the oblique shaft at Châtelard had now finished work, and an immediate beginning was made with driving the pilot staft. This was very welcome to the contractor, since exact information about the type of rock present and the inflows of water was required immediately and before the final borehole diameter was fixed, for the purpose of dimensioning the supports to be subsequently installed.

Jan 1, 1974

By David Morrison

On the Corramandel Peninsula of New Zealand, the Waihi Gold Mine has undergone a major redevelopment. The upgrade included the construction of two very large overland belt conveyors, both rated for a capacity of 6000tph. The first of these conveyors (CVR2) traverses a total of 1600m over undulating terrain, including a significant section running through tunnels. A large hill is climbed, just after the mid-section of the conveyor run, before dropping back down prior the discharge point. The second of these conveyors (CVR8) traverses 1100m along an alignment with a horizontal curve, a number of vertical curves and a significant lift before the discharge point. The CVR8 conveyor also included a shuttling head pulley arrangement. The mine they service is inside the town of Waihi. The conveyor alignment runs through the town and out to the metallurgical process site on the outskirts of the municipal area. This paper documents the engineering process that took place in the design of these conveyors. The Martha Hill mine in Waihi, New Zealand is unique. The mine is placed in the township. Consequently there are quite stringent environmental limitations on the mine's operation. In [Figure 1] the proximity of the mine to the town is shown. In the top-centre of the photograph the alignment of the existing smaller overland conveyor can be seen leading from the mine to a tunnel through the hill in the background.

Jan 1, 2000