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By P. W. Hunter

The construction of a major sewerage scheme requiring 15.3 km of 5.5m excavated diameter tunnel in basalt, mixed and soft ground has been undertaken by the Melbourne and Metropolitan Board of Works. A double shielded Tunnel Boring Machine was selected to excavate 13.7 km of basalt and mixed ground. Advanced methods for recording operational data on the TBM were introduced. Progress to date has shown that the TBM can excavate rock very effectively with a best weekly production of 178.8m; soft ground has been encountered and successfully handled.

Jan 1, 1987

By C. J. Kirkland

HISTORICAL BACKGROUND For two thousand years and more, we insular Britons have been grateful for the existence of the narrow strip of water which seperates us from mainland Europe. It has given us a sense of security against invaders, though it has been breached many times. The first recorded serious consideration of a fixed crossing of the English Channel was in around 1802, when it was suggested to Napoleon I. The motive was not entirely peacable and the British Navy, who saw themselves as defenders of our shores, were decidedly unenthusiastic. A whole series of imaginative schemes were proposed in the course of the nineteenth century, embracing viaducts, immersed tubes, artificial islands as resting places for the horses which were to draw carriages, as well as mechanically bored tunnels. The first Channel Tunnel Company was formed in 1872, and an application for permission to construct a tunnel was made to the British Parliament. A Colonel Beaumont, of the Corps of Royal Engineers designed and constructed a machine which, in around 1882, bored over a mile of tunnel out to sea from Britain which exists to this day.

Jan 1, 1987

By Henry R. Tiedemann, William H. Hansmire, Harvey W. Parker

Although the use of precast concrete segments for tunnel linings has been common for many years in Europe, acceptance of this type of lining has been slow in the United States. This paper explores the cost, design, and construction considerations of concrete segmental lining with a view to promoting its use in this country when favorable conditions exist. The different perspectives held by owners, designers, and contractors are discussed. In addition to cost, other considerations include previous design and construction experience, size, length and function of tunnel, watertightness, and liability. Cost comparisons are made to traditional ground support and lining. Under favorable conditions, the use of precast concrete segmental linings can be technically feasible and cost effective.

Jan 1, 1987

By Matsuo T, Uga Y

The tunnelling work to construct a sewage trunk line designed by the Sewage Bureau of Kobe City along north side slope of Rokko mountain range incorporated an all ground condition type (broad spectrum) TBM with slurry transport system with jet pump manufactured by Kawasaki Heavy Industries, Ltd. Boring dia. of the tunnel measured to 2.0 m. The construction planning and implemen- tation were done by Ohbayashi Corporation, the general contractor. The heading way was 3342.4 m in overall length.; construction work ran from April '84 to June '85. The max. daily progress marked 31.9 m and the max. monthly progress 493.1 m according to the relevant record. The machine proceeded with the work under geological conditions featured with conglomerate, rhyolite, tuff breccia and slate, whereby soft soil zone mostly of clay was encountered in a limited area. In the latter case, however, steel segments were substituted for supporting steel ribs. The tunnel was routed beneath a meandering road with the result that more than 40% of overall length show a curvature of 50 to 200 m radius.

Jan 1, 1987

By Kaji S

The Tsugaru Tunnel, located on the Honshu island approach to the Seikan Tunnel, is 5,880 m long and has a "Shinkansen" cross section of 90 m2 area. The geological formation through which the tunnel passes consists of very soft rock most of which is unsolidified sandstone belonging to the Neogen. The permeability coefficient is in the range of 10-2 to 10-4 cm/s and being water bearing with a high ground water level, the ground is unstable and subject to soil outflow phenomenon. Kajima Corporation, undertaking the Futamata Construction Section (1,420 m long), excavated the tunnel by the upper half heading method with side pilots employing the following countermeasures to cope with these severe conditions.

Jan 1, 1987

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 Priscilla P. Nelson

Many concepts concerning equipment selection, performance prediction, and evaluation of support requirements for tunnel construction in soil or hard rock tunnels cannot be extrapolated directly for application in soft rock (compressive strength between 1.0 and 35.0 MPa). Case histories for small diameter (less than 3.5 m) tunnels in Austin, Texas, are analyzed to gain insight into particular problems encountered during tunnel excavation in weak sedimentary rock, and the performance of different excavation systems are compared.

Jan 1, 1987

By Jacques Mongrain, Serge Barbeau, Gary Brierley

The Communaute Urbaine de Montreal is currently involved in construction of the South Interceptor which consists of 53 kilometers (33 miles) of 1,800 mm (6.0 ft) to 5,400 mm (18.0 ft) diameter tunnels for the purpose of collecting, storing, and delivering sanitary and combined sewage to the treatment plant. Work is divided into ten separate contracts; nine of which have already been bid. The purpose of this paper is to describe construction activities that have been performed through the end of 1986 with emphasis on a general layout of facilities, a summary of subsurface conditions, and brief descriptions of actual construction activities for the six contracts where tunneling has been performed. All projects are being excavated with tunnel boring machines.

Jan 1, 1987

The excavation of a tunnel through rock and mixed ground of basalt and silty clays presents a challenge to engineering organisations. Such was the situation facing the Melbourne and Metropolitan Board of Works (MMBW) in constructing the 15.3 km, 5.5m dia. tunnel component of the new Western Trunk Sewerage System. The tunnel geology showed that there were two distinct components to the excavation - rock and mixed ground. By drawing on extensive experience in the use of Tunnel Boring Machines (TBM's) used previously by the MMBW and using techniques developed for predicting TBM per- formance, a comparison of the options of drill and blast versus TBM was made. The conclusion was that TBM methods would provide the best solution to the problem. Tenders were called for the supply of a TBM. A performance specification was used to attract tenders offering designs which re- flected the state of the art on an internation- al level. Particular features required by the MMBW were included in the specification. The excavation planning and operation are described in this paper. The production achieved has shown that the TBM can very adequately handle rock excavation (best weekly production 167.9m). Extreme conditions of mixed ground with heavy groundwater inflows have been handled using an auxiliary thrust system to maintain gripper reaction through the soft ground encountered.

Jan 1, 1987

By Johnson M, Wooltorton B

A programme of hydraulic fracture stress measurements conducted in surface drill holes along the alignment of the King River Power Tunnel has provided information of importance to the assessment of the extent of steel lining requirements for the tunnel. A significant horizontal stress field has been detected at a location remote from the power station site, with a corresponding absolute minimum stress magnitude approximating the overburden pressure based on depth of cover. Measurements made closer to the power station site (located toward the bottom of a valley) have revealed an apparently relatively destressed region with minimum stress magnitude less than overburden pressure. The implications of these results are discussed.

Jan 1, 1987

By Galyn Rippentropp, Finn Erik Overlie

INTRODUCTION The wet shotcreting system utilizing steelfiber microsilica shotcrete with remote controlled equipment (The Robocon System) was developed in Norway 7-8 years ago. Norway was the natural origin for this system due to several factors. Almost 30% of all underground hydro-power stations in the world are located here. These projects created a need for high productivity shotcreting rigs for the rock support work in the caverns and in the connecting tunnels. During the period of 1976-1980, more than 1000 miles of tunnels were completed in Norway. Secondly, the utilization of microsilica in concrete was also developed in Norway due to a concentration of the world's ferroalloy p ants there. Robocon has presently placed approximately 110,000 m (150,000 cu. yds.) of this superior shotcrete, and has consequently an extensive experience in the shotcreting method. During a relatively short period of time (1975-1980), Robocon had a change from hand-operated, dry-process shotcrete to remote-controlled, wet-process shotcreting, because of improved productivity, reduced rebound, safer and cleaner working conditions. The introduction of microsilica and water-reducing admixture made it possible to produce wet-process shotcrete of high strength.

Jan 1, 1987

By Kenneth R. Dickson, I. Michael Gowring

This paper describes the underground work associated with the North Fork Stanislaus River Hydroelectric Development currently being constructed by Sierra Constructors for the Calaveras County Water District in California under a turnkey contract. Sierra Constructors is a joint venture of the Guy F. Atkinson Construction Company (sponsor) of South San Francisco, and the Harrison Western Corporation of Denver. Notable features of this project include the exceptionally high performance achieved by the 5.5m diameter Robbins tunneling machine and the 675m deep shaft pilot hole which was successfully realigned using oilfield directional drilling techniques. Other features include 3.7m and 4.3m diameter machine-excavated tunnels and various conventionally excavated tunnels constructed over a wide geographical area and diverse climatic conditions.

Jan 1, 1987

By M. McPherson, P. Mousset-Jones, G. Danko

Calculation of the sensible heat transfer between the rock surface and the flowing air in an underground airway is still fraught with problems. There are only a few results available in the literature for the calculation of the convection in tunnels with naturally rough surfaces. Some of them are purely empirical, while others use a theoretical approach, based on the analogy between heat and momentum transfer, expressing the heat transfer coefficient as a function of the friction factor. A review and evaluation of these results are presented. The heat transfer equations obtained using the different assumptions, vary over a wide range, so that experimental results are needed to determine the formulae and constants applicable to mine airways. In situ measurements of the "physical" and "technical" heat transfer coefficient carried out in deep mines are described. The statistical distribution of the convective heat transfer coefficient on rough surfaces, as well as the regression between the Nusselt and Reynolds numbers in the turbulent flow region, are presented. Radiative heat transfer between the surface and the moist air flowing in a duct of relatively large hydraulic diameter has been taken into account during evaluation. The results will be a definite refinement of those calculations presently used in mine climate simulation models.

Jan 1, 1987

By Ding Xu Chu

There are many methods developed for measuring the crustal stress in China. Among them only two methods have been adopted in practice, i.e., overcoring method (for which the sensors include: Piezo-magnetic stress gauge, steel-ring strain cell, 3-dimensional hollow-inclusion stress ,gauge, and Leeman's-like stress gauge) and hydraulic fracturing method. For the former method, one of those sensors is installed in a borehole, 36 mm in diameter, then prestressed, and finally overcored with a drill bit of 130 mm in diameter. After that the deformation of the borehole wall is measured, from which the in-situ stresses are determined. In order to avoid the errors resulting from the difference in elastic modulus for various kinds of rocks as well as from the installment of the cells, we have developed a technique to calibrate the sensor on-spot using a confining pressure calibrator and produced a very good result. For the later method, the measurements are achieved by isolating a certain section of a borehole and then injecting water to pressurize it till a tensile break is induced. It is identical to the typical technology used internationally. For many years, through field observations and a large number of laboratory experiments, we believe that the most efficient way of stress measurement for engineering purposes is the overcoring method using Piezo-magnetic stress gauge. It is characterized by stable and reliable measurement values, high accuracy and high adaptability. Taking the measurements in the intact rock mass as an example, the measured stress magnitudes are within accuracies of 8% and the errors in orientation are about 5 degrees. It can even be used perfectly in deep water. Up to now, we have performed in-situ stress measurements in more than 70 sites and obtain more than one thousand sets of data. The deepest depth used in the overcoring method is 80 m in vertical borehole and 780 m in tunnels.

Jan 1, 1987

By Yoshii Y

Many kinds of shield machines are being driven in the soft ground of Tokyo metropolitan area. Tunnel alignments for underground power transmission lines are generally planned to pass under public roads where facilities, especially life-line facilities, are densely located. Therefore, it is frequently required to drive the shield machines along very sharply curving routes. This paper reports on the performance of the new shield machine - the Sharp Curve Excavation Shield Machine - developed by Tokyo Electric Power Co., Inc., which can freely drive along a much sharper curve than conventional machines. Some of features of the developed devices of this machine are, maximum flexing angle of 6.5 degree in all deirection at the middle of shield body, maximum bending angle of 3.5 degree in all direction at the cutter disc, and so on. This shield machine can there- fore drive along curve of minimum radius 15m. The machine was confidently applied to the const- ruction of tunnel in soft clay strata at N values 2 to 5. Outer diameter 3.7m. Length 202m. Horizontal curve; radius 15m, length 20m x 2. Vertical curve; radius 30 m, inclined driven up 29%. The behaviors of the shield machine, segments and surrounding ground were monitored during construction for safety and efficiency check of this machine.

Jan 1, 1987

By Thomson S, Eisenstein Z

Field instrumentation was installed to monitor ground and lining behaviour during and after construction of the Mount Shaughnessy Tunnel (Rogers Pass Short Tunnel) in Canada. The instrumentation was placed in a soft ground section of the tunnel at its crossing with the Trans Canada Highway. The tunnel was excavated through a dense bouldery soil. Presentation of the field data and inter- pretation of the tunnel performance from a geological-geotechnical point of view form the basis of this paper. The loss of ground due to the tunnel excavation was found to be exceptionally small. This has been attributed to the unusually high strength and stiffness of the host soil. Evaluation using the Boundary Element Method, together with a simplified analytical technique, were applied to assess the relevant soil parameters and their influence on the tunnel performance.

Jan 1, 1987

By Allyn J. Steward

The 14,350 m (47,000 ft) Mount MacDonald Tunnel is nearing completion. North America's longest railroad tunnel is being advanced from each end by two contractors. This presentation outlines techniques employed by the Manning Kumagai Joint Venture, working from the west portal. Rapid construction was achieved by simultaneous installation of cast in place arch-wall lining and drill and blast excavation. Extensive planning, judicious choice of equipment and efficient crews combined to shorten the original schedule. Manning Kumagai was also awarded the tunnel mid-section as a separate contract. This includes construction of an underground chamber and structure for a unique permanent ventilation system.

Jan 1, 1987

By Edwin F. Shorey, Richard F. Coon, Steven B. Fradkin

Crosstown Interceptor Phase IA is the first deep tunnel element of the Milwaukee Inline Project. The tunnel contract includes 6,492 meters (m) of 9.1-m-diameter tunnel, two access shafts, and partial lining for structural purposes. The work also includes grouting to be performed as directed by the engineer to provide groundwater infiltration control in lined and unlined reaches of the tunnel. This paper summarizes infiltration observations, progress of the grouting work, and its potential application to the remainder of the Milwaukee project.

Jan 1, 1987

By S. A. G. Poppen, M. B. Mirza, A. I. Cooley

The U.S. Department of Energy (DOE) is responsible for siting and constructing a licensed geologic repository for commercially generated high-level nuclear waste. Within DOE, the Office of Civilian Radioactive Waste Management (OCRWM) Program has this responsibility. To accomplish this mission, the OCRWM Program is engaged in a multidisciplined effort to identify, qualify, and develop repository sites. The current strategy of the OCRWM Program is to identify candidate repository sites in basalt, tuff, and salt and to develop exploratory shafts at those sites. Within OCRWM, the Salt Repository Project Office (SRPO) identified the salt site for the development of exploratory shafts. The proposed Exploratory Shaft Facility (ESF) in salt will have several primary purposes. The shafts will provide access to the reference repository horizon to permit in situ testing of the salt horizons in order to satisfy the following data acquisition needs: • Verification of the salt repository design parameters and validation of performance assessment models • Demonstration of the constructibility • Capability to adequately seal penetrations into the salt An exploratory shaft is required by 10 CFR Part 60 for the conduct of in situ testing at depth prior to submittal of a license application for construction authorization of a repository. Therefore, construction of an ESF will also facilitate the licensing process.

Jan 1, 1987

By J. Keng, S. T. Chen, T. M. Shih

Kwanyin Tunnel is presently the longest (7.7 km) railway tunnel in Taiwan. Due to heavy railway traffic, a pass-by station will be built inside the tunnel to increase the traffic flow. Since the concentration of toxic gases released by the locomotives may reach dangerous levels, a research program was conducted for the purpose of designing a ventilation system which could dilute and/or remove the toxic gases to maintain an acceptable pollutant level. The program consisted of two parts. The first part was field measurement during which the concentrations of pollutants and wind velocities were measured at various points inside the tunnel to acquire basic data regarding ambient air quality, piston effects for the different types of trains, and existing ventilation conditions. Weather data (temperature, humidity, atmospheric pressure, wind direction and velocity) were gathered at many stations, both on the surface and inside the tunnel. The amount of pollutants released by each type of locomotive for various conditions were also measured. The second part of this study involved establishing mathematical models for predicting the air quality of the various proposed ventilation systems. Three different models were used for this work. The first one is a piston effect model which assumes that the gases and air undergo immediate mixing inside the tunnel. The second one is also a piston effect model which assumes that the diffusion ability of the gases is zero. The third one is a conventional ventilation model which was used for natural and mechanical ventilation conditions. From the result of field measurement and mathematical model studies, a ventilation system was chosen with consideration of both ventilation effects and construction costs.

Jan 1, 1987