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By Julio C. Martinez, Jeffrey L. Rice, Hayden Weschler

This paper details the extensive underpinning required to hold up the 39th street Bridge while demolishing its massive support piers and building a 30ft deep Cut/ Cover RR tunnel beneath it. The underpinning/SOE support required the construction of 16 large hand dug pits 36ft deep that were reinforced and concrete filled. In addition, an extensive steel support system was tied into the bridge super structure. All of the underpinning/tunnel construction was done while a 110ton crane sat directly atop the heavily trafficked – 66 ft. wide bridge. The tunnel excavation, concrete lining and final bridge pier support work will also be presented. All work was done within 5ft of active mainline tracks and that required tight grouting behind all lagging to eliminate any track settlement.

Jun 13, 2021

By Michael Francis, Chris Darton

More than 55 km of tunnels have been constructed by TBM in the last 12 years to refurbish and upgrade the high voltage cable network in London. These include a tunnel of 20km length using EPBM machines in both clay and granular soils. Route selection was made with reference to subsurface structures, existing ground conditions, using suitable shaft locations addressing environmental concerns. The complex interfaces to manage included obtaining of consents to the coordination of multiple suppliers. The paper describes how all these challenges have been met successfully and how technology has been employed to provide for safe construction and operation in the congested urban environment.

Jan 1, 2003

By Michel Claisse, R. P. Goel, André J. Rancourt, Kent Murphy

The Malana Hydroelectric Project is a private development located in HimachalPradesh State, India that was commissioned in June 2001. The plant was built and is owned by the Malana Power Company, a subsidiary of the Bhilwara Group of New Delhi. With a total head of 400 m and nominal capacity of 86 MW, the plant is capable of generating 360 GWh annually. The 3,1 km long, 4,0 m diameter power tunnel was designed to be excavated by conventional drill and blast methods. Contrary to traditional practice in India for pressure tunnels of providing a concrete lining, the Malana tunnel was finished mainly with shotcrete. In this way, the tunnel was completed in a period of18 months, a record for recent projects in the Himalayas, and at a cost substantially below that of conventionally lined tunnels. An interesting aspect of the project was the design of the steel tunnel liner linking the power tunnel to the penstock. The length of the liner was fixed finally on the basis of in-situ testing using both hydraulic jacking and doorstopper tests to evaluate the ability of the rock to withstand the internal pressure of4,0 MPa that exist near the downstream end of the tunnel.

Jan 1, 2003

By Andrew Baxter

The Crystal Bridges Museum of American Art in Bentonville, Arkansas is a beautiful glass and concrete structure cut into a valley that mingles with water ponds spanned by multiple bridges with suspended roofs. Or, at least it will be when completed in 2009. At Crystal Bridges, most of the proposed buildings involve cuts up to 50 ft high to be retained by the building structures. This requires the construction of retaining walls adequately founded to support lateral loads of up to 70 kip/ft. To add to this difficulty, the site is within a karst region with all the variability and irregularities associated with solutioning and erosion of the parent rock in this environment. The irregular rock profile made it virtually impossible to conceive a predictable arrangement of shallow footings and shear keys for the retaining walls. The existence of layers of soft soils within a hard rock formation made a caisson foundation impractical. The authors developed an innovative solution based on micropiles, which proved to be invaluable from a cost and schedule point of view. In areas where rock was shallow, micropiles were used as ?shear pins? to transfer the horizontal loads to the rock. In areas with significant overburden, a system of vertical and battered micropiles was devised to carry vertical and horizontal loads from the retaining walls. This paper presents a detailed description of the design and installation of the micropiles used as shear pins, and includes the results of lateral load tests performed on full-scale models of the grade beams on shear pins. The work performed shows that micropiles in rock can be effectively utilized for support of significant lateral loads provided that an adequate arrangement of suitably sized micropiles is provided, and that micropiles used as shear pins may develop significant tensile stresses when loaded laterally.

Jan 1, 2008

By A. J. Williams

"Whenever a decision is made to bring a mineral deposit into production, the Owner in actual fact has decided to convert substantial sums of capital into productive capacity with the intenti6n of making a profit from such conversion.Escalating costs of construction, frustrating and costly delays in comp1etion, the increasing tempo of technological change and the increasing size and complexity of mineral processing projects have convinced Owners that the best way of implementing their capital must be sought and utilized. This requirement has stimulated a search for ways and means of applying modern management techniques to the design and construction of mineral processing plants.This search by consulting firms has resulted in the evolution of the concept of project management and the development of planning and con trolling techniques with the result that Owners can seek and obtain better assurance that their project objectives will be fulfilled.This paper will attempt to outline how a mineral processing plant can be brought into production through the implementation of project management techniques.Definition And Objectives Of Project ManagementThe design and construction of mineral processing plants is subject to the restraints of three inter-related parameters -Quality, Cost and Time each of which influences and is influenced by the other two.Project management is a technique where the Owner delegates complete responsibility to a single organization for all phases of a project (design, procurement, construction and commissioning) for the above parameters but retains freedom for major decision making. Normally, the consultant under-takes full responsibility for all phases, but partial project management services can be provided when the Owner so desires.The objective of project management is first to devise and define and then to implement a program in which the relationship between the three parameters of Quality, Cost and Time is optimized, i.e., the desired functional and other requirements are attained (but not exceeded) at the lowest practicable overall cost in the shortest practicable time. The measure of success of a project lies in the degree to which this objective is achieved."

Jan 1, 1974

By C. Y. Kao, Roger Y. Cheng, C. S. Hsieh

The mushroom-shaped Minghu power cavern located in central Taiwan is 21.2 m (W) by 40.5 m (H) by 127.2 m (L) and is designed to house 4 units of power generating-pumping equipment with a total capacity of 1,000 MW. This paper presents an introduction to the geological conditions at the cavern site; the rock mechanical tests undertaken; the design approach adopted; the construction method and sequence followed; and the instrumentation provided in the roof arch to monitor the behavior of the surrounding rocks. The measured data collected from the embedded instruments will be compared with those obtained from theoretical analyses and presented in this paper. Several technical problems encountered during the construction stage are covered and the solutions of these problems are also described therein.

Jan 1, 1983

By Juan M. Pestana, Jeremy M. Gasser, Cuneyt Gokmen, Paul J. Sabatini, William Tanner, Daniel J. Woeste

An access pathway and working platform were designed and constructed for equipment access for a Deep Soil Mixing (DSM) pilot study over a coal combustion residual (CCR) surface impoundment (SI). The DSM pilot study was conducted to evaluate slurry mix designs and construction techniques for installing DSM columns up to 95 feet deep. Two-dimensional (2-D) limit equilibrium and 2-D finite element analyses were used to evaluate multiple failure mechanisms including: (i) bearing capacity, (ii) punching shear of mixed ground and underlying CCR, (iii) effect of fluidized DSM columns on working platform stability, and (iv) liquefaction. The analysis results were used to design ground improvement required to increase bearing capacity and stability of the CCR under the proposed equipment access route. A long-reach excavator was used to perform shallow bucket mixing and walk onto the CCR SI atop previously mixed cells following a minimum cure time and acceptance of quality control test results. Prior to mobilizing the DSM rig, a static load test was conducted to evaluate performance of the working platform. Both the access pathway and working platform demonstrated acceptable performance under the design loads during the DSM pilot study. This case study emphasizes the economic and safety benefits that can be realized by appropriately designing critical temporary work items such as access pathways and working platforms in difficult ground conditions. INTRODUCTION A Deep Soil Mixing (DSM) pilot study was conducted at a coal combustion residual (CCR) surface impoundment (SI) to evaluate slurry mix designs and construction techniques for closure design of the SI (Site). Sluicing of CCR at the facility ceased and closure will be initiated based on requirements in the final United States Environmental Protection Agency (USEPA) Rule for Disposal of Coal Combustion Residuals from Electric Utilities, 40 CFR 257, effective October 19, 2015. The proposed closure approach involves constructing a DSM containment structure (DSM Wall) to separate the SI into two areas: (i) a closure by removal area; and (ii) a consolidate and cap-in-place area. The proposed DSM Wall would retain the CCR within the consolidated closure footprint and provide a barrier between the two areas of the SI. The predominant CCR in the SI where the pilot study was conducted were fly ash and bottom ash. CCR materials in surface impoundments are generally soft and saturated as a result of being sluiced into place and can present stability and safety challenges when performing earthwork activities.

Jan 1, 2019

By B. W. Snyder

INTRODUCTORY THE earliest known case of transmission of natural gas by pipe lines was early in the Christian era when the Chinese used bamboo pipes to transport natural gas from surface seepages to heat brine for the recovery of salt. Since that time many materials have been used as conduits-hollow wooden legs, wood stave pipe, day tile, cast iron, and, finally -since about 130 years ago - steel pipe. Even then, this new material came into use rather . slowly for, as recently as 80 years ago, wood pipe was still being used. However, as techniques were developed to take advantage of the properties of steel, this material gradually replaced all ethers for the transportation of gas for longer and longer distances at ever increasing pressures. In 1912, one of the longest pipe lines of its size at that time was built-this was a 16-inch line bringing gas from Bow Island to Calgary, a distance of 170 miles. We have been able to find records of only two ether such lines at that time-one a 185-mile 16-inch line from Vivian, Louisiana, to Little Rock, Arkansas, completed in the summer of 1911, the ether a 280-mile line from West Virginia to Toledo, Ohio. This last ? mentioned line was reported in a magazine article of September, 1912, but no indication was given of its size on completion date. It is apparent, therefore, that modern high pressure transmission of natural gas is a technique less than forty years old.

Jan 1, 1951

By Timothy O’Rourke, Karrie Buxton, Chris Lynagh, Daniel Dobbels, Frederick Vincent

The Doan Valley Storage Tunnel Project in Cleveland Ohio was constructed to control Combined Sewer Overflows (CSOs). It is a complex system of three tunnels ranging from 8.5 to 18 feet in diameter with a total length of about 2.3 miles that was put into operation in mid-2021. The project lies within and below the cultural, educational, and medical hub of Cleveland, which presented unique design and construction challenges. This paper provides a case history of the design and construction, with particular attention given to lessons learned in devising a large tunnel system that can carry both dry and wet weather flows constructed in rock with limited cover, within a flood plain area and vibrant urban center

Dec 1, 2022

By West Coast Staff

Attention to the design of facilities for drainage, of both surface water and seepage, made it possible to attain, for a qam impounding residues from a concentrating mill, a more stable sand wall which can eventually be carried to a greater height.EXPERIENCE WITH No. 1 DAMResidue from the lead zinc concentrating mill, which treats the ore from the Rosebery and Hercules Mines, was pumped 3,600 ft. through a 5-in. diameter woodstave pipeline to the site of the dam. It was formerly delivered through a 4-in. steel pipeline.State laws prevent the residue being discharged to waste into the Stitt River. Furthermore, as a pyritic residue it is a potential source of sulphur.Between 1936 and 1956 more than 1,000,000 tons. of residue was paddocked. The run-of-mill product was roughly classified at the dam in a 6-ft. diameter cone classifier and the sand fraction was pumped by a 3-in. pump to the front wall of the dam across a shallow valley. The overflow gravitated to the rear of the dam (Fig. 1). Typical sizings were:

Jan 1, 1958

By Gerald G. Griswold, Allan G. Provost

INTRODUCTION The Norad Expansion Project was located 10 miles southwest of Colorado Springs, Colorado, within Cheyenne Mountain. The expansion areas to be excavated would be adjacent to the existing underground Norad complex, which would remain in operation during the work on the expansion. The original complex had been constructed approximately eight years earlier and had been in full operation for approximately five years. Phase I, Excavation was awarded the Tiro Construction Corporation, a subsidiary of Harrison Western Corporation, Denver, Colorado, in the fall of 1970. Notice to Proceed was given to Tiro on 28 December 1970. The project owner was the U. S. Air Force, design was performed by the U. S. Corps of Engineers, Omaha District, who would also serve as the construction agency. [ ]

Jan 1, 1979

By Jørn Thomsen, Christoffer Brodbaek

"As governments increasingly accord high priority to sustainable energy, policymakers are finding that wind energy has a long track record as a proven alternative to conventional energy supply.Over the past two decades, wind turbine projects have been constructed offshore because of more stable offshore wind conditions and because there is more available space for large wind farms out in the open sea. Vindeby Wind Farm in southern Denmark was constructed in 1991. As the world’s first offshore wind farm, it provided valuable information and experience for researchers and designers that have led to new technologies and design improvements, a trend that will continue as more offshore wind farms are constructed. Today, the world’s capacity of the installed offshore wind turbines exceeds 1,000 MW. Most of these are installed in Northern Europe where there was early political support and favorable conditions, such as strong winds and relatively shallow waters. Offshore wind projects are now under development around the globe, including continental Europe, the U.K. and North America. ‘The largest offshore wind farm today is Denmark’s Nysted Offshore Wind Farm, which has a total capacity of approximately 480,000 MWh, equivalent to the yearly consumption of 120,000 households. It is five to six miles offshore in the Baltic Sea in the southern part of Denmark.The owner is a joint venture between DONG Energy of Denmark and E.ON Sweden. Bonus Energy (now Siemens) supplied the wind turbines, and P. Aarsleff A/S and subcontractors supplied the foundations. The contractor’s consultant, COWI A/S of Denmark, developed and designed the turbine foundations. With a total capacity of 165.6 MW, the project consists of 72 Bonus 2.3 MW turbines in water depths up to 33 ft. The turbines have a hub height of 226 ft, and the turbine blade diameter is 270 ft. The rotor and nacelle (the structure that houses the generator, gearbox and other equipment) weigh approximately 150 tons, and the weight of the steel tower is approximately 130 tons. The wind farm site is located in a relatively protected area of the Baltic Sea, but during the winter months, the water often freezes and the foundations needed to be constructed to resist ice forces. The founding soils at the site are overconsolidated clay tills with boulders and with a thin layer of softer surface sediments. Pockets of up to 30 ft of soft sediments were encountered, which required special foundation preparations."

Jan 1, 2009

By Dempsey S. Thieman

The Kuparuk River Central Channel Bridge on the North Slope of Alaska provides critical access for oilfield service vehicles in the largest oilfield in the United States. The original sloped spill-through bridge abutments were protected by articulated concrete revetment. After 27 years of heavy service, ice impact, deep river scour, and high floods, the revetment required replacement. An OPEN CELL SHEET PILE® abutment was selected to replace the existing erosion protection and provide increased performance and structure life. Project engineers and contractors successfully addressed the challenges of low overhead sheet pile installation under the bridge, extremely heavy vehicle loads, and arctic winter construction conditions through innovative design and construction techniques. The project was successfully completed on schedule with minimal disruptions to critical bridge traffic. This paper provides a detailed discussion of the design and construction techniques utilized to address the challenges of the project, many of which could be adapted to other projects.

Jan 1, 2008

By Takefumi Takuma, Tsunenobu Nozaki, Masashi Nagano

Using sheet piles and pipe piles for permanent earth retaining is one of the most economical methods for constructing basement walls since they can also work as temporary shoring during construction. A major mixed-use redevelopment project in the UK, encompassing two to three large city blocks, utilized both sheet and pipe pile walls for a two-level subterranean parking structure. The 290m (950ft) x 100m (330ft) basement’s steel walls were designed to temporarily support excavation during construction and eventually to become a load carrying permanent structure in order to expedite the construction process and to achieve cost reduction. Two types of press-in piling machines, one for sheet piles and the other for pipe piles, were used for the job because of their abilities to press in sheet and pipe piles within tight tolerances for finished walls, for difficult installation conditions with very hard soil, and for its very low noise and practically zero-vibration operation; an essential factor for the job in close proximity to other businesses and residents. BACKGROUND Steel sheet pile and pipe piles have been used for many purposes including earth retaining. They are produced at steel mills and spirally welded at a fabrication yard to their corresponding specifications under strict quality control measures. Therefore, they can form highly reliable walls to its design capacity with proper installations. Their advantages as underground walls are:  They can form a high level of water cut-off function with their interlocks sealed by welding or with hydrophilic materials. See Figure 1 for a few examples for a sheet pile application.  They can carry vertical loading in addition to horizontal load and bending moment.  They can be a self-standing and temporary/permanent wall with flexible design and construction processes; bottom-up, top-down or hybrid sequences can be chosen per the project’s needs.  They can form a thinner wall than other wall types, creating larger inner space. See Figure 2.

Jan 1, 2019

By Nasr Sheta

"After Hurricane Sandy, the stability of an earth slope in the Atlantic Highlands, New Jersey in the United States was deteriorating due to slumping soils and erosion from flooding. A slope stability evaluation indicated the slope did not satisfy the requirements of the local building code. A triple-tier, pile-supported and mechanically stabilized earth wall was designed and constructed to stabilize the slope. The construction was planned from a 3-m-wide roadway and, because of rough terrain and limited work space at the site, a cast-in-place drilled-pile construction was deemed impractical due to slow pile production. An alternative procedure was utilized by pre-drilling holes, and installing precast tip-and-shaft-grouted (PCTSG) piles, which extended to competent soils to improve slope stability. A grade beam, connecting the PCTSG piles along with soldier beams and concrete lagging were used to form the lowest tier of the slope stabilization, while the middle and higher tiers were built as mechanically stabilized earth. The stability of the proposed stabilization was analyzed using 2-D non-linear finite elements. After construction, monitoring of the wall continued for about 8 months to check its performance, and indicated lateral and vertical wall movements were less than 25 mm and 6 mm, respectively, indicating effective slope stabilization.INTRODUCTIONStabilizing earth slopes using piles to connect near-surface unstable soils to underlying stable ground masses has been investigated by many researchers, who presented various approaches to evaluate the contribution of the pile system towards improving the stability of the slope. Some of these approaches consider the piles as structural elements receiving forces from the upper sliding ground mass and transmitting these forces to the underlying stable one. The force from the top sliding mass is applied at between one third and one half of the pile embedment into the top sliding mass, Anagnostopoulos et al. (1990), Fukuoka (1977) and Matsui et al. (1988). The point of application of the sliding force was explored based on successful case histories while addressing the safety factors for both geotechnical and structural design, Vessely A. et al. (2007). The development of numerical analysis techniques utilizing the method of finite elements (FE) also enabled better analysis and design of slopes stabilized using piles. A FE-based approach was successfully utilized to design slope stabilization with target safety factor based on the shear and bending demands and the spacing of the piles, Pradel D. et al. (2010).After Hurricane Sandy in October 2012, the stability of many properties constructed atop earth slopes located along the coast of the Atlantic Ocean has become a concern due to storm-induced erosion. This paper presents the analysis, design and construction of a hybrid slope stabilization system utilized at one of these storm-impacted properties, which is located in the Atlantic Highlands, New Jersey in the United States. The subject property consisted of a two-story residential dwelling and a parking structure, and was built on top of an about 8-m-high earth slope having crest at about elevation 10 m (el 10) and toe at about el 2."

Jan 1, 1900

By Verya Nasri, Agustin Rey

Once completed, the Montreal Réseau Express Métropolitain (REM) will be the fourth largest automated transportation system in the world. The REM represents construction costs of approximately 7.0 billion Canadian dollars. The project consists of 67 km of twin tracks over four branches connected to downtown Montreal. The project includes 26 stations with 3 underground stations in downtown Montreal. One of the underground stations was built using the NATM method with thin permanent shotcrete initial and final liners separated by a sprayed on waterproofing membrane. The 2 other underground stations were built with the cut and cover approach including one using permanent secant pile wall with permanent walers and struts as the support of excavation and the final perimeter wall of the station. The project also includes the rehabilitation and enlargement of the Mont Royal Tunnel. This 100-year-old double track tunnel is about 5 km long. The REM also consists of 3.6 km new TBM tunnel connecting downtown to the Montreal International Airport through saturated soft ground and karstic rock. By the time of RETC, the construction of REM underground structures will be completed. This paper presents the design and construction aspects of the underground structures of this mega project.

Jun 13, 2023

By Safdar A. Gill

The technique of installing small diameter caissons (drilled piers) through soft clays and water bearing ganular soil is well established for constructing building foundations. Over the past few years, the method has been utilized for constructing a large number of shafts extending into rock for the Chicago's Deep Tunnel Project. This paper will discuss design considerations for obtaining the most economic ground support system, the impact of construction procedures on the support and lateral pressures for design. Construction procedures will be described along with performance of the shafts.

Jan 1, 1981

By Fei-chiu Huang

A 17-acre landslide occurred in February 2001, on a slope below Via Bellota in the City of San Clemente, California. Three homes were destroyed and many others placed in jeopardy. The landslide, involving portions of five separate developments, continued to move significantly in the years following. Litigation ensued among the affected parties, and investigations continued through 2007. A mediated repair resolution was ultimately reached among the parties. The agreed upon repair consists of a multi-million dollar stabilization program that included grading, drainage, and structural systems. Part of the construction cost was offset by creating 4 new ocean view custom lots and 20 new mobile home lots. The landslide repair and slope stabilization design involved removal and replacement of portions of the landslide debris and construction of buttress and stabilization fills as well as installation of 74 shear pins in two rows. The shear pins were designed as 4-foot diameter by 50 feet in length and incorporated continuous W30x211 wide flange steel. The shear pins were designed to be installed 25 feet above the slide plane and 25 feet below the slide plane at each location. Construction of the 74 shear pins was initiated in 2008 and completed in 2009. Four-foot diameter holes were drilled by utilizing a truck-mounted, flight-auger-style drilling rig with a 4-foot diameter solid-flight auger. Prior to the installation of the shear pins, an engineering geologist downhole logged strategically selected holes to further evaluate the actual slide plane elevations. The wide flange steel shear pins were then lowered to the desired elevations and encased within 4,500 psi, Type V, 0.45 maximum water/cement ratio concrete. Inclinometers installed within four pin shafts and behind the pin rows indicated performance in accordance with the design. Slight to non-perceivable shear displacement was measured which mobilized the intended capacity at the monitored shear pins. No excessive slope movement was detected at any of the inclinometer locations during or after the construction period. Actual shear displacement of the steel wide flange elements was less than the movement anticipated before shear pin installation.

Jan 1, 2010

By Robert S. Thomas, Bernard M. Tarralle, Nasser Massoudi

"The Commonwealth of Virginia is restoring and expanding its Capitol of great historic significance. Designed by Thomas Jefferson in 1785, it is the second oldest Capitol building in the United States. The building expansion required excavations immediately adjacent to its South Portico. The building, which rests on shallow brick footings, is very sensitive to any disturbance caused by construction and excavation. A comprehensive and secure plan of operations was devised by the design team to ensure that this national monument remains unharmed by the new construction. Various construction techniques were implemented to satisfy the strict movement goal of 0.25 inch and distortion of U2000. They consisted of jet grout columns to stabilize the upper soils, compensation grouting for future foundation leveling, a tied-back reinforced concrete diaphragm wall for excavation retention and foundations, and realtime instrumentation for monitoring. This paper describes the design approach for the retention system, providing information on the various construction phases and techn iques, and reports on the movements recorded by the real-time monitoring system during the course of the project. At the time of this manuscript preparation, and the deep excavation complete to final grade, the results indicate that the extremely restrictive building movement criteria have been met. The success can be credited to detailed design, close cooperation among the project team, prudent construction methods, and real-time monitoring. INTRODUCTIONThe Commonwealth of Virginia is undertaking a comprehensive renovation and expansion of the Virginia Capitol building located in Richmond, Virginia. The Capitol building was designed by Thomas Jefferson in 1785, with construction of the original building starting the same year. The Capitol building was designated a National Historic Landmark in 1960 and was listed on the National Register of Historic Places in 1966.A part of the comprehensive renovation and expansion of the Capitol is a 25,000-square foot, two-level subterranean extension on the south side of the Capitol building, which will serve as a new Visitor Center and public entrance for the Capitol. Deep excavations were required for the construction of the new Visitor Center. The excavation required a permanent retention system to accommodate an approximately 40- foot deep excavation."

Jan 1, 2005

By B Chapman, R Nievergelt, J Hill

A major component of Sydney’s new South West Rail Link project is the Hume Highway Underpass (HHU), an 80 m long twin track mined tunnel excavated at a depth of just 5 m below the pavement of the Hume Highway; one of Australia’s busiest road corridors.In order to ensure a safe and efficient construction of the underpass without disruption to the Hume Highway traffic, design of the HHU required specific focus on the prediction and control of ground movements. This paper describes the design and construction solutions adopted in response to these challenging constraints. The paper also provides discussion on the observed behaviour of the underpass during construction and the results of a back analysis that was undertaken during construction.CITATION:Hill, J, Nievergelt, R and Chapman, B, 2014. Design and construction of Sydney’s South West Rail Link Hume Highway Underpass, in Proceedings 15th Australasian Tunnelling Conference 2014 , pp 375–386 (The Australasian Institute of Mining and Metallurgy: Melbourne).

Sep 17, 2014