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By Bas R. Hemmen

GeoBrain is a facility at GeoDelft with the purpose to provide society with all relevant geo-engineering knowledge and experience in a structured way. On the basis of the available knowledge and experience engineers, decision makers and construction supervisors can come to a fast, reproducible and objective choice, taking into account the consequences. The paper presents examples from the GeoBrain experience databases and forecasting models developed for foundation engineering and directional drilling, or: "GeoBrain Foundations" and "GeoBrain Drilling". GeoBrain is closing the gap between theory and practice. It is aimed directly at reducing uncertainty and the costs of failure, thereby increasing the quality of profession and minimising the risk in geo-engineering works.

Jan 1, 2006

By Ping Yang, Tian-bin Li, Min-hui Wu

"The process of filtrate loss of low solid-phase drilling fluid at different content of polyanionic cellulose is investigated by the standard filtration test. The test results showed that when time of filtration is same, the filtrate volume decreases linearly with the increase of content of polyanionic cellulose. When content of polyanionic cellulose is same, the velocity of filter loss decreases nonlinearly with the increase of time and the velocity of filter loss will reach a stable value. The filtrate volume in 7 to 8 minutes can reach half of the total filtrate volume. At the same time, the velocity of filter loss of drilling fluid decreases nonlinearly with the increase of viscosity. When apparent viscosity is between 3.5~4.15 mPa.s, decrease speed of velocity of filter loss is quick. The results are helpful for characteristics evaluation of filtrate loss of drilling fluid and control of filtrate loss.IntroductionDuring the process of drilling, water of drilling fluid can leakage into stratum, the water can result in instability and collapse of borehole wall. At the same time, the original ratio of drilling fluid will change. The density of drilling fluid will increase, the performance of the drilling fluid will change. Controlling amount of filtration is important to drill successfully. The additives of controlling filtrate loss are mainly two types, particle materials and polymer materials. High-molecular polymer is a kind of high-molecular material, has the adsorption effect, high polymer protection, can improve the advantages of slurry viscosity (Xu,2004 and Dehghanpour,2001). Some scholars carried out some study on the polymer material fluid loss agent in recent years, these study mainly focused on CMC, HEC, MHEC, CMHEC, starch and its derivatives(Zhang,2005 and Chevron,2009).About PAC (polyanionic cellulose) as drilling mud additives, a few of scholars carried out some relevant work. Plank (1992) applied PAC into ordinary freshwater drilling fluid and analyzed temperature stability of freshwater drilling fluid. Bennion (2000) applied PAC into drilling fluid and analyzed effect of polyanionic cellulose on strata inhibitory. Huang (2011) analyzed effect of PAC on properties of the high-density water-based drilling fluid. Mahto (2004) applied PAC into fresh water and salt-water drilling fluid and analyzed effect of PAC on rheological properties of the drilling fluid. Wang (2008) applied PAC into alkaline drilling fluid to study various performance of drilling fluid. PAC is a renewable resource and has good application prospect (Ankara, 2005). So it is very important to understand the effect of PAC on filtration process of drilling fluid.The test was conducted by changing the content of the PAC in drilling fluid. The object of this paper is to understand effect of polyanionic cellulose on filtration process of the low solid-phase drilling fluid."

Jan 1, 2017

By Ping Yang, Tian-bin Li, Min-hui Wu

"The process of filtrate loss of low solid-phase drilling fluid at different content of polyanionic cellulose is investigated by the standard filtration test. The test results showed that when time of filtration is same, the filtrate volume decreases linearly with the increase of content of polyanionic cellulose. When content of polyanionic cellulose is same, the velocity of filter loss decreases nonlinearly with the increase of time and the velocity of filter loss will reach a stable value. The filtrate volume in 7 to 8 minutes can reach half of the total filtrate volume. At the same time, the velocity of filter loss of drilling fluid decreases nonlinearly with the increase of viscosity. When apparent viscosity is between 3.5~4.15 mPa.s, decrease speed of velocity of filter loss is quick. The results are helpful for characteristics evaluation of filtrate loss of drilling fluid and control of filtrate loss.IntroductionDuring the process of drilling, water of drilling fluid can leakage into stratum, the water can result in instability and collapse of borehole wall. At the same time, the original ratio of drilling fluid will change. The density of drilling fluid will increase, the performance of the drilling fluid will change. Controlling amount of filtration is important to drill successfully. The additives of controlling filtrate loss are mainly two types, particle materials and polymer materials. High-molecular polymer is a kind of high-molecular material, has the adsorption effect, high polymer protection, can improve the advantages of slurry viscosity (Xu,2004 and Dehghanpour,2001). Some scholars carried out some study on the polymer material fluid loss agent in recent years, these study mainly focused on CMC, HEC, MHEC, CMHEC, starch and its derivatives(Zhang,2005 and Chevron,2009).About PAC (polyanionic cellulose) as drilling mud additives, a few of scholars carried out some relevant work. Plank (1992) applied PAC into ordinary freshwater drilling fluid and analyzed temperature stability of freshwater drilling fluid. Bennion (2000) applied PAC into drilling fluid and analyzed effect of polyanionic cellulose on strata inhibitory. Huang (2011) analyzed effect of PAC on properties of the high-density water-based drilling fluid. Mahto (2004) applied PAC into fresh water and salt-water drilling fluid and analyzed effect of PAC on rheological properties of the drilling fluid. Wang (2008) applied PAC into alkaline drilling fluid to study various performance of drilling fluid. PAC is a renewable resource and has good application prospect (Ankara, 2005). So it is very important to understand the effect of PAC on filtration process of drilling fluid.The test was conducted by changing the content of the PAC in drilling fluid. The object of this paper is to understand effect of polyanionic cellulose on filtration process of the low solid-phase drilling fluid."

Jan 1, 2017

By Xu Ronglie

This paper looks back on the developments and achievements of deep foundations, on the basis of the complex geological conditions and environments in China. It sums up advances in theoretical and applied researches, engineering constructions, practical experiences, case histories, and problems and developing prospects of piles and deep foundations in recent years in China.

Jan 1, 1991

By D. A. Ponniah

The installation of a pile is considered analogous to the expansion of a cylindrical cavity of a diameter equal to that of the pile. Using Vesic's theory of the expansion of cavities the effect of soil properties on pile installation loads, radial pore and total pressures are evaluated. The theoretical results are compared with load and pressure measurements made in field trials in a stiff clayey glacial till in the U.K.

Jan 1, 1987

By Sun Shao Xian

The Port of Shekou is situated at Shenzhen Bay on the east side of the Pearl River estuary. Geological condition of the site is quite complicated. On top of the sea bed, there is a layer of soft silt 8 - 14 m thick. Under the soft silt, there are intercalated layers of sand, silt and clay. Average surface elevation of the underlying undulatory weathered bed rock is about - 20 m, with a variation of about 10 m. In certain locations, the weathered bed rock is covered with a layer of silt 3 - 4 m thick. This paper gives brief account of three types of wharf structures which are of particular interest, constructed in the last few years: (A) Platform type wharf structure with frontal sheet piling and steel raking pile in the rear; (B) Relieving Platform type structure with steel sheet piling and inclined anchoring HP pile ; (C) Steel pipe pile row supported apron added to a marginal quay. Average construction time of a deepwater berth is about six months.

Jan 1, 1991

By Gianfranco Di Cicco

Seepage problems were recorded for more then 40 years at the Walter F. George lock and dam. In 2001 the Mobile district of The U.S. Army Corps of Engineers turned to the installation of a 200 feet deep cut-off in a final attempt to remedy the situation. The advertised design-built contract requested the installation of the cutoff wall in front of the concrete structure of the dam starting from 90 feet of water, cutting through a concrete lock structure, a submerged retaining wall and extending on both sides on the earthen embankments. This paper summarize the history of the project and the installation of the first recorded cut-off wall constructed under deep water, upstream to an existing dam structures and under an existing concrete lock. The technology used combined with the project's results may be considered a milestone in the marine foundation and the marine cut-off wall construction technology.

Jan 1, 2013

By H. F. Cowie

Britain's first pressurised water reactor (PWR) Nuclear Power Station is now under construction at Sizewell on the Suffolk coast. A linear cut-off wall was proposed to ensure that the drawdown of water to some 14m below sea level in the overlying sands during construction of the new power station would not affect the existing adjacent nuclear power station. The low permeability cut-off wall was constructed by diaphragm walling techniques by excavating a continuous deep trench supported by bentonite mud and then dis­placing the bentonite by a plastic concrete to form the "impermeable" membrane. The paper describes the automated digging apparatus ("Hydrofraise") with the extensive support facilities required to achieve completion within programme, control methods used to obtain the high vertical tolerances and the properties of the plastic concrete and the production plant used for its production.

Jan 1, 1989

By Manfred Schoepf

"Construction projects using the most advanced technologies and organizational structures demand intelligent construction machinery. In this process, automation technology plays an increasingly important role. Many components used in the automatic control of machine components are being taken for granted to such an extent that operators are often even unaware of their existence. Innovations in micro-electronics, such as process computers, programmable logic controllers (PLC) or intelligent sensor systems, have by now found their way into construction machinery. Construction machines are indeed becoming ever more intelligent. Key electronic applications in foundation engineering machines can be summarized into the following main categories:- Data acquisition- Online monitoring of the equipment status- Remote data transfer- Satellite-based Navigation System for Positioning and Documentation- Process controlData acquisitionThis includes machine-specific operating data, such as engine speed or operating temperature, operating hours, display of fuel consumption, but also the acquisition of process-specific data, such as pile depth, pile inclination or slurry volume.Monitoring the equipment status onlineAn extremely important aspect is the acquisition of fault data. In conjunction with available remote data transfer systems, malfunctions can now be searched and diagnosed by specialists anywhere in the world to provide assistance to the site personnel.Remote data transfer - “Anywhere, from everywhere”All previously referred to parameters can be stored on appropriate storage media inside the machine. The customer also gets a worldwide, safe access via an internet browser to check the current status of the equipment, anytime, anywhere.All data can be saved on a secured web server for documentation and further analysis. The internet connection of the equipment through a special module (DTR Module) additionally allows the user to operate a local, password-saved WLAN hot spot at the construction site and exchange data between equipment, tablet and internet.The web based system, which is named “WEB-BGM Equipment Management” in the Bauer Group, can do much more than only communicating with one machine."

Jan 1, 2015

By Tony Sangiuliano, Jason Weck, Ryan Regier, Alper Turan

Cast-in-place concrete piles socketed in rock are a commonly used foundation solution in the province of Ontario. Although cast-in-place concrete piles are common, limited pile load testing has been undertaken on these foundations to confirm shaft friction (side shear) and end bearing parameters. Particularly, the large diameter piles bearing on rock makes conventional pile loads tests impractical and costly due to large capacities that need to be mobilized during testing. Performance of piles loads test come with the advantage of confirming the assumed geotechnical design parameters and permitting the use the larger strength reduction factor as per LRFD design. This paper presents the preparation, execution, and result interpretation of a pile load test carried out on two Cast-in-place concrete piles with diameters of 1.5m and 1.8m for Garden City Skyway Project in the City of St Catherines Ontario, Canada. The 1.5m and 1.8m diameter test piles were socketed 4m and 6m into shale bedrock. Osterberg cells were used in both load tests to provide end bearing and shaft friction parameters for the shale bedrock as well as overlying layers of till and soft clay. The results of the load test provided valuable insight into the load settlement performance exhibited by these piles. The results are also compared with the analytical estimates of the pile capacities presented in geotechnical report as well as the results of a number of other analytical socket design approaches.

Oct 7, 2024

By Hector Simchas

"1. BENTONITE: THE CRUCIAL CONSTITUENT OF SLURRYSuspensions of bentonite and water are used in a variety of applications in underground engineering. For the construction of underground elements like slurry walls or piles, bentonite slurries offer support to the excavation of loose soils and counter pressure against hydrostatic pressure of ground water, especially where soil permeability is high. In addition, for the construction of tunnels by the slurry-shield method or when hydromills are used for excavation, bentonite suspensions transfer the loosened soil to the surface. In applications like pipe jacking and microtunneling, or where high revolution drilling is required, bentonite also provides lubrication and cooling.To fulfill these functions, the properties of a bentonite slurry need to remain stable, or at least predictable, during the course of construction. Unfortunately, when a suspension mixes with earth, ground water and/or impurities, its properties may be compromised resulting to reduced performance, which would in turn lead to increased construction costs and the risk of the excavation collapsing. Our experience in the lab and onsite is presented herewith.2. MOST USUAL FACTORS OF PERFORMANCE FAILUREWater and soil quality are important factors defining the behavior of suspensions. In an extensive program of measurements in our technical laboratory, the effect of frequently encountered harmful substances on bentonite suspensions has been examined and the results are summarised in Table 1.Some tests show that the conductivity of water has a direct relationship with Marsh Viscosity. For example, we have seen that if the quantity of bentonite required to achieve a 40s Marsh Time ranges between 50-52 kg/m3 at water conductivity below 100 µS/cm; when conductivity is increased to 1,400 µS/cm, we need 65-68 kg/m3 in order to achieve the same property."

Jan 1, 2015

By Brandon T. Buschmeier, Sonia S. Swift, Michael P. Walker, Frederic Masse

"Ground improvement has undoubtedly become a cost-efficient and effective solution to support the development of poor soil sites. Ground improvement elements, such as Controlled Modulus Columns (CMCs), replace piles by improving the subsurface soils and reducing settlement. As ground improvement becomes more popular, the applications become more creative and ground improvement is being used to control settlements under large structures with tight settlement tolerances.In this paper, we will discuss the use of CMCs to support two (2) large industrial warehouses where soil conditions would normally lead to the use of deep foundations and a structural slab, grade beams, and hung utilities to prevent excess settlement. Each of the sites we will discuss had poor soil conditions in the form of very soft or compressible soil, heterogeneous fill of varying thickness, and environmental contamination. At each site, we developed a design that would allow for the use of Controlled Modulus Columns (CMCs) with a Load Transfer Platform (LTP) in place of the previously-proposed deep foundations. The use of the CMCs also allowed for the use of spread footings and slab on grade construction. The benefits of this value-engineering approach include economy in the foundation system, risk mitigation by not disturbing contaminated soils requiring expensive removal, and ease of access for future sub-slab upgrades with new tenants. Additionally, the use of recycled concrete aggregate as an LTP is more environmentally friendly than placing structural slabs with heavy steel reinforcement.Designing for the settlement of large warehouses is challenging because it requires changing how we typically perform our designs. For most structures, the slab loads are relatively light when compared to the footing loads, whereas for warehouses, the slab is heavily loaded compared to the relatively light footing loads. Thus, it becomes essential to perform three-dimensional analyses to confirm that the proposed CMC layout will provide uniform support of the slab and footing across a variety of loading scenarios (loaded bays vs unloaded or travel bays). The complexity of the designs for these warehouses generated interest in conducting large area load tests over a grid of multiple columns. The performance of the area load tests provided invaluable information on the effectiveness of the LTP and CMC spacing. In this paper, we present a general description of CMC ground improvement, the differences between ground improvement and traditional pile foundations, our typical design methodology for CMC design, and the modifications to that methodology for warehouses."

Jan 1, 2017

By Kim Chan, Bryn Thomas, Ben Dening

"Increased rail capacity is required into Kooragang Coal Terminal near Newcastle, NSW, Australia to relieve rail traffic congestion and improve management of train arrivals. An additional arrivals track is proposed on new embankment within a heavily constrained site located between existing railway tracks, a high pressure gas pipeline located 7m beyond the toe of the embankment and an environmentally sensitive wetland area. Ground conditions at the site consist of deep soft estuarine clays, a soil profile which is consistently encountered throughout this part of the east coast of Australia. Upon determining that a ground improvement solution was required to ensure global embankment stability, various solutions were considered including a piled viaduct, retaining walls, dry deep soil mix (DSM) columns and concrete injected columns (CICs). DSM columns were adopted as the design solution, a decision which was driven by the presence of sensitive infrastructure and a confined site. DSM offered further advantages including reduced impacts on temporary working platform design, where the use of a thinner platform could be justified owing to the lower track loads of a DSM rig relative to other ground improvement techniques.INTRODUCTIONThis paper presents a case study of the design of DSM ground improvement works to provide support for and enable safe construction of a new railway embankment over deep soft soils with a number of nearby infrastructure and other constraints. The project site is approximately 1km long and is constrained by existing railway tracks, a high pressure gas pipeline and a wetland area of ecological significance. Due to the site constraints and ground conditions, a number of ground improvement techniques were considered during the design process, with DSM columns eventually adopted. This paper discusses the design development and the particular suitability of the technique for use in this application.SITE DESCRIPTIONLandformThe site is located along the northern boundary of the Kooragang Coal Terminal (KCT) at Kooragang Island (KI), a collection of former islands located near the mouth of the Hunter River, north of Newcastle, NSW. The topography of the original area was generally flat with mudflats, swamps and mangroves existing along tidal water courses. Subsequent dredged fill reclamation and development has amalgamated the previous islands into the current KI. The site area extends over numerous channel infills including the buried former course of the Moschetto Channel (paleochannel).Figure 1 shows the proposed 1km long new rail corridor construction area in relation to the various natural and man-made site constraints including existing tracks, the high pressure gas pipeline, the wetland area and the existing reclaimed area."

Jan 1, 2015

By Kellie E. Gagnon, Aidan Hodge, John Vaught, Kelli Gagnon

The USACE geologists at the Bluestone Dam Phase 5 Dam Safety Assurance (DSA) Megaproject in Hinton, WV have employed the use of Terrestrial LiDAR scanning and photogrammetry for the purpose of mapping and documentation of stilling basin foundation conditions. Following the excavation and cleaning of a 60-foot by 60-foot monolith foundation, a Trimble SX-10 scanning total station is used to capture high density 3D scans, imagery, and survey measurements of the monolith floor and adjacent side walls. This data is used to generate high density point clouds of the entire foundation and sidewalls, which in turn facilitate the creation of numerous products that aid in the documentation and future assessment of the project foundation. These products include high resolution true color orthophotos, detailed topographic maps, excavation reports, and 3D models. Quarter scale orthophotos of the foundation and sidewalls are printed out and used as base maps for geological field mapping, allowing for greater accuracy and faster execution time when compared to traditional field mapping methods. Topographic maps, orthophotos, and data obtained from excavation reports contribute to the generation of detailed and accurate Foundation, Completion, and Geotechnical Reports, and will help inform the project Post Implementation Evaluation (PIE). Annotated 3D models, with the future incorporation of virtual/augmented reality technology, will allow design personnel, project delivery teams, and risk assessment teams to virtually inspect bedrock conditions and better identify any underlying geological conditions that impact post-construction performance of the project. This innovative approach has allowed project geologists to exceed the requirements for foundation mapping and documentation as outlined in ER 1110-2-1156. The quality and volume of spatial and geological data collected using this method has allowed for a faster and more efficient foundation approval process, reducing the time during which the foundation is exposed during construction and lowering risk at the project.

Oct 7, 2024

By T. Ruben

Micropiles have been used for the last forty years to strengthen building foundations. This article gives information about the technology and capacity of micropiles.

Jan 1, 2000

By Michael Shedlosky, Sonia Sorabella Swift, Nina Carney, David Tarasovic

Rigid inclusions were used to support roadway fills and mechanically stabilized earth (MSE) walls for the South Capitol Street Corridor project. The first phase of this two-phase, nearly $1 billion project will include the replacement of the Frederick Douglass Memorial Bridge, including two approach ovals east and west of the Anacostia River, the replacement of the I-295/Suitland Parkway Interchange, and the construction of several traffic ramps. The bridge itself carries over 70,000 drivers daily and is expected to open in 2021. Ground improvement is required over a portion of the project footprint. Within the ground improvement area, the construction includes MSE walls up to 35 feet high and embankment fills up to 28 feet for which CMC rigid inclusions (RIs) were used to mitigate settlement and stability. The proposed construction runs over multiple old, in-service utilities that the project requirements indicate could not tolerate any stress or settlement due to the construction. As such, solutions that spanned the utilities were required. A concrete slab of varying thickness was used to span a fragile 108-inch-diameter sewer pipeline and 48- inch-square-precast-concrete box beams were used to span twin utilities that were buried just a few feet below current working grades on site. Unreinforced RIs were used to support these structures. The center to center spacing of the RIs perpendicular to the pipe run was 26.5 ft for the concrete slab and 62 feet for the precast--concrete box beams. The axial forces on the RIs were up to 267 kips. The RIs were not structurally connected to the slab or box beams. A single-element load test was performed to confirm the load-carrying capacity of the RIs. This paper will focus on the utility protection slab over the twin utilities and provide an overview of the design of the structural and geotechnical solutions and will present the results of the load test performed. INTRODUCTION The new Frederick Douglass Memorial Bridge (FDM Bridge) and reconstruction of the Suitland Parkway/ I-295 interchange (South Capitol Project) is a part of the Anacostia Waterfront Initiative (AWI) Program, whose goal is to transform the shores of the Anacostia River. The existing FDM Bridge is approximately 70-years old and has been classified as “functionally obsolete”. The completed South Capitol Project will improve the multi-modal transportation options, increase pedestrian and vehicular safety and provide additional green space. The proposed FDM Bridge, a rendering of which is shown in Fig. 1, is designed to become a landmark bridge in the Washington, D.C. area.

Jan 1, 2019

By Gerald Verbeek, Erick Baziw

Downhole Seismic Testing (DST) is a very popular applied seismology site characterizing tool within geotechnical engineering. A challenging aspect of DST is to characterize the acquired seismic data sets to determine the analysis method that will result in the most accurate interval velocity values. BCE has invested considerable resources into developing Seismic Trace Characterization (STC), which uses various independent parameters of the acquired data at a particular depth. Initial work in this area resulted in the selection of the linearity estimate from the polarization analysis, the cross correlation coefficient of the full waveforms at the particular depth and the preceding depth and a uniquely developed parameter referred to as the signal shape parameter for this characterization. Subsequent analysis in STC identified two other parameters: the Signal-Noise-Ratio (SNR) and the Peak Symmetry Differential (PSD). The paper briefly describes these parameters and then outlines how they can guide the data analysis to derive more accurate results, especially near surface, which is especially important to assess the liquefaction potential in areas prone to earthquakes, such as California. The process will be illustrated with actual data from another area prone to earthquakes, namely New Zealand. 1. INTRODUCTION The near surface characterization of low strain in-situ shear wave velocities (VS) has proven critical for liquefaction assessment. Liquefaction is a phenomenon in which dynamic loading of saturated soil results in the material properties to change suddenly from a solid state to a liquefied state. VS is an important parameter for evaluating liquefaction potential due to fact that it is influenced by many of the variables that influence liquefaction (e.g., void ratio, soil density, confining stress, stress history, and geologic age (Andrus et al., 1997)). Aki and Richards (2002) also outline that the amplitude of ground motion should depend on the density and shear wave velocity of near surface soils and rocks according to the theory of wave propagation. Since the change in density with the increase in depth is relative minor compared to that of the shear wave velocity, the latter is a very useful parameter to represent site conditions (Stewart et al., 1997). Bray (2014) and his colleagues carried out an extensive geotechnical analysis of the catastrophic liquefaction that occurred in Christchurch, New Zealand in 2010 and 2011 and found that near surface rather than deep liquefaction resulted in extensive foundation damage.

Jan 1, 2018

By Paul Thurlow, Richard K. Lipscombe

The measurement of deflection of designed diaphragm walls is critical for near real time information to assess wall and soil behaviour as the internal area is excavated in a controlled manner. Data enables the site team and designers to check performance of the design, which is linked to safeguarding the site and the external stakeholders.This paper documents the use of Shape Accel Arrays at the Tottenham Court Road Western Ticket Hall during excavation and propping within the diaphragm wall for the Crossrail project. It shows how the data obtained was used within the site settlement management plan to assist in the control of the works and the information used for Value Engineering purposes that benefitted the project.The use of Shape Accel Arrays for measuring the deflection of retaining walls is not commonplace in the UK construction industry, with the Tottenham Court Road Western Ticket Hall being one of the first times they have been used in such a way. A detailed analysis of the data obtained from the instruments has been undertaken, and compared to the results obtained from the manual inclinometers that were read next to the SAAs. The advantages of the relatively new SAAs have been discussed, as well as other applications of the instrument.

Jan 1, 2017

By Les R. Chernauskas

Driven pipe piles are commonly used for near and offshore structures due to their omni-directional bending resistance, large surface area, and ease of installation. However, these piles typically cannot be driven deep enough to develop significant and sustained uplift capacity, and in some cases do not generate enough end-bearing resistance before being overstressed during driving. When driven closed-ended, their relatively light weight to cross-sectional ratio, and when driven open-ended their tendency to prematurely plug, are some installation short comings. Spin Fin® piles are traditional pipe piles fitted with flat, steel plates (?fins?) attached at a slight angle over the lower few feet of the pipe. Their design development dates back several decades for projects associated with harsh, limited weather window, offshore Alaskan oil field work. These projects required a pile type that could generate high and sustained capacity in both compression and tension, at relatively shallow depth. During pile driving, a relatively short, high capacity pile translates into more rapid installations with smaller and more efficient equipment. In this type of environment, where pile capacities are large, cyclic loading is typical, and relatively high pile movement is tolerable, the Spin Fin® pile is a superior solution. This paper describes the experience of using Spin Fin® piles on several recently completed Massachusetts Steam Ship Authority projects.

Jan 1, 2011

By Ivan Jackson Madura

The new Paradisus Coco Beach Resort in Rio Grande (PR) is located on an old swamp area, which has been filled with relatively clean to silty sands. The swampy deposits consists of organic silts, peat and loose fine to medium sand and silty sand. The project requires the placement of 1.0 to 1.5 meters of additional fill together with the construction of light structures. The need for the fill will trigger the development of settlements in the underlaying weak and compressible stratum. Furthermore, the susceptibility of the loose sand to liquefaction during an earthquake was considered. This paper describes the soil improvement by means of vibro-replacement, the purpose of which was threefold: reduction in total and differential settlement, acceleration of settlements during the surcharge period and densification of the loose sand to reduce its liquefaction potential. The predesign is presented together with relevant construction details of the preliminary trial areas from which the final column diameter and grid spacing were derived. Instrumentation together with settlement observations during the surcharge period are presented as well and compared with the initial predictions.

Jan 1, 2002