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By Martin B. Hudson, Andrew K. Cho, Rolff B. Knobel, Les R. Chernauskas, Jonathan L. Ernst

ABSTRACT The Bruce Museum, located in Greenwich, Connecticut, is home to an extensive display of art and natural history exhibitions. A large addition was designed to be constructed adjacent to the museum requiring new spread footings to be installed up to 16.5 feet below the existing foundations. The soil conditions at the site consist of highly variable sand and gravel overlying weathered rock and sound bedrock. The Contract Documents called for traditional foundation underpinning. Traditional underpinning techniques, however, presented two major challenges on this Project; (1) deep underpinning pits would be required involving multiple levels and staging with tieback support and (2) the highly variable soil and bedrock composition and elevations presented uncertainty in the design and construction of the pits. In lieu of traditional underpinning, Geosciences Testing and Research, Inc. (GTR) proposed an “active” soil nail underpinning system. A major reason that the soil nail underpinning option was feasible, related to the fact that the soil nails and facing could be installed slightly in front of the existing footings rather than directly underneath the existing footings. The soil nail wall design involved one to four rows of soil nails with nail positions and wall depth able to be adjusted “on the fly” as excavation progressed depending on the field conditions encountered. To create the “active system,” the soil nails were pre-loaded to mitigate wall deformations that would be associated with a standard passive soil nail wall design. To evaluate the performance of the active soil nail wall and confirm design assumptions, an extensive automated monitoring, on-site testing and inspection program was proposed and executed by GTR to monitor deformations of the wall and the museum in real-time, evaluate and confirm bedrock and soil bond stresses and ensure that each soil nail was pre-loaded and locked off. Careful analysis, planning, and use of the observational method illustrates the importance of collaboration between design and construction personnel and applying engineering judgement throughout construction. The use of the observational method includes the potential for modifying design based on conditions observed. This paper presents a unique case study of the “active” soil nail underpinning system to support and protect sensitive structures, close collaboration between design and construction facilitated by real-time deformation monitoring, and its successful application as a safe and cost-effective alternative to traditional underpinning.

Oct 1, 2022

By BRETTMANN TRACY

Jan 1, 2000

By Phil Wilkinson, Sam Whitaker

"The installation of large (XL) diameter monopiles offshore typically requires expensive and specialist plant, equipment and vessels. Due to the increasing size (weight, diameter and length) of the foundations, in order to mitigate installation risk, the use of large diameter drills is becoming an increasing requirement.Project developers often try to avoid drilling operations due to the time associated with the drilling process. This restricts projects in terms of location and it also overlooks the additional engineering benefits drilling can bring to monopile foundation design e.g. reduced foundation material and better fatigue design life.By comparing the lessons learned of three milestone overwater drilling projects; methods of maximising drill speed and decreasing drilling process time is established. Particular emphasis is put on pile internal relief drilling in a process known as Drive-Drill-Drive (DDD).The milestone overwater drilling projects are North Hoyle Offshore Wind Farm (OWF) (2003); Flamanville EPR cooling water outlet shaft (2008); and Gwynt-y-Mor OWF (2014).By evaluating the effect of foundation pile diameter on drilling process times, example foundation installation costs are derived and used to show that incorporating drilling as part of a process may not be cost prohibitive to projectsContinued advances in drill technology, and drilling rates of penetration, combined with an integrated approach to foundation design, challenge whether hammering only is always the optimal solution for XL monopile installation."

Jan 1, 2017

By John C. Tosh, Peter M. Kandaris, Sheldon John

Geologic, geotechnical and hydrologic studies were performed for the design of 115 deep, large diameter drilled shaft reinforced concrete foundations (6 to 12 feet) to support tall steel monopoles for a new 13-mile long 230/69kV transmission line in southwestern Arizona. The subsurface conditions along the alignment posed a wide range of challenges for performing investigation and design studies. These conditions include saturated, loose granular flood plain deposits with generally low lateral capacity, potential ground loss up to 23 feet due to occasional river flow (scour and embankment loss), liquefaction impacts from nearby active fault seismicity that can generate magnitude 6.5-7.0 earthquakes, and unsaturated alluvial and eolian sand-dominated soils to full depth with low lateral capacity. All conditions will require significantly deeper than normal foundation embedment (depth ranging from 22 to 77 feet) and will present construction difficulty due to ground instability from groundwater and dry soil sloughing. A phased investigation was performed to accurately characterize the conditions for design and construction, and included performing a review of existing data, detailed field geologic reconnaissance, a limited number of standard exploratory borings (limited access), seismic cone penetrometer soundings (SCPT) in saturated soils to better understand liquefaction and strength loss potential, and hydrologic analyses to estimate scour/ground loss potential. This paper describes the site conditions, presents details on the investigation team’s approach, documents findings in relation to deep foundation analysis and design, and discusses recommendations for foundation construction to help in reducing risk.

Sep 8, 2021

By Tony P. Suckling

This paper describes an investigation into the bleeding behaviour of bentonite slurry observed on a trial diaphragm wall panel. The bleeding is thought to be due to the bentonite experiencing a chemical reaction leading to settlement of the solids within the fluid, possibly as a self-weight consolidation process. The trial panel was constructed in a busy airport environment where many different chemical products are used for de-icing the aeroplanes, runways, apron areas, vehicle access and pedestrian routes. The relationships between slurry contamination, bleeding, bentonite hydration time and filter loss behaviour were examined as no relevant published literature could be found. The results show that the amount of bleed strongly depends on both the degree of contamination and the hydration time. It is concluded that bentonite fluids should be allowed to sit in the storage tank for at least 24 hours after mixing, and that the filter loss test is a quick and effective method to determine the potential for bleeding of contaminated slurries.

Jan 1, 2011

By Brian Metcalfe, Kord Wissmann, Gianni Martinez

The Middle East consists of vast deserts that reach temperatures up to 50 degrees Celsius, with some areas characterized by endless sand dunes. When the project team selected the location for a large new transportation project, little did they know that the site would be characterized by soft, nearly normally consolidated silt and clay extending below a thin sand crust. Searching for solutions, the design team elected to reinforce the subsurface with Rammed Aggregate Pier® (RAP) ground improvement elements and desired verification that the novel method would stand the test of prolonged static loads. Because the concrete pavements would serve to spread the load, a “zone load test” was performed, consisting of applying a uniform bearing pressure of 150 kPa over a 7.5m square concrete footing. Unlike individual pier load tests, the zone test allowed the project engineers the opportunity to confirm design parameter values under large-loading area conditions, a situation not often available to most designers. This paper presents the results of the zone load test whose results may be interpreted to better understand design parameter values. This paper is of particular significance because it adds a value contribution to the relatively few numbers of “group load tests” available in the literature for ground improvement applications.

May 1, 2022

By M. D. Riegel, Brian T. Felber

"Construction of foundation elements in an urban environment is often complicated by multiple constraints such as existing foundations, utility conflicts, maintenance and protection of traffic on high volume roadways, low overhead clearances, and vibration and displacement monitoring to reduce risks of impact to existing facilities. Micropiles are commonly a preferred foundation alternative in an urban setting to mitigate some of these risks. This paper presents examples in which micropiles helped reduce risk in an urban setting on the two subject infrastructure improvement projects. The case studies presented include the Verrazano Narrows Bridge HOV and Bus Ramp Improvements in Brooklyn, NY and the Kosciuszko Bridge Replacement in Queens and Brooklyn, NY. The paper details the micropile design, how risks were mitigated, and the complications to each of these projects associated with the urban setting.INTRODUCTIONThe paper begins with background information about the Verrazano Narrows Bridge HOV and Bus Ramp Improvements Project, followed by background information for the Kosciuszko Bridge Replacement Project. This introductory background information is followed by discussion of the urban site constraints, which controlled the foundation type selection for both projects. In closing, the paper discusses the micropile design process, load testing, and construction.VERRAZANO NARROWS BRIDGE HOV & BUS RAMP IMPROVEMENTS BACKGROUNDProject ScopeThe project consists of two new ramps; one designated for HOV / Bus traffic between Staten Island and the Gowanus Expressway, and one to be utilized for storing the barrier transfer vehicle. Also included is the complete reconstruction of Ramps B and F to accommodate horizontal and vertical alignment clearances from the new ramps, removal of the median of the upper level to add one lane, utilities improvements, stormwater improvements, and miscellaneous structural repairs. The new HOV / Bus Ramp was designed for reversible traffic flow to accommodate the demand of the peak traffic direction by movable barrier.Geotechnical / Foundation Engineering ScopeThe geotechnical work included a desk study review of existing plans, geotechnical reports, and geologic maps. This data was subsequently supplemented with a subsurface exploration program. Once completed, foundation design was performed for 25 proposed bridge substructures. Four existing battered pilesupported foundations and two shallow foundations were evaluated for increased loading. Upon completion of the foundation design, foundation plans, specifications, and an engineer’s estimate were prepared. Foundation installation was observed on a part-time as needed basis."

Jan 1, 2016

By John Dunn, Matt Hawley, Kashif Butt, Nicholas Gura

"This paper presents the results of a static load testing program completed on helical pile foundations for the replacement of high voltage transmission line tower structures. The foundations were part of the Northeast Grid Reliability Project (NGRP) for the Public Service Electric & Gas Company (PSE&G) near Newark, New Jersey. Structure foundations “anchor bolts down” was a design build contract model with the superstructure as bid-build.The soil stratigraphy along the alignment generally consisted of fill over about 10 ft of organic deposits underlain by up to 260 ft of normally consolidated glacial lake clays and silts. Additional project challenges included working under/adjacent the existing live high voltage lines, narrow site access due to environmental permits, foundations in a tidally influenced area, and pile projections in the order of 10 feet to meet the 10 year flood level requirements.The helical piles were constructed of 12.75 inch diameter open ended pipe piles with 36 to 40 inch diameter helices. A total of seven static load tests (compression and tension) were completed on 60 ft and 90 ft long piles, using both welded and mechanical pile splices. To evaluate pile-soil setup in the sensitive fine grained soil and determine representative longer term installation torque factors (Kt) for the production piles, the static load tests were performed 7 to 49 days after pile installation.Helical piles were found to be the most cost effective foundation alternative for this project. The required length of helical piles was less than other alternatives for similar allowable axial capacity. Helical piles with mechanical splices were installed for the varying structure foundations including tangent and heavy deadend, to a deadend monopole. Installation of 448 production piles (34,320 linear ft) was completed in three months. The installation timeline was critical to meeting the semi-annual PSEG outage for switching the old and new structures. Helical piles employing a mechanical splice resulted in an efficient and effective foundation solution for the conditions encountered on the project."

Jan 1, 2017

By Louay Owaidat, Daniel Jabbour, Allan Frappier, Jose Gomez, Mark Stanley, Tino Maestas

The U.S. Army Corps of Engineers (USACE) is implementing a levee strengthening program along the Sacramento River East Levee (SREL) designed to correct 11 miles of deficient levees as identified by recent hydraulic and geotechnical investigations. The first project, the subject of this paper, completed in 2020 resulted in approximately 3.0 miles of improvements to the California Central Valley Flood Protection system. The project area lies along the east bank of the Sacramento River in Sacramento. The program consists of constructing cutoff walls through existing levee embankments to remediate levee through seepage and under-seepage. Key challenges included designing and constructing measures to remediate a 100-year-old legacy levee system, the presence of both industrial and residential properties immediately adjacent to the landside of the levee creating severe space and access limitations, and performing this work during the 2020 statewide mandate to shelter-in-place due to the COVID-19 pandemic. The project team of contractors, USACE, state and local agencies, and engineering firms partnered to bring this project to successful completion within budget and on schedule expending more than 60,000 man-hours with no lost time accidents. With the issuance of future planned contracts, the program will significantly reduce flood risk to the City of Sacramento.

Sep 8, 2021

By Sudhir Kumar Das

"The exorbitant price of the land in the metropolis has restricted the horizontal expansion and compelled the owners, the developers and the engineers to opt for vertical expansion. This has resulted in the construction of high rises by extending floors of the existing buildings and developing the new ones for which deep excavation is a must. The multistoried buildings up to a certain height can be founded on shallow depth if the soil beneath can withstand the load. If not, the soil can be stabilized by the latest improvement technology to change the properties of soil to cater the desired load of the superstructures. By such practice the cost and time of completion of the substructures can be reduced in comparison to the substructures needed for deep excavation.The necessity of deep excavation cannot be ignored to create housings, underground parking lots and the other public amenities for the urban migrants in the metropolis.Although most of the metropolis have underground mapping the developers, before starting excavation should be hundred percent sure about the alignment and depth of the utilities so that the excavators do not snap the same to bring cut in water supply, power lines, telephone lines etc, resulting in hue and cry in the neighborhoods of the metropolis due to no availability of the essential services The building/structures coming on the influence zones of the deep excavation should be monitored in all sequences of excavations. In case of building underground corridors for rail or road through open deep excavation under a traffic road the developers, before commencing excavation should shift/divert the dry and wet utilities coming on the way of excavation to suitable locations. The surface traffic need to be diverted either temporarily to an adjacent alternative road or allowed to pass over a decking built over the trench of excavation for the affected length of construction. The soil support system is necessary longitudinally on the two sides covering the width of trench for building corridors. In case of building substructures of flyovers built at different plots along the alignment of the flyover or a multistoried complex built at an isolated plot, the soil support system would be necessary on all the sides covering the plot of construction.The material of construction of soil support depends on the depth, type of soil and the type of permanent structure to be developed. Probable geo-hazards inviting casualties in the deep excavation projects occur due to caving of soil, leakage of wet utilities, seepage through honey comb concrete surfaces, failure of pump used for dewatering etc. A detailed comprehensive planning, management and determination of the project authority is essential for marginalizing the casualties. These prevent unforeseen expenditure in mitigation and help to control the time and the cost over run of overall project. The engineer at site should be more a professional manager than an engineer at site. He should be conversant with the safety and environment rules and regulations applicable to deep underground projects."

Jan 1, 2015

By Patrick Wong

The design of piling platforms is addressed in BRE (2004) for both fine grained and coarse grained subgrades. However, for coarse grained subgrades, piling platform designs can often be overly conservative due to either conservative assumptions on soil friction angle, or concerns over density variations of granular fill, particularly for made-ground. This paper provides guidelines on economic design of piling platforms on coarse grained subgrade by providing recommendations on ground characterization, assessment of soil properties and the use of non-linear stiffness soil behavior. An innovative performance-based design approach is also introduced, utilizing proof rolling with associated testing and interpretation using small strain theory to overcome concerns regarding potential ground variability of made-ground. A case study is presented to demonstrate the successful application of this performance-based approach to avoid having to construct a new piling platform over a 2 ha area. Small strain, non-linear stiffness theory was used to enable a practical proof rolling pressure to be adopted without having to reach the design or ultimate operating pressure. The author considers that the performance-based approach adopted on the case study may be similarly applied to a range of other projects to derive economic solutions.

Nov 1, 2022

By Andreas Brandner, Karl Schoenherr-Strasse, I. B. Brandner, Dipl. Ing

"A world famous Wintersport resort in the Alpine planned to build a parking garage for more than 600 cars and busses situated between a torrent, a district road and the village.A nearly 200 m long building giving place for 6 parking levels and a maintenance level for busses and trucks is situated alongside a hill causing excavation height between 20 and 25 meters, which had to be secured. Due to restrictions – neighbours did not allow the client to drill anchors for retention – we designed a solution combining micropiles, strand anchors, shotcrete and nails as permanent earth retention not exceeding the space of 7 meters provided by the local street. Soil conditions were as challenging - reaching from backfill to moraine with boulders of more than 20 m³ volume – as the construction period of total 12 months for the whole project, which was opened mid of November 2015.The innovative solution outperformed the client´s project from the technical and commercial aspect and helped the contractor to save time and money.The design process with its difficulties as well as erection process is described in the following paper."

Jan 1, 2016

By Roberto A. Lopez, Eric Lindquist, Jon Bussiere, Dean Iwasa

"The new 11-story U.S. Federal Courthouse building in downtown Los Angeles demanded a cost effective foundation system capable of attaining a strict total settlement criterion of 0.5 inches (12 mm) under high applied loads. A design-build ground improvement system consisting of 3 ft (0.9 m) and 7 ft (2.1 m) diameter deep soil mix (DSM) columns embedded into the relatively soft Fernando Formation bedrock was selected for the project. The DSM columns support applied stresses of up to 8,800 psf from four large concrete core elements that transfer concentrated building loads to a 3 to 6 ft (0.9 to 1.8 m) thick reinforced concrete mat. The soil mixing ground improvement solution provided flexibility by allowing installation of the DSM columns around existing belled caissons left in place from prior structures, and by allowing repositioning of some of the DSM columns to avoid other existing obstructions in the fill. DSM spoils were used to construct a 2 ft (0.6 m) thick load transfer platform on top of the DSM columns. Quality control measures included utilizing equipment outfitted with automated data acquisition systems, performing three full scale load tests, performing daily wet-mix sampling and compression testing, performing full-depth coring and unconfined compression testing on core samples, and using a borehole acoustic televiewer to evaluate the uniformity of the DSM columns where core recovery was problematic. The results of subsurface investigation and the load tests were used to develop 3-dimensional finite differences models for evaluating stress distribution and deformation of the foundation system.INTRODUCTIONThe new U.S. Federal Courthouse building is currently under construction in downtown Los Angeles, California. The new courthouse will be 11 stories tall with one partial below-grade B1 basement level. The building will have four structural core elements that extend from the main building foundation at the B1 level to the top of the structure. The majority of the building loads will be transferred through the structural core elements to a new 3 to 6 ft (0.9 to 1.8 m) thick reinforced concrete mat beneath the central portion of the structure. The foundation pressures beneath each of the core element locations will be approximately 6,200 to 8,800 psf (300 to 420 kPa) with lower foundation pressures at locations farther away from the central core area."

Jan 1, 2015

By David S. Graham, Benjamin Turner, Paul J. Axtell

Seismic challenges were at the forefront of design for two parallel replacement bridge structures over the Arkansas River as part of the I-30 Crossing Project in Little Rock, Arkansas. Although not an area of the country typically associated with high seismicity, proximity to the New Madrid Fault Zone resulted in design ground motions sufficient to trigger liquefaction in alluvial channel and point bar deposits. A detailed post-award subsurface investigation program utilized CPT with complimentary borings to obtain samples for laboratory testing to assess the continuity of potentially liquefiable layers, from which we concluded that continuous zones of liquefaction across the extent of the north approach could lead to lateral spreading towards the river. An overview of the foundation and superstructure design to resist lateral spreading forces in accordance with the latest published design guidelines and research is presented. Other seismic aspects of the design are covered including timber pile ground improvement to mitigate liquefaction at the north approach embankment and foundation input motions that differ from code-based ground surface motions due to foundation stiffness, strength, and geometry. The project showcases an example of successful collaboration between geotechnical and structural designers with contractor input to address seismic challenges in the South Central US. Furthermore, the importance of considering kinematic demands on columns and other superstructure components – not just foundations – is highlighted.

Sep 8, 2021

By Steve Davidow, Ashely E. Evans, Peter M. Kandaris

"Annually thousands of deep foundations are constructed across North America supporting high voltage transmission line structures. However, a recent state of the practice survey by the Deep Foundation Institutes’ Electric Power Systems Foundation Working Group discovered that the electric power utility industry lacks consistent foundation design guidelines. The survey identified a wide variability in design assumptions, a minimal understanding of risk based analysis, and a need to standardize design methodologies. This paper summarizes the state of practice in electric system foundation design and proposes a framework for risk-based foundation design by accounting for uncertainty from both loads and resistances. Loads derived from electric system codes do not necessarily provide a compatible level of reliability for the design of foundations, as they are a mixture of probabilistic and deterministic values. Load uncertainty is derived from variability in weather conditions, structural models and material properties, typically accounted for by code derived overload factors. Resistance uncertainty arises from variability in natural soil properties, resistance models, subsurface construction techniques, material sampling methods, and limited observations. A consistent methodology is offered relating nominal resistance capacity (strength) to structure loads and service state criteria. Discussion also includes the need for risk-based assessments to account for non-structure load influences (fluvial loads, scour ground loss, liquefaction, etc.).INTRODUCTIONNearly 40 years ago the Electric Power Research Institute (EPRI) embarked on a major research effort to optimize reliability and economics of transmission line foundation design. Strategies focused on improvements in design models, site characterization, exploration strategies and testing to reduce uncertainty and variance in analysis. Transmission line engineers realized that safety and reliability advancements in design based on probabilistic approaches, with a focus on the unique nature of transmission line, could better control risk and cost.Some transmission line professionals took full advantage of these advancements, particularly where research led to improved software and models. Yet, even after two decades of extensive research, by 1995 the industry still had made little progress in changing design habits. The majority of designers were still characterizing sites via deterministic methods, using loads that may or may not relate to a consistent probability of occurrence, and applying a traditional global factor of safety approach (Phoon, et al. 1995). The following two decades have seen even greater developments in software and reliability-based analysis methods, but old habits seem to die hard as recent surveys show less than half of design professional quantitatively assess risk in their design process."

Jan 1, 2017

Jan 1, 1989

By C. M. Haberfield

"1 INTRODUCTION Around the world, there is a demand for larger structures, tall buildings and large bridges. While good footing design is important for all structures, it is even more important in the case of large structures. Recent experience with footing design for tall buildings (e.g. Burj Al Alam development and Nakheel Tower in Dubai, the Gate of Kuwait in Kuwait, the City Centre Project in Bahrain and Eureka Tower and Freshwater Place in Melbourne) has shown the benefits of investing in footing planning, design and construction (Haberfield, 2011, Poulos and Bunce, 2007). The footing systems for most of these projects include the use of deep bored piles or barrettes (piles of rectangular cross-section). Many use piled rafts where the piles, while acting to support the load, are primarily used to reduce settlements. A clear understanding of the factors controlling the behaviour of the footing system is needed to enable a good engineering design to be achieved. This starts with a sound understanding of the ground characteristics and individual pile performance, including adequate collection of data and testing. The best footing solution can then be found using recent improvements in data collection and analytical techniques, complex and highly capable computer-based models and the availability of high speed computers. This paper focuses on the axial performance of deep bored piles socketed into rock – both their individual performance and their performance as part of a larger footing system. Recent research and construction practice is discussed. In practically all cases, serviceability conditions control the behaviour of the footings. Methods of establishing the parameters for input into sophisticated computer programs are described. Application of the methods to case studies is included and it is shown that the behaviour of individual piles can be closely predicted. These developments lead to lower construction costs, better constructability and shortened construction time because of the better understanding of footing behaviour. 2 FACTORS AFFECTING PERFORMANCE OF FOOTINGS ON ROCK For a typical pile-supported footing, it is necessary to consider both individual pile, pile group and raft performance. These require consideration of the behaviour of the ground immediately beneath the surface raft or footing, along the pile shaft, and at and beneath the pile toe (Figure 1). Immediately beneath the surface raft or footing, the important factors are strength for bearing capacity and stiffness for settlement and interaction effects. Along the pile shaft, of most interest are strength for bearing, excavatability and stability; stiffness for settlement and interaction effects; geology and permeability for pile stability and, most importantly, pile shaft resistance. At the pile toe all the above factors for the pile shaft are present and in addition the pile end bearing is of interest. Below the toe, stiffness for pile settlement is important to at least a depth of twice the building width."

Jan 1, 1900

Jan 1, 1998

By I. D. Dayal, Anil Kumar Jain

"Cutoff walls are frequently used to slow down or prevent seepage of water through and/or around dams. Cutoff wall is a type of seepage barrier structure designed to reduce the flow of water underneath temporary or main dam. There are number of techniques for the construction of cutoff walls including concrete, Jet grouting and permeation grouting. NHPC LTD, a premier Govt. of India undertaking has been instrumental in the hydropower development within the country & in nearby countries like Nepal & Bhutan since last four decades. NHPC LTD has completed more than 20 hydro-electric projects with total installed capacity of 6587MW (including capacity addition by JV- NHDC). In all these projects, different types of dams and spillways were constructed in not so benign to extreme challenging geological set up. There has always been challenge associated with the temporary diversion works. The project sites sometimes incur huge river bed excavations in case of concrete gravity dam founded on rock foundation at large depth. The challenges for minimizing the seepage have been well taken care by constructing the dedicated seepage barriers. The construction of cut-off walls have progressed from “conventional continuous trench backfilled with conventional concrete or plastic concrete” to “grout curtain”, to “jet grouting” to the “concrete cut-off wall” , the last being the most sophisticated & credible seepage barrier.The efficiency of the cut-off walls are monitored by the seepage quantity observed (reduction of the seepage flow), uplift pressures or exit gradients after construction of cut-off walls. For construction of the main concrete dam, required space is created by the river bed excavation for placing the dam foundation on sound rock. Sometimes there is deep river bed excavation from 30 to 40 m depth or even more as per the available rock profile. Temporary coffer dams are constructed for diverting the river flow through diversion tunnels / channels etc. In deep river bed excavation; there are high chances of the significant seepage through the coffer dam foundation / river bed material due to high hydraulic gradients. Seepage and piping are the main causes of the failure / damage of the temporary coffer dams. If the seepage quantity is too high, then it becomes difficult to handle it by dewatering in the dam pit. Dam concrete is required to be placed unhindered to have a monolithic construction of dam blocks & to have faster construction in the working season. Cut-off walls increase the seepage path considerably thus reducing the exit gradient and further reduction of the seepage thus helping in maintaining the seepage free area for working."

Jan 1, 2016

The development of Augered Cast-In-Place (ACIP) piles started in the late 1940's when several projects were performed by Intrusion-Prepakt, Inc. utilizing various techniques to place the piling. On some projects, a grout pipe was placed down the augered hole after the auger was withdrawn, and structural grout was pumped into the hole until grout appeared at the surface, after which the grout pipe was withdrawn. In some instances coarse aggregate was placed after a grout pipe was in place, and then the grout was intruded into the coarse aggregate, making a pile using the preplaced concrete method. Another method of forming augered piles used a system of driving or drilling a grout pipe through soils adjacent to the auger once the auger was drilled to the bottom elevation. The tip of the grout pipe was placed in close proximity to the tip of the auger. As the auger was withdrawn, grout was pumped through the grout pipe filling the augered hole from the bottom. After grout was observed at the surface, the grout pipe was withdrawn. In 1951, a patent was applied for by Raymond Patterson describing the above techniques along with a technique for placement of grout using a hollow stem auger and a removable plug or lead bit at the tip of the auger. The expendable plug or lead bit was removed by using grout pressure. The patent was granted in 1956. Around this same time other augered piling con-tractors began operations under licensed arrangements.

Jan 1, 2003