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By Ryan Nagle, Eric Lindquist, Rob Jameson, Kelli Mccurdy, Serena T. Jang, John Gouchon

This paper discusses the challenges associated with the design and construction of a deep basement in downtown San Jose, California for the 200 Park Avenue project. The aim is to present the critical design issues, how the challenges were addressed, details of the selected shoring design, and the performance of the shoring system during construction. The critical design issues that will be discussed related to retaining the deep excavation and constructing the basement include shallow groundwater, artesian pressures, settlement outside of the excavation, shoring earth pressures, and shoring wall movement. Subsequently, the paper will describe why a tied-back cutter soil mix (CSM) cutoff wall was selected as the shoring system and how it addressed the critical design issues. The design of the tied-back cutoff wall will also be discussed. Lastly, the performance of the tied-back cutoff wall during dewatering and excavation and how it compared to the design will be included. The performance was measured through a monitoring program, including survey data points and piezometers.

Oct 31, 2023

By Jason Hertz, Tony Amis

Low to zero carbon ground sourced heating and cooling solutions face limitations in densely populated urban areas, especially when building footprints span entire sites. Despite these challenges, alternative approaches exist. This paper explores one such alternative—embedding geothermal loops into a building's foundations, connected to a ground-sourced heat pump. This innovative method efficiently caters for a significant portion of the base heating and cooling load, with an air-sourced heat pump incorporated for any remaining heating and cooling requirements. The focus of this paper is on the successful deployment of energy foundations in a 250,000 ft² commercial building in lower Manhattan, New York. The building, now fully operational as an all-electric structure, serves as a case study. Insights gained from this project provide valuable lessons for future endeavors. The paper not only discusses the technical aspects of the installation but also offers operational performance data gathered over the past six months. By presenting real-world applications and lessons learned, this paper aims to contribute to the knowledge base for similar projects in urban environments. The insights shared here can guide future initiatives seeking sustainable and efficient heating and cooling solutions, particularly in densely populated areas.

Oct 7, 2024

By Ben Kudakwashe Mperekwa

Core logging represents one of the most critical control points in mineral exploration, serving as the stage in which geological observations are transformed into structured data that underpin interpretation, modeling and economic decision-making. Every geological model and resource estimate ultimately depends on how accurately drill core is logged, recorded and managed. Despite its importance, core logging is frequently treated as a routine operational activity rather than a data-critical process. In practice, inconsistencies in logging approaches, subjective interpretation and weaknesses in data management can introduce errors that propagate throughout the exploration workflow. These errors often remain undetected until later stages, where they can significantly affect model reliability and project evaluation. As exploration programs become increasingly data-driven, there is a growing need to improve not only how geological data are collected, but also how they are structured and integrated into downstream workflows. This article presents a practical overview of core logging practices, examines the evolution of logging systems and highlights key challenges and opportunities for improving data reliability from field logging through to resource estimation.

Aug 1, 2026

By William Gleason

Founded in 1891, Hecla Mining Company is the oldest precious metals company on the New York Stock Exchange and the largest primary silver producer in the United States and Canada. An innovative mining method at its historic Lucky Friday Mine in Idaho coupled with a low-cost, high-margin operation at its Greens Creek Mine in Alaska and production growth opportunity at the Keno Hill Mine in Canada’s Yukon Territory has positioned Hecla well for a period in which silver has retraced from its January all-time high but continues to hold above the previous cycle’s peak pricing. And while some precious metal producers have looked for expansion into other commodities, Hecla has turned its focus to its core identity as North America’s premier primary silver producer. In April, Mining Engineering had the opportunity to visit the Lucky Friday Mine. For more than eight decades, Lucky Friday has operated in one of North America’s most productive and geologically challenging silver districts, Idaho’s famed Silver Valley. As mining advanced deeper into the vein system, the same geological forces that created exceptional mineralization also produced increasing seismic hazards at the mine. This challenged the company to find a new way to manage the growing stresses associated with depth. Hecla found its answer with the deployment of the underhand closed bench (UCB) mining method, which was developed and implemented at Lucky Friday. The UCB method uses large-scale, deephole blasts to proactively trigger seismic events. The blasts destress the zone while fracturing the ore. More than 90 percent of the area’s seismic energy is released within a 12-hour window. “The constraint that resulted in the development of UCB was seismicity related to a corner geometry between two stopes,” Chris Neville, vice president and general manager of the Lucky Friday Mine, told Mining Engineering. “It was a well-understood seismically active area and was being managed by a common technique by withholding miners from the area after a blast. A very similar situation in the Lucky Friday vein in the 1990s had been managed using a destressing technique. The destressing would eliminate the need to withhold miners to keep them safe and return the stope back to double-shift rather than single-shift production. A blast pattern was executed and achieved the desired effect but also led to the question “What would happen if there were just a few more holes in the blast?” Hence, the UCB concept was sparked, which eventually spread to the rest of the seismically problematic mining areas and the main mining front on the Gold Hunter 30 Vein.” The UCB method changed the way things were done at Lucky Friday and the method received a number of industry accolades, including the prestigious Robert E. Murray Innovation Award from the Society for Mining, Metallurgy & Exploration (SME) in 2022. The story of UCB is one of the most recent advancements in a decades-long effort to push deeper into one of the world’s most complex underground mining environments while improving safety, productivity and workforce utilization.

Aug 1, 2026

By SME

The 44th Annual American Mining Hall of Fame Awards Banquet and Fundraiser, sponsored by the Mining and Minerals Education Foundation (MMEF), will be held Dec. 5, 2026, in Tucson, AZ. Proceeds from the event will fund an Education Outreach Program managed through The University of Arizona School of Mining Engineering and Mineral Resources. Each year, the MMEF honors a slate of individuals and companies who have made notable contributions to the advancement of the mining industry.

Jul 1, 2026

By Gregory Abramov

Borehole mining (BHM) is a remotely operated waterjet mining method carried out through wellbores drilled and cased from the surface directly into the production interval. Mining operations are performed using a waterjet tool composed of at least two concentric tubular columns, which create two hydraulic passages: one for pumping high-pressure water down, and the other for transporting the produced slurry to the surface. At the lower end of the dual column, a bottom head is installed, equipped with a hydromonitor that generates a powerful water jet, and an eductor (jet pump). The tool is suspended from a drill rig via a swivel, enabling its rotation and advancement along the borehole. While the waterjet continuously cuts the rock and produces slurry, the eductor lifts the slurry to the surface. In a slurry collection tank or pond, the cuttings are separated and the clarified water is recycled. As ore is extracted, BHM stopes are typically formed that may remain open for an extended time before caving in.

Jun 1, 2026

By Greg Rankin

With commodity prices rising across the mining sector, from gold to strategically critical rare earth elements, more material has moved back into economic consideration. This has placed greater emphasis on reliable and defensible analytical results. When gold reached record levels earlier this year, material long considered marginal was suddenly worth another look. Stockpiles were revisited, lower-grade zones returned to the model, and economic assumptions were recalculated in light of a new price reality. That recalibration narrows the margin for analytical uncertainty. As projects operate closer to economic thresholds, small differences in assay results begin to carry greater weight across exploration programs, grade control and processing decisions. In many operations, the line between sending material to the mill or to the dump hinges on fractions of a gram per ton. This is true in gold projects adjusting cutoff grades or in rare earth deposits managing complex elemental distributions. At that scale, analytical data do more than confirm grade; they shape classification, recovery modeling and longterm resource estimates. No reserve is declared without defensible analytical data supporting the underlying resource model. In projects operating near cutoff, those laboratory results directly influence economic classification decisions. “The difference between a viable project and a marginal one can come down to analytical precision,” said William R. Sattlegger, P. Geo., chief executive officer of i2iVestcom Advisors Corp. and executive director of the Critical Minerals Conference. “Those numbers drive metallurgy, recovery and valuation models. If you lose confidence in the data, you lose confidence in the project.” Consider a deposit processing 20 Mt (22 million st) annually at a cutoff near 0.5 g/t. A shift of just 0.05 g/t in reported grade, whether from sampling variability or calibration bias, can alter how large volumes of material are classified. Across that scale, even small analytical differences can translate into meaningful economic consequences.

Jun 1, 2026

By Y. Yanagimura, J. Hadjigeorgiou

Pillar wrapping refers to a ground support system that uses rope or cable slings. It is commonly used to support the drawpoint pillars in the extraction level of block cave mines. An instrumentation study was conducted at New Afton mine to quantitatively assess the field performance of pillar wrapping used in the B3 extraction level. Instrumented cable slings were installed at two drawpoints to capture the behaviour of the support system through cave initiation and early stages of propagation. Key factors that influence the performance of cable slings during early stages of the caving process were determined through the analysis and interpretation of the field data. A series of practical recommendations have been provided for designing and implementing cable slings.

Aug 3, 2026

By Justin Vandenbrink, Ray DeLuna

In many mine development schedules the critical path is generally defined by ore definition, permitting, infrastructure design, equipment procurement and initial production. While permitting is recognized as a schedule driver, water-related baseline characterization and permitting are often underestimated within that process. When addressed explicitly, they can be reduced to a single line item scheduled to conclude shortly before operations begin, rather than treated as the long-lead dependency they often become in practice. That assumption has delayed projects, inflated capital costs and in some cases stopped development entirely. Water-related permitting is not a discrete step. It is a sequential, datadependent regulatory process that begins with baseline characterization, proceeds through multiple layers of agency review and often across multiple overlapping state and federal regulatory pathways. This article examines the disconnect between how mine development critical paths are typically defined and the influence water-related decisions ultimately have on schedule, capital and longterm liability. The evidence comes from two case studies: an ISR uranium project in Wyoming navigating a threetrack permitting process, and an abandoned copper mine in California where water liability is still being resolved years after operations ceased. Together, they illustrate a consistent principle: water is always on the critical path. The teams that manage it well simply start earlier.

Jul 1, 2026

By Lauren Speakman, Mark Reinders, Thomas Fiala

In the heart of downtown Toronto, a full city block at 481 University Avenue and 210 Dundas Street West has become the site of one of the most complex heritage preservation efforts ever attempted in North America. The development of the United Bldg., a 50-storey mixed-use tower, required the complete in-place retention of two culturally designated façades: a 9-storey Beaux-Arts structure built in 1928, and a 10-storey Modern Classical building completed in 1961. The City of Toronto By-law 1393- 2017 designated the façades of both 210 Dundas Street West (Maclean Pub- lishing Company Building, 1928) and 481 University Avenue (Maclean- Hunter Building, 1961) as heritage sites due to their architectural, historical and contextual significance. Regulations imposed by this bylaw prohibited dismantling or relocating any part of the heritage façades. All original finishes brick, stone, concrete and steel - had to remain undisturbed and fully supported throughout construction. At 10 storeys tall, the façade retention system (FRS) designed for this project was a monu- mental engineering and construction marvel that was unprecedented in the industry. The complexity of this project was only amplified by the spatial lim- itations imposed. Dense urban infra- structure - including streetcars, sub- way tunnels and congested utilities not only restricted the available options for the FRS design but also imposed stringent monitoring criteria. The solution selected needed to restrict ground settlement to fewer than 3 mm (0.1 in) and façade movement of 15 mm (0.6 in). This led to the development of a highly integrated hybrid support system, merging elements of the existing structure with the FRS and the support of excavation (SOE) design to allow four levels of underground construction beneath the retained façades and structure. On the United Bldg. project, Canadian specialty contractor Green Infrastructure Partners was responsible for delivering the demolition, shoring scopes and façade retention. This included the full demolition of two brick buildings and the partial demolition of 210 Dundas Street West and 481 University Avenue. The shoring scopes executed the full deep foundation system including secant piles, micropiles, caissons, tiebacks, walers and shotcrete. The façade retention entailed the fabrication, supply and installation of all FRS steel and connections, as well as the jacking of the retained structures onto the new foundations.

Sep 1, 2025

By Jose Caicedo, Elmar Buhl

Polyurethane based ground injections are most frequently used to stabilize shallow foundations that have under- gone settlement due to soil shrinkage, softening of the ground by water (e.g., heavy rainfall or defective sewer pipes), or planning errors regarding the bearing capacity. The expansive reaction of the injected polyurethane, together with the counter-pressure of the foundation, results in a ground improvement of the soil layers underneath the foundation. When more material is injected, a releveling of settled shallow foundations or concrete slabs is possible. Due to more frequent reuse of existing buildings in urban areas, we have seen an increase in requests regarding the reuse of the existing foundations under increased loads. Sometimes the load increase can be accommodated by the existing foun- dations without any modifications, but it is often the case that the new load exceeds the bearing capacity of the old foundation. In this case, there are several options to strengthen the foundation. Most commonly, sectional underpinning and retrofitting micro- piles along the foundation are used to increase the bearing capacity. An alternative option is the strengthening of the ground under the existing foundations to increase the bearing capacity and to minimize settlement due to the new load. In the last few years Uretek, a provider of polyurethane based ground injections, has frequently applied these injections to successfully perform the necessary ground improvement in the context of building reuse or the addition of new stories to buildings. This article will present a case study of a residential building in Hamburg, Germany, where an additional story was planned and the bearing capacity of the existing shallow foundations was not sufficient for the new load. In this case expanding geopolymer injections were used to gain the necessary bearing capacity and the effect was monitored by an in-situ load test. A second case study will briefly illustrate an experimental project where ground injections were used to increase the skin friction of a micropile foundation at a parking garage in Munich before the addition of three new stories.

Mar 1, 2025

By Andrew Evans

As healthcare facilities evolve to meet the needs of expanding urban popu- lations, the demand for sophisticated excavation support and deep foundation solutions becomes increasingly critical. One such project is the new campus for Children's Medical Center in Dallas - an ambitious expansion set to serve the region for decades to come. At the core of this high-profile project is Oscar Orduno, a Dallas-based specialty contractor. This project, like many at the intersection of healthcare infrastructure and urban development, brings unique geotech- nical challenges. Texas. The expansion includes new clinical buildings, research facilities and a network of support structures - all of which rely on robust and technically sound below-grade construction. The specialty contractor joined the project to deliver an excavation support solution, ensuring that the develop- ment's deep foundations and per- manent basement wall would meet all performance requirements. Given the urban context of the site, as well as being adjacent to ongoing hospital operations, and the substantial depth of excavation, the scope demanded a high level of coordination, technical capability and adaptability. At the center of the site is a perma- nent basement wall, reaching depths of nearly 70 ft (21 m) below street level. The wall's design had to account for immediate earth retention during ex- cavation as well as the long-term structural needs of the new hospital complex. The total project scope con- sists of several new towers, across 33 acres (13 ha) and increasing the total hospital footprint by more than 2 mil- lion sq ft (185,800 sq m). These chal- lenges were met through an integrated system of soldier piles and tieback anchors, engineered and installed to stringent standards.

Sep 1, 2025

By Abdul Amir Alhelu

The Cardinal Hill slope movement repair was an urgent project, and a high priority, time-sensitive project for the Louisville Water Company. Cardinal Hill is a critical water distribution facility that serves a majority of Jefferson and Bullitt Counties, and parts of Hardin and Nelson County, Kentucky. On March 14, 2019, the Louisville Water Company issued a certificate of emergency based on evidence of impending slope failure, which could cause a catastrophic break in a 60 in (1.5 m) diameter transmission line and loss of a 30 million gal (114 million L) reservoir. The reservoir would fail due to the pipe failure. The subsurface conditions generally consisted of a stiff silty clay extending to about 27 ft (8 m) below the shoulder of the road, where a weathered siltstone was encountered. The siltstone was about 3 ft (1 m) thick and underlain by shale. The earth auger sampling tools encountered refusal material (shale) at about 30 ft (9 m) deep. The boring was extended about 5 ft (1.5 m) into competent shale using a roller bit. Two borings were drilled on the slope on the south side of the fence in the neighbor's yard, encountering refusal material at 11 ft (3 m) near the driveway and at 4.5 ft (1.3 m) on the upper plateau.

Jan 1, 2025

By J. David Frost, Anna Frost, Morgan NeSmith, Boyeong Yoon

The Leaning Tower of Pisa is recognized globally as a testament to resilience in that it has been leaning from early in its 800-year existence and yet is not considered a failure from many, if any, perspectives. If one asks the question, "Could foundation-based architecture have prevented it from leaning from the outset?" then one has to first ask "What is foundation-based architecture?" If you are intrigued by these questions, read on. The word architecture is inherently associated with the portion of a structure that is visible above ground. This is both an omission and a missed opportunity to recognize that the foundation of a structure can contribute as much, if not more, to the realization of a structure. As our planet faces significant growing challenges due to natural hazards such as sea level rise, elevated temperature events, increased precipitation events and more severe wind events, the importance of considering the architecture of a foundation system is likely to become even more critical when the con- sequences of natural hazards such as drought, wildfires, landslides, debris flows, floods, glacial lake outflows and tsunamis, among others, are mani- fested. The above ground physical and societal aspects of infrastructure and the increased demand for below- ground space will require creative problem-solving solutions and con- siderable foresight. Foundation-based architecture will unquestionably play a critical role in helping society adapt to and survive natural hazard stressors that are at best ill-defined and often poorly understood.

Nov 1, 2025

By David Graham

Dedicated by President Franklin Roosevelt in 1940, Chickamauga Lock and Dam is located just upstream of Chattanooga, Tennessee, at Tennessee River Mile 471. The Tennessee Valley Authority (TVA) owns the structure, and the U.S. Army Corps of Engineers (USACE), Nashville District, operates and maintains the navigation lock. Constructed under the direction of the TVA as part of the New Deal, Chicka- mauga Lock and Dam serves the TVA's mandates of flood control, improved navigation and hydroelectric power generation along the Tennessee River and its tributaries. Chickamauga is one of the busiest navigation locks in the country, handling nearly 10 million tons of freight each year. As a critical link in the transportation of goods, particularly bulk commodities like coal, grain and chemicals, its efficiency directly im- pacts the economy. The Chickamauga Lock was designed by the USACE and was based on the design of Guntersville Dam downstream. The Chickamauga Lock is 60 ft (18 m) wide by 360 ft (110m) long. However, the dam was designed to allow a larger 110 by 600 ft (34 by 183 m) lock to be added if needed in the future. That future is now, and the USACE is leading a project to construct a new, larger lock to increase the flow of river freight and address structural issues. Extensive concrete surface cracking was observed soon after the lock and dam was completed in 1940. The cracking is a result of alkali-silica reaction (ASR) and alkali-carbonate reaction (ACR), which cause the concrete to expand. The existing lock suffers from structural deficiencies resulting from ASC and ACR concrete expansion, making a new lock that much more critical. The overall cost of the lock replace- ment project is estimated at $954 million with operational completion estimated in 2028 and final completion estimated in 2031. As part of the project, C.J. Mahan Construction Company was awarded a $61 million contract to con- struct the upstream approach walls that will guide vessels into the new lock. The approach walls were planned to be sup- ported on 28 drilled shafts of 6.5 ft (2 m) diameter. The contract also included a nonproduction technique shaft with a bidirectional load test. The baseline design included four piers, each sup- ported on four drilled shafts, and two nose piers, each supported on six drilled shafts. The drilled shafts included 6 ft (1.8 m) diameter rock sockets ranging in length from 25-45 ft (8-14 m).

May 1, 2025

By Joel Moskowitz, George J. Tamaro

Collaboration, cooperation and - borrowing a phrase from hockey - "changes on the fly" are all aspects that came to mind in the construction of the 30 Hudson Street tower. A former industrial site on the west shore of the Hudson River, offering spectacular views of lower Manhattan, was chosen for the location of this office tower. Available information indicated the presence of multiple existing founda- tions, miscellaneous and potentially contaminated fill, and rock-filled timber bulkheads. The subsurface profile consisted of fill over river bottom organic silt, compact sand and rock at depths varying from 30-55 ft (9-17 m). Existing boring data, some of which dated back as early as 1902, did not include sampling details, nor were precise sampling locations easily. determined. Mueser Rutledge Consulting Engi- neers attended early design discussions with the owner and the rest of the design team and provided foundation alternatives for the following three schemes: . • . No basement with multiple parking levels above grade A shallow basement, still requiring above grade parking A deep basement for all parking, with the most notable functional aspect of keeping the lobby level at grade Due to the presence of known obstruc- tions, a deep seam of decomposed rock, possible contaminants and the neces- sity for deep foundations into rock (for no or shallow basement), the deep basement scheme with a perimeter diaphragm (slurry) wall was selected as the preferred alternative. Although it had a higher installation cost, it pro- vided the owner with many benefits such as below-grade parking, building the lobby at the ground floor level, removal of contaminated soil and the potential for future expansion within the diaphragm wall. The contractor, in consultation with our team, chose to pre-trench the perimeter wall alignment to a depth of about 10 ft (3 m) with a low strength concrete slurry mix, which aided in the removal of obstructions and pro- vided a permanent wall that wouldn't have major intrusions into the site owing to the volume of the removed obstructions.

Jan 1, 2004

By Adam Hacker

In early 1937, the Ohio River elevated to its highest levels leading to devastating flooding in Louisville, Kentucky. Today, that historical flood, also known as the Great Flood of 1937, is still the flood of record for the area. In an effort to re- duce flooding risk to the population, the Flood Control Act of 1937 was passed to strengthen Louisville's re- silience against future flooding. This triggered the U.S. Army Corps of Engineers (USACE) to construct the Louisville Metro Levee System, which comprises 26.1 mi (42 km) of concrete floodwalls and earthen levees with 16 flood pump stations. One of those flood pump stations was the Paddy's Run Flood Pump Station, which was built in the 1950s, in the western portion of Louisville. That flood pump station was located at an existing stormwater outfall that conveys the stormwater from the western metro- politan area under the levee to the Ohio River. The stormwater flows through the outfall by gravity when the Ohio River is not elevated. When the river is elevated, the flood pump station becomes active after a flood gate at the end of the outfall closes. This is necessary because with- out the flood gate, the Ohio River would backflow into the outfall causing inland flooding. When the flood pump station is active, the stormwater gets pumped over the levee embankment through discharge pipes into the Ohio River. Stormwater can collect in a ponding area and backup during intense rainfall events when the inflow to the flood pump station exceeds the capacity. Recently, Louisville and Jefferson County Metropolitan Sewer District (MSD), which now operates and main- tains the levee system, determined the need to upgrade the existing Paddy's Run Flood Pump Station's capacity to reduce the risk of interior flooding. MSD determined the new flood pump station would need to increase existing capacity from 875 million to 1,900 million gal (4 to 8.6 billion L) a day to account for a 2035 projected storm event, which is a 10-year, 24-hour storm event of 5.0 in (127 mm) in 24 hours. Due to the age and complications associated with up- grading the existing pump station, a new pump station was selected as the preferred approach. In 2021, MSD

Nov 1, 2025

By Frank DiSalvo

As the natural disaster potential escalates and urban coastlines throughout the U.S. continue to bear the brunt of its effects, cities like New York; Jersey City, New Jersey, and Hoboken, New Jersey, are responding with the only effective strategy available: building smarter, stronger and more resilient infrastructure. Nowhere is this more evident than in the vast network of flood protection projects currently transforming the shoreline of the New York-New Jersey metropolitan area. Geotechnical contractor American Pile & Foundation has five major resiliency projects underway, stretching from Hoboken's rail yard to the eastern and western shores of Lower Manhattan. Each of these projects presents unique engineering and construction challenges, particularly given the heavily urbanized, historic and often fragile nature of the terrain. From executing technical foundation work through centuries-old manmade fill to operating adjacent to critical transit infrastructure, these projects demand technical expertise, innovation, con- struction know how and collaboration to help redefine the way the construc- tion industry approaches resiliency. Let's go on a tour throughout the harbor and get a closer look at each site and its unique challenges.

Nov 1, 2025

By Allison Digregorio, Muhammad Ali Naeem, Sam Yao, Joshua Core, Simpson Gumpertz

The Potrero Power Station makes up approximately 1,000 ft (304.8 m) of shoreline on the east side of the San Francisco Peninsula between Pier 70 to the north and 23rd Street to the south. Beginning as early as the 1870s, the site has been home to numerous industrial activities and has not been open to the public in many years. The industrial activities ranged from sugar refining to power generation and gas manufacturing. The Potrero Power Station Project is rehabilitating the waterfront and pro- viding a mixed-use development and public waterfront to reopen the area to the public while also providing robust protection against sea level rise and seismic-induced instability. When transforming such a sizeable post- industrial area, creative design solutions were tailored to each location to increase the grade and stabilize the slope. The solutions implemented ranged from ground improvements to retaining walls.

Nov 1, 2025

By Ed Amos

The morning fog rolled off the Pacific Ocean as engineers surveyed a 27,000 sq ft (2,500 sq m) contaminated slope in Davenport, California. What lay before them represented one of the most challenging environmental remediation projects in recent memory - a steep hillside poisoned by decades of cement production, threatening to leach toxic materials into one of the state's most pristine coastal environments. This case study from a former Cemex cement plant site demonstrates how innovative drilling and soil stabilization techniques can address complex en- vironmental challenges while protecting sensitive ecosystems. The project's success offers valuable insights for engi- neers, contractors and environmental professionals facing similar contam- inated site challenges.

Sep 1, 2025