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By W. L. Chong, Y. Zou

There are many types of Earth Retention Systems (ERS) available in the market where more than one method can be a feasible solution for a project. This paper examines the design and construct process of a project in Dee Why, NSW using a hybrid ERS comprising contiguous piles with jet grout infill. The development comprises a deep basement and mixed-use urban superstructure. The site is located in an area of variable ground conditions, high ground water table and in proximity to existing buildings with multi-level basements. This paper details a comprehensive assessment of the geological conditions and strategies adopted to better understand the effectiveness of the proposed product and to minimise the associated risks of the proposed solution. This involved conducting additional geotechnical investigation, extensive numerical modelling and in-situ monitoring of the movements and the performance of the walls. A monitoring regime consisting of inclinometers, survey points on capping beam and prisms on the neighbouring buildings and roads surrounding shoring wall was implemented. The monitoring results were back-analysed using computer software WALLAP, Plaxis–2D and Plaxis–3D for the post-construction examinations. This paper details the effectiveness and advantages of a hybrid ERS using contiguous piles with jet grout infill.

Nov 1, 2022

By David Guy, John Stanbury, Gilbert Tallard

"In 2009, storm surge from Hurricane Sandy inundated the Bay Park Sewage Treatment Plant located at El. +4 to +12 (+1.2 to +3.6 m) in East Rockaway, Long Island, NY. With all systems down, raw sewage water mixed in the floodwaters. A recurrence of such an event being unacceptable, and in view of rising future sea levels, a flood protection project was developed by Nassau County with funding coming in large part from the federally funded Sandy Rescue Fund. Designed by Arcadis/Hazen & Sawyer Engineers J.V., the protection took the form of a perimeter barrier capable of withstanding future storm surge. Due to limitations imposed by property lines and existing facilities, a levee design with three different types of cross section was developed to adapt to each location, adding construction complexity. The Long Island subsurface is characterized by beach sand extending to great depth. The clay required for the core and levee cover therefore had to be brought in from out of state. A thin silty clay layer at El. -23 to -25 (-7.0 to -7.6 m) served as an aquitard. The under-seepage was reduced by a hanging cut-off wall designed as a vibrated beam thin wall and filled with a salt water resistant, low permeability, self-hardening slurry.INTRODUCTIONOn October 29, 2009, Hurricane Sandy hit New York City, with a devastating effect on the region. The low lying Bay Park Sewage Treatment Plant (STP) (Fig. 1) serving Nassau County on Long Island was submerged (Fig. 2). All basements and underground mechanical facilities were flooded (Fig. 3) and millions gallons of effluent were released into the waters of the nearby Hewlett Bay which connects via other small waterways to the Atlantic Ocean."

Jan 1, 2016

By Patrick J. Hannigan, Seth Robertson, Rozbeh B. Moghaddam

The Top-Loaded Bi-Directional Test (―TLBT‖) and the conventional Bi-Directional Load Test (―BDLT‖) are full-scale static load test methods. In both methods, the test loads are applied bi-directionally to the deep foundation. The advantages of the conventional BDLT have been well established for cost efficient static load testing of deep foundations, particularly for large diameter, high-capacity drilled foundations. A conventional BDLT applies the bi-directional test loads using an embedded jack and bearing plates. The TLBT method also applies the bi-directional test load to embedded bearing plates but does so using reusable high-strength threaded bars attached to an above-grade hydraulic jack and load transfer assembly. The new TLBT method is well suited for load testing shafts of a moderate diameter, length, and nominal resistance or ultimate load. TLBT advantages include economic considerations resulting from the method’s reusable load application components and constructability considerations as it readily accommodates a center concrete tremie pipe or pump line location. This paper presents comparison results from full-scale load tests performed using both bi-directional load testing methods. Adjacent 3-foot diameter by 30-foot long BDLT and TLBT shafts were tested. Details regarding subsurface conditions and test shaft construction are included for the comparison of the TLBT and BDLT results. Corresponding test data and analyses for both test shafts are presented and discussed in detail. The BDLT shaft had a maximum uni-directional load of 240 kips at upper and lower bearing plate displacements of 0.5 and -3.8 inches, respectively. The TLBT had a maximum uni-directional load of 300 kips at upper and lower bearing plate displacements of 1.0 and -5.9 inches, respectively. These results as well as the load-transfer behavior and equivalent top loading curve results from the adjacent BDLT and TLBT drilled shafts are discussed. The paper also discusses the strain gage instrumentation on the TLBT load application bars and on the embedded bearing plates.

Oct 1, 2022

By Wu Jian-tao, LI Guo-wei

"The Cement Mixing Pile (CMP) quality assurance assessment is an important programme in evaluating the efficiency of foundation improvement. Coring is the current specified method of quality assessment in China which has the shortcomings of long cycle, high cost and low efficiency. The field and laboratory test show that the regular cone penetration test can only detect maximum of 4m of effective detection depth in CMP. In contrast, the method of cone penetration test in the reserved hole can detect the quality continuously along the pile at any depth. The tip resistance of reserved hole penetration in the 7th day has good linear relationship with unconfined compressive strength in the 28th day. The slope of linear relationship decreases with the increasing of clay particles content.INTRODUCTIONThe method of Cement Mixing Pile (CMP) is often used to improve soft soil foundation in highway construction, with the major purpose of reducing settlements under embankments (Bruce et al., 2000),which is a form of what is known as the Deep Mixing Method (Bruce et al., 2013). The CMP technology spread quickly in China in the 1980s. CMP quality assurance assessment is an important programme in evaluating the efficiency of foundation improvement. Coring is the current specified method of quality assessment in China (China Academy Of Building Research, 2002). The method of Coring is perceived in some quarters that samples will provide lower strengths given the distress caused to the core during drilling and extraction (Bruce et al., 2002).The cone penetration test CPT can provide continuous measurements of the penetration resistance, sleeve friction at the tip of the probe, which has advantages of simple operation, low cost and high efficiency compared with coring. However, CPT tests have not been established to assess CMP in Sweden because of difficulties in maintaining verticality (Larsson, 2005). In Finland and Norway, however, CPT tests are commonly used (Halkola, 1999). One of the disadvantages of CPT is the tendency of the cone to steer out of the column (Porbaha et al., 2003). Darya Mokrousova (2010) states this tendency to deviate can be overcome by pre-boring and starting the penetration test from the base of the pre-bored hole. Sheng Haiyang (1999) found that probes may be deflected out, sometimes even at small penetration depths, and may not give a complete inspection of the pile. Liu Songyu et al. (2003) suggested that the Standard Penetration Test (SPT) is an effective way to evaluate the strength and quality of stabilized soil-cement columns. In general, Regular CPT can’t test the full length of CMP, and SPT still needed drilling which causes discontinuous detection. From the existing standard of China, core sampling compressive strength test is the main method, evidently, coring displays a longer test cycle, high cost and low efficiency. Therefore, an improvement of CMP quality assessment, by conjuring a fast and reliable detection and evaluation method, is necessary. The aim of this paper is to research the feasibility of using CPT in assessing the quality of CMP and presents an improved CPT method."

Jan 1, 2015

By Takefumi Takuma, Masashi Nagano, Koji Kajino

As part of the construction of a multi-span pre-stressed concrete girder bridge for Japan’s new high speed rail line, landslide preventive piles were installed on the flank of a steep slope. The rotary pressin piling method was selected to install three parallel rows of long (up to 36m, i.e., 118ft) and large diameter (1,200mm, i.e., 47.2in) pipe piles safely into the slope as a deterrent measure. They were spaced at 2.5 Dia (3.0m, i.e., 9.8ft) on center and were staggered to allow the groundwater to migrate between the piles. Each pile had a sacrificial cutting shoe welded at its toe for speedy installation and was rotated and simultaneously pressed into soil on the slope through the stable bedrock thereunder to achieve a robust landslide prevention in a relatively short period of time.

By Stefan Mewes

Europe’s second-largest seaport has installed a new combi wall consisting of pipe piles, sheet piles and inclined shaft grouted piles to support it. The new Liebherr piling rig with swinging leader was used to drive shaft grouted piles into a very dense soil layer of sand with glauconite. The 60 m Liebherr swinging leader was suspended at an inclination of 45° via a suspension frame and suspension ropes from the crawler crane. This inclined installation of shaft grouted piles via freely hanging swinging leader, as used for this project, is unique in Belgium. Moreover, the pile length of 43 m is a novelty for this type of pile. Shaft grouted piles consist of a steel profile with a separate box-like pile shoe with an open top. A thin grout is injected via an injection pipe during driving and emerges just above the pile shoe. As the pile is driven further down, so compressing the ground, the space above the pile foot is immediately filled with grout under pressure. This piling system is ideally suited for the transfer of high tensile loadings. It is a method to increase geotechnical load-bearing capacity and to reduce negative skin friction during pile driving.

Sep 1, 2022

By Daniel Stevenson, Richard Guenther

"The preservation of historic buildings is not only essential to the understanding of our national heritage, but it is also environmentally responsible to adapt existing buildings to compatible new uses. With this perspective, the American Enterprise Institute began exploring options to expand the newly acquired Andrew Mellon Building, located at 1785 Massachusetts Ave. NW in Washington, D.C., without causing any harm to the Beaux Arts style limestone façade and its plaster interiors. The building is a National Historical Landmark, but its 72,000 sq ft (6,690 sq m) of usable floor space did not meet the needs of its new owner. The building perimeter is very near the property line, so horizontal expansion was not possible. Adding height to the building was not an option, as this would have altered the historic nature of the building exterior. The only feasible option that could provide the desired floor space was to add a new floor underneath the existing structure. By adding a level beneath the existing building, an additional 28,000 sq ft (2,601 sq m) of floor space could be produced.Berkel & Company Contractors was chosen as the deep foundation/shoring contractor tasked with ensuring that the existing structure was stable and remained undamaged during the excavation and construction of the new lower level. To accomplish this, Berkel provided a shoring system that would act as both excavation support and permanent deep foundation elements for the final structure.Preservation of the existing limestone façade and plaster interiors was critical to the success of the project, as additional foundation settlements could damage these irreplaceable building components. Project specifications, therefore, included very stringent limits for foundation settlements. The maximum allowable total settlement for all existing building walls and columns was ¼ in (6 mm) for the duration of the project."

Jan 1, 2017

By Joseph T. Coe, Alireza Kordjazi, Michael Afanasiev

Cross-hole sonic logging (CSL) is a common quality assurance measure for the evaluation of the structural integrity of drilled shafts. The results of CSL can be supplemented by a set of tomographic images generated by cross-hole tomography (CT). Although the same access tubes, sources and receivers are used in both methods, CT has the advantage of providing a higher quality image of the possible anomalies in drilled shafts. Nevertheless, it has been reported in literature that the CSL and CT miss anomalies with sizes of smaller than 10 percent of the cross sectional area of the drilled shaft. This implies poor resolution despite the high-frequency of the stress waves utilized in these methods. This issue with resolution can be at least partially attributable to the fact that CT relies entirely on the inversion of the first time of arrival and ignores the information embedded in the rest of the recorded traces. This study examines the application of full waveform inversion (FWI) to generate a higher resolution image of the possible defects in drilled shafts from the same data used for cross-hole tomography. FWI is a wave-field method that aims to directly match the recorded traces with traces obtained from a numerical model of the domain. This has the benefit of avoiding the selection of the first time of arrival, along with increasing the resolution of the final image due to extracting more information out of the traces. Through a series of numerical simulations, synthetic traces were generated from a drilled shaft with defects of known mechanical properties, dimensions, and location. These traces were then inverted to evaluate the performance of FWI for structural integrity testing of the drilled shafts. INTRODUCTION The presence of construction defects can compromise the structural integrity of drilled shafts and negatively affect their performance (O’Neil 1991; Sarhan et al. 2002; O’Neil et al. 2003; Poulos 2005). Several non- destructive testing (NDT) methods exist that are currently used for the evaluation of the structural integrity of drilled shafts. Cross-hole sonic logging (CSL), cross-hole sonic tomography (CT), and thermal integrity profiling (TIP) are well-established and documented in the industry and practical manuals (Brown et al. 2010). NDT methods prevent the need for coring and excavation and are relatively fast and cost effective. Successful implementation of these techniques has also been reported in the literature (Branagan et al. 2000; Iskander et al. 2001; Mullin 2010; Johnson 2016).

Jan 1, 2019

By S. E. Stallibrass, A. M. McNamara, J. P. Panchal, Leonardo M. LaLicata

Urban development in congested cities requires a better exploitation of the available surface, leading to taller structures. These buildings are usually founded on piles that have to be increased in dimension to accommodate the larger loads. Consequently, both the cost and the carbon footprint of the pile foundations rises. An alternative option is to improve pile performance by enhancing shaft capacity, which is commonly the most important factor in determining the ultimate capacity of a pile constructed in a clay soil subjected to axial load. For piles in stiff clays, such as London Clay, the soil/pile friction may be increased by profiling the side walls of a bored cast in situ pile with small discrete “impressions” such that the latter form nodules on the shaft of the concreted pile. The results from centrifuge and full scale field tests showed that the impression pile represents a viable technology to enhance the shaft capacity as they provide an increase in capacity of 40%. Alternatively, reduced length impression pile can be used. This paper explores the implications of the impression pile technology on the potential carbon saving.

May 1, 2022

By S. Y. Fantaye

This paper discusses the design, construction and performance of a 30 inch thick diaphragm wall recently constructed in Baltimore, Maryland at Inner Harbor East. The project site is an established marina and waterfront property. The geologic profile consists of fill, alluvial silt and clay, Potomac sand and clay, decomposed rock, and weathered rock on top of gneiss bedrock. The approximately 1,300 ft long perimeter diaphragm wall serves as a water cut-off, perimeter basement wall and support of excavation for the high rise project?s five levels of below-ground parking. Due to the fast track construction and the tight schedule, the initial design of the diaphragm wall was based on a limited amount of geotechnical information. Supplemental borings were then performed along the alignment of the wall to verify the design assumptions and wall depths. Additionally, the design criteria required that the wall be keyed into a competent stratum with low permeability. The Engineer of Record for the diaphragm wall, Mueser Rutledge Consulting Engineers (MRCE) completed the design and produced accelerated construction documents allowing the developer to release the drawings early for bid. This paper describes the theoretical soil parameters used to develop the loads, moments, and shears for the design of the diaphragm wall and the temporary tieback anchors. It also discusses the refinement of these soil parameters using the observed wall displacements and tieback pre-stressing forces as a baseline. This paper compares the calibrated parameters to the values used in the design of the wall. It explains how the soil structure interaction model was developed and the soil parameters calibrated using PLAXIS 2D non-linear finite element software. The paper also discusses the use of the proprietary CWS joint by Soletanche/Inquip JV as end stop between consecutive wall panels and the unique top-down construction utilized to support the diaphragm wall at the Southeast double re-entrant corner.

Jan 1, 2008

By Viswanadham B. V. S., Babu K. V

Many refineries are in the process of revamping and expanding their existing facilities. Most of the refineries are located in coastal areas due to ease of transportation and storage of crude oil. Considering the criticality of structures as well as prevailing soil conditions, most of the structures are supported on pile foundations. In depth review of sub-surface investigations data followed by liquefaction assessment of the site, it is noticed that site is prone to liquefaction during the seismic event. Among various techniques, driven cast-in-situ piles were selected to mitigate liquefaction. Static cone penetration tests were conducted during the pre and post installation of driven cast-in-situ piles at identified locations. Analysis of cone penetration test data shows that considerable ground improvement has been achieved post-installation of driven cast-in-situ piles.

Sep 1, 2022

By Arash Khosravifar Ph. D. P. E., Thomas Torkelson P. E., Milad Souri Ph. D. P. E.

Kinematic demands from lateral ground deformations can be a major cause of damage to maritime and highway transportation structures such as wharves, piers, and bridges. These kinematic demands are different from the ground deformations in the free field in that the resisting forces from piles will reduce the ground deformations to some extent (i.e., pile pinning effect). Current design codes for wharf structures allow the beneficial resisting forces from pile pinning effects to be incorporated in pseudostatic slope stability analysis (e.g., ASCE/COPRI 61-14). While design guidelines that are specifically developed for bridge foundations provide recommendations on how to incorporate the pile pinning effects (e.g., Caltrans 2012), their applicability to wharf structures need to be evaluated. This study uses the results of a large-scale centrifuge test on a pile-supported wharf structure to evaluate the accuracy of available Newmark sliding block analysis in estimating the lateral ground deformations. Pile pinning effects are incorporated based on the approach outlined by Caltrans. The results of this study support the use of existing pile pinning methods that were primarily developed for bridge foundations in maritime structures (e.g., wharves and piers). It was found that median Newmark displacements provide a good estimate of the permanent end-of-shaking displacements and that the median plus 1 standard deviation Newmark displacements provide a good estimate of the peak transient displacements. Design considerations for use in the Newmark sliding block analysis to estimate the kinematic demands on piles are discussed.

Oct 1, 2022

By Takefumi Takuma, Tsunenobu Nozaki, Masashi Nagano

The city of Naruto in the southwestern part of Japan is situated at the mouth of the mighty Yoshino River. An approximately 1,000m-long levee/bulkhead along one of the river’s tributaries in the city was raised with prefabricated steel panel walls on a concrete base bulkhead. Some sections of the walls’ foundations were combi-walls made of sheet pile cut-off walls and interspaced pipe piles; both of which were installed with press-in piling because the new wall alignment was very close to existing homes and businesses. A Clamp Crane, which clamped onto already installed piles and moved forward and backward on them, was utilized for a segment where the access to its piling location was too tight for a conventional crane or a track-mounted pile driver to maneuver.

Sep 8, 2021

By Pawan L. Sethi

Design and construction of deep foundations and basements is increasingly becoming more complex, as the density and frequency of urban development increases. This growth brings various associated challenges in the form of design considerations and construction challenges. This paper discusses some of the challenges routinely encountered as well as some specific complications in this area, based on author’s experience gained through exposure as specialist contractor (designer), consultant and specialist consultant, along with some information on how these challenges were overcome. The paper highlights some of the key aspects of design coordination and importance of having an awareness of the overall perspective. Examples will be used to illustrate practical problems and the approaches used to respond.

Nov 1, 2022

By Michael J. Garlich

Steel sheet piling has a long history of use in a variety of permanent and temporary structures. Current engineering practice uses numerous publications and standards for design guidance. U.S. design guidance is fragmented, with numerous inconsistencies between design guides. To improve current U.S. design practice, the North American Steel Sheet Piling Association has initiated a project to produce a design standard that will unify design procedures and provide specification guidance for engineers and users of steel sheet piling. The wide range of uses for sheet pile structures presents a challenge in developing such a standard. Load factors or allowable stresses acceptable for a temporary retaining wall in soil may reasonably vary from those for a river cofferdam or a dockwall located in sea water. However, it is still possible to provide consistent and rational guidance for such varying uses. The standard also can address sheet pile design aspects often neglected in U.S. publications, such as vertical load capacity and resistance to loads applied parallel to the sheeting.

Jan 1, 2008

By Frank J. Purcell

“Down The Hole” (DTH) hammer drilling is often necessary to advance the casing during pile construction where the test bores have determined difficult drilling conditions with obstructions such as boulders, cobble and glacial till. The use of compressed air to operate DTH hammers in foundation drilling has been a contentious point in many regions of the world due to its potential to disturb the ground around the pile being constructed. There are many examples of damage to adjacent building foundations where compressed air exiting the pile being drilled disturbed the subsurface around the building’s existing piles. This paper looks at the use of compressed air in DTH hammer foundation drilling and the move towards controlling the exhausted air to avoid over drilling the pile, causing potential damage to nearby piles. Simulated models of air flow penetration into the soil of different configurations of drill bits are discussed to highlight design changes employed to better control the air during the drilling process. A case study of the construction of a water-tight pipe pile wall for a building’s underground parking structure is studied to demonstrate the potential of DTH hammer foundation drilling where the air is fully controlled.

Nov 1, 2022

By Stefan Schwank, Alexander Blatt, Franz-Werner Gerressen

Diaphragm wall technique is usually used to install diaphragm walls, which are known as underground structural elements commonly used for retention systems and permanent foundation elements as well as deep groundwater barriers, named Cut-Off-Walls (COW). In this exploration project, the diaphragm wall equipment was used in the 2019 summer season to perform the first part of an exploration and bulk sampling program for a potential mine on the Star Kimberlite. Beside the idea of using the diaphragm wall technique as bulk sampling equipment, the sampling program required the adaption of equipment and tools for a depth capability never reached before by a trench cutter in any commercial application worldwide. The paper will explain the development of the sampling program as well as the challenges occurred with the local geology and the specific demands of the exploration and sampling program. It will also provide an overview of the lessons learned during the 2019 season and will give an outlook to the approaches of optimization for the second phase which will be carried out in 2020.

By Ali S. Fayad

"In June 2014, Orange County Flood Control District (OCFCD) completed construction improvements of the East Garden Grove-Wintersburg Channel for a price of $42 million. Instead of the pre-existing traditional trapezoidal levee, the channel was improved with a vertical compact levee. Dubbed Soil-Mix-Sandwich (SMS), this geo-structural and environmental solution for coastal channel improvements, underlain by liquefiable soil strata, was both a design and construction innovation. It employed Deep Soil Cement Mixing (DSCM) within the confines of a hydraulically-pressed (Giken Method) sheet pile duo. SMS was unique because it incorporated both subterranean and supra-dredge-line soil mixing within a very narrow workspace. Its DSCM pattern aimed at optimum densification of the workspace and was confirmed during the construction process. It availed the DSCM sub-contractor (Hayward Baker Inc.) the opportunity to demonstrate the fitness of their huge wet-mixing machinery within a very confined access-area and introduced approximately 70,000 cubic yards of DSCM within a limited 15 foot workspace width that stretched for a mile. The sheet pile duo created a construction-enclosure that became a stay-in-place load resisting system. PROJECT CHRONOLOGY AND LOCATIONAn Orange County Flood Control District (OCFCD) project-report was commissioned to study the East Garden Grove Wintersburg channel (OCFCD facility # C05). The report examined the hydraulic conveyance of the C05 channel and was concluded in 1994 by Williamson & Schmidt. The project-report did not encompass extensive geologic studies; but it provided several alternatives for channel improvement. It recommended a single row of sheet piles as the preferred alternative for the downstream reach.The most downstream reach of the C05 channel is located in an environmentally sensitive area, in City of Huntington Beach, California, USA. Its site includes seismic chasms that surface within the C05-footprint (the Newport- Inglewood tectonic fault). Extensive deposits of liquefiable soil exist beneath the channel. Furthermore, tidal-influence prevails against the channel levee. Implementation of a successful design for channel improvement emerged after several traditional concepts were deemed unacceptable by geotechnical consultants. OC Public Works (on behalf of OCFCD) was in need of a design and construction technique that mitigated many associated risks. From these circumstances, Soil-Mix-Sandwich was born and was referred to in the rest of this discussion as SMS. OC Public Works required the SMS design concept to undergo verification by independent geotechnical consultants. SMS chronology from conception to construction can be summarized as follows:"

Jan 1, 2015

By Thomas W. Scott, Manh N. Tran

Marine environments present a range of challenges for pile construction. This paper contains a discussion on the design and construction of marine piles for a recent Toll Shipping wharf upgrade in Burnie, Tasmania. The project involved several new structures including mooring, berthing and ramp dolphins supported by driven tubular piles with rock sockets, and an onshore mooring dolphin and ramp abutment supported by bored piles. Through the project, a range of construction challenges were experienced, including availability of tubular piles, the different penetration depths of driven piles into rock, the ability to drill out sockets when the piles were raked, the difficulty in verifying the design intent, latent conditions and ship impacts. The paper will present a summary of the different factors that influenced design concepts for the structures involved in the upgrade, and the challenges involved in the design of the structures. Following this, the paper will describe the methodology used to verify the design (including a pullout test), observations made during pile construction and lessons learned on how to limit risk throughout construction.

Nov 1, 2022

By F Debidin

The progressive rise of an H-pile during driving of an adjacent pile is described in this case history in which piles 15 to 18 m long were driven to end-bearing for the foundations for a 230 m long building. The use of a reaction beam-soil anchor system for compression load tests is discussed. The results of static load tests to determine pile capacity are compared with those obtained by the Pile Driving Analyzer and by theory. Unusual high temporary compressions were observed by field control staff. Proof testing was necessary to determine the need for restriking of some piles in which rise had occurred.

Jan 1, 2010