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By Morgan NeSmith

The Port of Palm Beach is a full-service landlord port in Riviera Beach, Florida. The port and its tenants process more than $14 billion in commodities. About 80% of these are exports, which makes the Port of Palm Beach one of only 16 "Export Ports" in the U.S. More than 2.5 million tons of cargo move through the port every year. Ozinga, a fourth-generation family- owned construction materials company, has supplied ready-mix concrete for commercial, residential, public works, landscaping and excavation projects from several of its Florida locations. It planned to build a one-of-a-kind cement storage facility to receive and store international ship- ments of cement for transport to other facilities for the production of ready- mix concrete. Dome Technology, of Idaho Falls, Idaho, designed and constructed the 125 ft (38 m) diameter storage facility. The design and working volume of cement for the facility was just under 27,000 cu ft (765 m3). The design loads required to be supported by the foundation system are shown in this table:

Apr 1, 2023

By J. L. Liu

Long-term maintained load test on the bored pile group in unsaturated silty soil has been carried out. And the research on the time effects of bearing behavior of pile group has been done by the method of installing pressure cells and reinforcement stress gauges for measuring the soil reaction beneath the cap and the pile bottom as well as the shaft resistance. The test shows that, within a certain duration after loading, the soil reaction beneath the cap and the pile point resistance increase with time; but the shaft resistance decreases. The load distribution among the pile tops in the group tends to be even with time. The shaft resistance redistributes along the pile shaft with time, that is, getting less in the upper part, getting larger in the middle. The redistribution does not tend to stop till the distribution in both upper and middle part becomes to be uniform. The load-bearing conditions of soil beneath the cap of pile group and the variation in time effects with related factors also have been discussed.

Jan 1, 2010

By H. R. Shen

Cushion materials are one of the most important links in an efficient piling system. In the past, little has been done in China on this problem, so engineers are still used to those traditional woods, papers and coir ropes. In this paper, the SOA of piling cushions, their testing method and parameters used in wave equation analysis for piling are briefly reviewed. The static and dynamic mechanical characteristics of 3 types of cushion material have been determined in laboratory and suggestions about testing method and evaluation of test results are given.

Jan 1, 2010

By Kyle A. Kershaw

The City of Grand Forks, North Dakota obtains drinking water from both the Red River and Red Lake River through a system of raw water intakes, shallow pipelines, and pump stations. However, during flood events, the City often loses access to the system, as evidenced during the record flood event in 1997. As a result, the City decided to construct a new gravity raw water intake system, including a pump station at the base of a 65-foot-deep, 60-foot-diameter caisson, behind a new levee system. Because of high design flood elevations and connectivity of river head to underlying soils, uplift resistance was required for the caisson. A total of 37, 2-foot-diameter, augered cast-in-place (ACIP) piles were chosen to provide uplift resistance. Because of the difficulties associated with installation of piles within the confined space of the constructed caisson and basal stability concerns, installation was completed from the existing ground surface to a depth of 120 feet. Several design and construction issues arose, including squeezing ground during pile installation, placement of long reinforcing bars, and installation of a dual material pile. A dual material pile was required to ensure that the ACIP pile below the base of the caisson was structurally sound and the pile above the base of the caisson could be easily excavated during sinking of the caisson. This paper discusses the solutions to each of these issues, as well as construction sequencing, load testing and integrity testing of the ACIP piles, and the successful completion of the project.

Jan 1, 2003

By John Y. L Chen

This paper presents full-scale instrumented pile static compressive and tensile load tests to be conducted in the area of Pearl Harbor, Hawaii. Thousands of piles have been installed to support the existing piers and wharves in the Pearl Harbor area. Due to the absence of bedrock within practical depths, most of the piles use combined friction and end bearing. A new 925 feet (282 meters) long and 50 feet (12 meters) wide reinforced concrete wharf supported on pile foundation is planned. This paper will present results of soil investigation, laboratory testing, dynamic load tests during indictor pile driving and static pile load tests. The subsurface conditions consist of soft harbor sediment, young alluvium deposit, volcanic tuff rock formation and stiff old alluvium deposit. The load test piles consist of 20-inch (508 mm) square and 24-inch (610 mm) octagonal pre-stressed, pre-cast concrete pile and instrumented with embedded strain gauges. The length of the piles ranges from about 50 to 125 feet (15 to 38 meters). The test pile program consists of probing, driving indictor piles, dynamic load tests during indictor pile driving and static load tests. The standard loading procedure method was used during static pile load tests.

Jan 1, 2002

By William F. Loftus

When high capacity diameter pipe piles are driven open-ended into the underlying bedrock, the material gathered inside the pipe often must be excavated to allow concrete to be placed within, in a clean environment. This paper discusses a method of dealing with this ?to be excavated material - the contaminated soil of the Harlem River in New York City, USA.?

Jan 1, 1996

By M. Nomura

This paper describes the results and field measurements of two long-term observation tests and two short-term loading tests to confirm the effectiveness of NF piles in reducing negative skin friction. All the test piles were equipped with strain gauges, allowing measurement of the compressive axial forces in the piles. These test results prove that NF piles are effective in reducing the negative skin friction to an insignificant value. Some examples of the design procedures used in Hong Kong and Japan are also presented.

Jan 1, 2010

By K. J. Yang

Based on investigations and model tests combined with pile foundation on Code compilation of drydocks, we present this report to give informations against uplift pressure of piles beneath floor of drydock. In a same kind of soil, we have got comparative tests results with single pile and pile group, and the latter was performed at different spacings, different embedded depths and different number of piles in the group. Having analyzed through the results, there are some new understandings of regularity about failure mechanism and uplifting capacity of single pile and pile group, as well as optimum embedded depth of pile foundation. The results of research approach to measured values of full-scale and model tests at home and abroad, it has been placed into the Design Code of Drydock in China (1985), and can give a reference to design of pile foundation at sea and on land under uplift loading.

Jan 1, 2010

By George M. Filz

Restrained basement walls and unrestrained but massive concrete walls on rock foundations experience very small movements in response to lateral earth pressures. Such walls are often designed using at-rest earth pressures without consideration of either compaction-induced lateral pressures or vertical shear forces resulting from compression of the backfill in response to self-weight. Compaction-induced lateral earth pressures can be detrimental to the integrity and stability of retaining walls. For example, the lock walls at Eisenhower and Snell Locks on the Saint Lawrence Seaway near Massena, New York, were damaged by compaction-induced lateral earth pressures, and an extensive rehabilitation program was necessary to ensure safety of the locks. Vertical shear forces, on the other hand, can be beneficial to stability because the downwards-directed vertical force tends to counteract the overturning moment from lateral earth pressures. The contribution of vertical shear forces is not included in most modern analyses of non-moving walls, but Terzaghi used this effect in his design of a high concrete retaining wall at Fifteen Mile Falls Dam. The lock walls at Eibach Lock on the Main-Donau Canal in Germany were instrumented for both lateral and vertical stresses applied by the backfill to the wall, and the resulting measurements show that vertical shear forces from the backfill were significant and persistent over the multi-year period that the wall was monitored. Other data from pilot-scale retaining walls confirm the existence of both compaction-induced lateral earth pressures and vertical shear forces. These forces should be considered in design of non-moving walls.

Jan 1, 2003

By K. Fujita

In order to deal properly with the fundamental aspects of pile construction, the following problems and their solutions are introduced: For driven piles - stresses, damage, movements of surroundings, compaction of ground, deviation of pile direction and location, selection of pile hammers and penetrability of piles are important factors. For drilled piles -loosening of the ground, supports for boreholes, minimizing ground loosening and defects are critical items. Attention should be given to changing soil characteristics. Also, supervision by experienced engineers and good workmanship by skilled laborers are recommended to ensure the quality of the piles.

Jan 1, 2010

By H. Mori

This paper describes a new borehole loading test using a self-boring instrument appropriate for dense sandy soils and stiff clayey soils. The results of loading tests for the bearing strata of deep foundations according to this method are also presented. This method has been applied to the study on the settlement behavior of heavy foundations resting on dense sand, stiff clay or soft rock in Japan.

Jan 1, 2010

By J. P. Powers

Methods for dewatering and the control of ground water for construction and mining are discussed, including open pumping; predrainage with deep wells, wellpoints or other systems; cutoff or exclusion of water by steel sheet piling, slurry concrete walls and slurry trenching, grouting, ground freezing, compressed air, slurry shields and earth pressure balance shields. Criteria are given for the selection among the methods for a given project. Unwanted side effects of dewatering are listed, with procedures for evaluating and avoiding them, by cutoff or artificial recharge.

Jan 1, 2010

By G. G. Meyerhof

The paper reviews the state of the art of estimating the bearing capacity and settlement of pile foundations in sand and clay soils, including the effects of pile installation, scale effects of pile size and embedment and non-uniform soil conditions. The lateral resistance of pile foundations and effects of eccentricity and inclination of the load on the bearing capacity and movements of pile foundations in sand and clay are considered on the basis of some recent investigations.

Jan 1, 2010

By R. K. M. Bhandari

Geotechnical investigation for a LPG plant located in Assam state - an area of high seisimicty - revealed a layer of loose to medium silty sand susceptible to liquefaction at some depth below the finished ground surface. Liquefaction analyses were carried out using simplified Seed's approach as well as considering the progressive buildup of pore pressures with cyclic earthquake loading. Seismic settlements were computed for areas where the analysis indicated partial liquefaction. Pile foundations in areas where complete liquefaction was indicated, were treated with gravel drains to prevent buildup of pore pressures. The paper presents and discusses the liquefaction analyses, effect of non-liquefiable overburden soil on the liquefaction potential of the silty sand and the remedial measures that have been taken to ensure safety of the pile foundations in transmitting vertical and lateral loads.

Jan 1, 1996

By Dennis Nottingham

Increased interest in seismic soil liquefaction and preventative soil stabilization sets the stage for improved deep compaction methods using pile driving techniques. In 1971 L.B. Foster Company personnel patented a method of deep compaction using a vibratory pile hammer and pile probe. The technique had some success, but did not produce consistent results and thus found its way to obscurity. Other patents attempted to modify the technique by various probe modifications, but again without measurable improvement from a practical point of view. Solutions to economical deep compaction up to 100-foot depths particularly in saturated granular soils would have a great impact on the construction industry and new bulkhead structures being developed, thus PND was prompted into related research and development. The advent of higher horsepower vibratory hammers, coupled with PND engineers' experiments, observations and measurements, led to an "H" pile probe design which has produced measured soil density improvements up to 250% using SPT "N60" values as a measure. Case histories of two projects involving extensive SPT soil sampling comparative measurements will be discussed along with findings that led to the compaction success. Applications to numerous modern "Open Cell" bulkhead projects will be presented and discussed.

Jan 1, 2004