Abstract: INTRODUCTION The bearing capacity of circular foundations on undrained clay is of fundamental importance in many geotechnical problems. In particular there are a number of designs of offshore foundations where the foundation can be treated approximately as a large circular footing, for instance some gravity bases, the spudcan foundations of jack-up units, and the more recently developed caisson foundations. In most cases the footing is not placed at the ground surface, and it is important to take into account the depth of embedment. Furthermore, the base of a spudcan is generally not flat, but approximates a shallow cone. For foundations on soft clays, the effect of the increase of strength of the soil with depth needs to be taken into account, and this is particularly important for large foundations. The purpose of this note is to present calculations of bearing capacity factors for shallow circular foundations, accounting for embedment, cone angle, rate of increase of strength with depth, and surface roughness of the foundation. The results have widespread application, particularly in the offshore industry. The soil is assumed to be rigid-plastic, with yield determined by the Tresca condition with an undrained strength su. The method of characteristics is used for the bearing capacity calculation, as described by Shield (1955), Eason & Shield (1960), Houlsby (1982) and Houlsby & Wroth (1982a) for application to undrained axisymmetric problems. Some previous results have been published for this problem using similar numerical techniques (e.g. Houlsby & Wroth, 1982b; Salencon & Matar, 1982; Houlsby & Wroth, 1983; Tani & Craig, 1995; Martin, 2001), but the study presented here involves a much more comprehensive coverage of the parameters. Where comparisons can be made with the previous solutions, the factors differ by up to about 0·5%, which gives some indication of the level of accuracy attainable with this numerical technique. Exceptionally, the rough footing results given by Tani & Craig (1995) are higher by up to about 5%, but this may be due to a problem with their numerical integration procedures (see Martin & Randolph, 2001).

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Abstract: A circular concrete cap foundation poured in-situ within a perimeter forming corrugated metal pipe set atop or within an excavated pit and enclosing a series of circumferentially spaced pile anchors. The circular concrete cap foundation supports sets of inner and outer circumferentially spaced tower anchor bolts having their lower ends anchored to an embedded anchor ring and their upper ends projecting vertically and upwardly out the top of the circular foundation to engage the base flange of a supported tower. The pile anchors are formed with perimeter corrugated metal pipes set deep in subsurface soils with cementitious material surrounding and partially bonding to a centralized steel bolt or tendon which extends through the cap foundation. The tower anchor bolts and the pile anchor bolts are both partially encased in a PVC sleeve so that the bolts can be post-tensioned. The pile anchors are in tension only and serve to pull the cap foundation down to compress the underlying ground soils.

Abstract: A prefabricated concrete panel for use in forming the walls, floor, roof, ceiling, and/or foundation of a building is provided. The prefabricated concrete panel includes a concrete slab, a metal mesh embedded in the slab, an insulating panel adjacent to a surface of the concrete slab, one or more studs, upper and lower U-shaped tracks, and one or more connectors attached to the studs. A method of making the prefabricated concrete panels and a method of constructing a building using the prefabricated concrete panels are provided.

Abstract: Introduction Shallow skirted foundations are now considered to be a viable foundation option for a variety of offshore applications. One possible application may be as a foundation for offshore wind turbines, where the loading on the foundation is significantly different from that of more typical offshore structures. The vertical load is low, whilst the horizontal load and the applied moment are large compared with the vertical load. It is necessary to determine appropriate structural and foundation configurations that will allow these environmental loads to be transferred safely to the surrounding soil. This paper presents results from a laboratory investigation of the monotonic loading response of skirted shallow foundations on sand, with particular emphasis on loads relevant to the wind turbine problem. The investigation includes varying the length of the skirt (L) compared with the diameter (D) of the foundation as well as varying the mineralogy and density of the sand deposits. Results from vertical bearing capacity tests are presented and compared with simple theoretical expressions based on standard bearing capacity formulae. Results from applied moment loading tests are also presented, from which it is possible to determine the limiting moment capacity for skirted foundations under very low vertical loads. This work forms part of a larger program of research at Oxford University aimed at defining guidelines for offshore wind turbine design (Byrne et al., 2002).

Abstract: Published under the auspices of the Schoopl of the Fine Arts, Yale University on the Foundation established in memory of Rutheford Trowbridge

Abstract: A hold-down system used to secure a building structure to the foundation, thereby enabling the building to better withstand forces like high winds and earthquakes because these forces may then be distributed to the foundation. The hold-down system is characterized as being continuous and having stackable, individual take-up units. A continuous hold-down system allows the system to compensate for shrinkage or crushing of the building's frame throughout each level of the building because the anchor of the system is always in communication with the foundation of the building. The individual take-up units are stackable allowing each level of the system to compensate for shrinkage or crushing on that level as well as adjacent levels.

Abstract: A method and apparatus for forming a concrete foundation wall. A trench is opened in the ground and a form is inserted into the trench. The form is made up of a pair of spaced-apart opposing panels, which define a cavity. The panels may be made of a thermal insulating material, which may be extruded foam insulation or, more particularly, extruded polystyrene. The panels may be supported through a combination of J-channels, spreader brackets, connecting members, and a support member. The method further includes backfilling the trench around the form with dirt and pouring concrete into the cavity. The dirt provides support for the form as the concrete is poured.

Abstract: The authors would like to express their thanks to the Walter and Duncan Gordon Foundation for its support of this project.

Abstract: Some designers have long known that elastically responding shear-wall or core-wall type high-rise structures will not overturn if the footing size is smaller than that required to resist the elasti...

Abstract: A method of constructing a pile foundation, wherein a foundation structure (1) is built on the ground (2), and has at least one through hole (4), and a connecting member (5) fixed to the foundation structure (1), adjacent to the hole (4), and having at least one portion (7) projecting upwards; a pile (3) is inserted through the hole (4); and a number of thrusts are applied statistically on the pile (3), to drive the pile (3) into the ground (2), by means of a thrust device (21), which is located over the pile (3), cooperates with a top end (22) of the pile (3), and is connected to the projecting portion (7) of the connecting member (5) which, when driving the pile, acts as a reaction member for the thrust device (21).

Abstract: Foundation systems for high-rise structures in the Perth CBD include the whole range of footing types: individual spread footings, single rafts, piles, and piled rafts Of these, raft foundations are the most common The design of raft foundations (and indeed all foundation types) relies heavily on calculations of the anticipated total and differential settlements For these calculations, the most crucial material parameters are the stiffnesses of the soils underlying the foundation In the Perth CBD, the soil types consist of interbedded layers of dense to very dense sand or fine gravel, and stiff to hard clays, overlying bedrock In the period since the 1970s, when most of the current high rise structures in the CBD were built, a number of methods of determining the soil stiffness have been used Very little information is available regarding the actual settlement performance of these structures However, two important publications from the 1970s provide back-analysed stiffness parameters from the measured performance of 4 moderate rise structures (up to 40 storeys high) and these are regarded as benchmark values The paper discusses the various methods used in Perth for determining stiffness, both ‘traditional’ and ‘modern’, and the results obtained using these methods are compared to the benchmark values Data from a number of sites, mostly at the west end of the CBD, are discussed in detail, as a number of insitu test methods for determining stiffness have been used at some of these sites, including seismic CPT, Marchetti dilatometer (DMT) and self-boring pressuremeter (SBP) Some comments are also included about stiffnesses of sands in other parts of the Perth area, compared to the CBD area

Abstract: This paper concerns the numerical modelling of shallow circular foundations. A summary of recent work in this area at Oxford University is presented. For design purposes it is almost always necessary to devise a numerical model of foundation behaviour, however simple that might be, and the principal focus of this paper is on appropriate numerical models for modern design methods. The basic principles of the models, which are based on work-hardening plasticity theory, are described, and some problems and pitfalls discussed. Future areas of development are mentioned, and example calculations are given to illustrate the application of the models to offshore foundations. Such models must, however, be validated, and the main means of doing this is by carefully controlled laboratory tests, so this paper makes extensive reference physical modelling, although there is not space to describe the details. The motivation for this work comes principally from the offshore oil and gas industry, where a number of shallow foundation types are employed that can reasonably be approximated as circular footings (Figure 1). The spudcan foundations of a jack-up are typically shallow cones, 20m or more in diameter for a large jack-up. In firm soils they rest of the surface, but in soft clays can penetrate deeply into the seabed (say by 50m in some circumstances). The multicellular foundations of large gravity bases are much bigger, say 120m across, and often with concrete skirts cutting 15m or more into the seabed. The overall plan of the cellular structure is often roughly circular. Finally suction caisson foundations, which have been used for a small number of jacket structures, are large circular structures, say 12m to 20m in diameter, embedded by perhaps half their diameter. Each of these structural types may be treated as a circular foundation, subjected to cyclic horizontal forces and overturning moments from wind and waves. Although embedded by a fraction of a diameter, they are essentially shallow foundations in which the foundation itself is of high rigidity compared to the soil.

Abstract: A pier assembly ( 20, 60 ) is provided that utilizes a rotatable shelf ( 12, 70 ) structure to place a screw jack assembly ( 15 ) under a footing ( 28 ) of a foundation.

Abstract: Within the next few years a number of wind farms will be constructed around the coast of the United Kingdom. In the first instance many of the wind turbine structures will be founded on piles. These foundations, although simple to design as they are a well-established technology, are a significant proportion of the overall installed cost for these structures; of the order of 30%. Various options are being investigated that may reduce the installed cost, and therefore increase the economic viability of these wind-farm developments. One possibility is to use skirted shallow foundations installed by suction either as a single foundation (

Abstract: Wall system structural panels (1) constituting a sandwich of two polyolefin sheets (2a, 2b) and an interior layer of glass fiberboard (3). Such structural panels (1) are used with a system of steel studs (4) and channels to form walls of high strength and light weight. These walls are particularly suitable for foundations and basements, and exhibits strength, water resistance, and insulating values far in excess of those of conventional foundation walls.

Abstract: PROBLEM TO BE SOLVED: To provide a construction method of a bridge considerably shortening a construction period. SOLUTION: While constructing a foundation part by driving steel pipe sheet piles 16, 17 constituting steel pipe piles, into the required position of the ground 10, a steel pipe column 26 is directly jointed to the head top part of the steel pipe sheet pile 16 to set up the steel pipe column 26. Since a bridge pier body 26b is constructed without constructing a footing at the head top parts of the steel pipe sheet piles 16, 17 used as foundation piles, the construction period of a bridge pier can be shortened. Furthermore, since the construction of the foundation part 15b and the construction of the bridge pier bodies 25a, 25b can be carried out at the same time, the construction period of the whole bridge construction can be considerably shortened. COPYRIGHT: (C)2005,JPO&NCIPI