Abstract: Results of small-scale laboratory model tests to determine the ultimate bearing capacity of a strip foundation supported by sand with multiple layers of geogrid reinforcement are presented. Tests were conducted with only one type of geogrid and a sand compacted to one relative density. The embedment ratio of the foundation was varied from zero to 0.6. It is found that, for the given reinforcement-depth ratio, the bearing capacity ratio with respect to ultimate load increases with embedment. The relationship between the bearing capacity ratio at ultimate load and at limited levels of settlement (less than or equal to 5% of foundation width) is also presented. The bearing capacity ratio at limited levels of settlement is smaller than the value at ultimate load.

Abstract: A threedimensional boundary element technique for the earthquake analysis of arch dams is presented. The dam and the foundation rock are assumed to be viscoelastic domains, the latter being boundle...

Abstract: British Petroleum (89-A-1204); Defense Advanced Research Projects Agency (AFOSR-90-0083, ONR-N00014-92-J-4015); National Science Foundation (IRI-90-00530); Office of Naval Research (N00014-91-J-4100); Air Force Office of Scientific Research (90-0083)

Abstract: Droughts since 1971 have been responsible for foundation problems associated with clay soils. The effect has been to face insurance companies with claims running into millions of pounds. Although methods exist for defining the relative risk of such damage from one part of Britain to another, based on an analysis of the location of clay soils, there is a likelihood that the climatic changes predicted will cause an increase in the frequency of damaging drought events. Insurers will need to take this into account when assessing their needs in terms of reserves required to meet future claims.

Abstract: A major departure from traditional foundation practice for steel jackets has been developed based on the experience with skirts for huge concrete gravity platforms. The method, using plate-skirt foundations or perhaps better described as “skirted mudmats” or skirtpiles, will provide bearing capacity for compressive loads in the same way as gravity structures. Overturning uplift forces will be resisted by suction. This is a new concept in sand, and has been verified by offshore field tests and onshore laboratory tests. This is a description of the philosophy and efforts behind the development. The principles will be applied for the Europipe riser platform at Norwegian block 16/11.

Abstract: Laboratory model test results for permanent settlement of a shallow square foundation supported by geogrid-reinforced sand and subjected to cyclic loading are presented. During the application of the cyclic load, the foundation was subjected to a sustained static load. Tests were conducted with only one type of geogrid and at one relative density of compaction of sand. Based on the model test results, the nature of variation of the permanent settlement of the foundation with the intensity of the static loading and the amplitude of the cyclic load intensity are presented in a non-dimensional form.

Abstract: The following lectures give a short indroduction into modern continuum mechanics. The presentation omits many details and should motivate the reader to study the references.

Abstract: A foundation, a footing of a foundation, and a method of constructing a foundation for a light gauge steel building structure wherein the footing has a vertical post portion with a foot portion secured to its lower end and a connecting portion extending form its upper end The connecting portion is in the form of a pair of spaced light gauge steel strips extending on opposite sides of a foundation sill plate and having a sufficient vertical extent to allow securement of the strips to the foundation sill plate member at variations in the relative vertical disposition of the footing and a horizontally leveled foundation sill plate member This variation is also accommodated by using self-tapping, self-threading screws that are secured through the connecting portion strips at locations determined after setting of the footings in relation to the relative positioning of the footings and the foundation sill plate members Wind anchors may be set and applied to the foundation sill plate members if necessary or required The foundation sill plate members provide a base on which channel tracks of a light gauge steel building is then erected

Abstract: The paper reports the findings of an investigation of existing concrete structures built using fly ash concrete. The structures include two reinforced concrete road bridges, a reinforced concrete water-retaining structure, 3 mass concrete dams, a sea defense wall, and reinforced concrete foundation blocks. The age of the structures ranged from 2 to 33 years. In addition to fly ash concrete, comparable ordinary portland cement (OPC) concrete was available for sampling at all the locations. Measurements of a range of properties were made on concrete cores from the structures. Generally, the fly ash concrete showed improved properties when compared with similar OPC concretes. The details of the study are described. The study results indicate that the performance of the concrete in these structures was not adversely affected by the partial replacement of OPC by fly ash and, in many cases, significant improvements were observed.

Abstract: PURPOSE: To reinforce a bearing capacity of a foundation ground in a soft ground by enveloping an outer peripheral surface of large-sized gravel piles prepared under a post of a structure with a material having a specified strength and durability. CONSTITUTION: With an earth drilling machine or the like, a pile hole 2 is excavated in a soft ground A under a post where the load of a structure is concentrated. A bag-attached cage 5 made of a mesh sheet is mounted to a reinforcing bar frame 3 and inserted into the pile hole 2. Then, gravels 6 are filled in the cage 5, thereby building a gravel pile. A gravel mat 7 is spread to a foundation where blind concrete is cast on the mat 7, thereby building up a structural skeleton B in the order of a pressure resistant board 8 and an underground beam 9 and the foundation. Then, when this is aplied to a soft cohesive soil gound, if the other part which excludes a soil improvement pile sinks, the load is concentrated on the gravel pile made of large-sized gravels 6 so that the gravel pile 6 is bulged horizontally so that it may work again as a direct foundation as a whole and stabilize the foundation ground gradually. This construction makes it possible to reinforce a bearing capacity of the foundation ground. COPYRIGHT: (C)1994,JPO

Abstract: A retrofit foundation system for bolting a sill plate to a foundation including, an upper piece member having a first upper portion for lying against the sill plate for bolting to the side of the sill plate and having a second portion extending outwardly from the side of the sill plate along the top of the foundation and extending past a side wall of the foundation. A lower piece member has a first lower portion for lying against the side of the foundation for bolting to the side of the foundation and has a second portion extending outwardly from the side of the foundation at the top of the foundation and with the outwardly extending portions of the upper piece member and the lower piece member lying adjacent to each other along a plane substantially parallel to the top of the foundation. The outwardly extending portions of the upper and lower piece members are attached together to transfer any external forces from the sill plate to the foundation.

Abstract: An open cutting to construct a raft foundation right after the first excavation, and to use the raft foundation as a work stage for constructing ground and basement floor slabs by fixing floor-forms to the top-slab thereof. As the raft foundation is lowered, the bracing appliance is fixed to the bottom slab of the raft foundation to give support to the retaining wall.

Abstract: ion of an object’s status, phase, mode, or situation. An object may be in several different Figure 2.3 Sample state net states at any time. For example, an order object may be in the Customer Waiting and theUnpaid state at the same time. Transitions are the means by which objects leave and enter states. A transition consists of a trigger and an optional action. Triggers, which are in the top half of transition rectangles, describe the conditions or events that cause a transition to fire. Actions, which are in the bottom half, describe what an object does when a transition fires. A transition is enabled when an object is in all states of a conjunction of prior states. Usually, this amounts to an object being in one of the prior states, since prior-state conjunctions often include only one state. An enabled transition fires when the trigger holds. After firing and performing the transition’s action an object enters all states of a conjunction of subsequent states, which often consists of just one subsequent state. Transition [1] in Figure 2.3 says that if an order object is in the Open state or

Abstract: Deficiency investigations were undertaken at Hugh Keenleyside Dam, near Castlegar, British Columbia, to identify the nature and sources of foundation defects responsible for high uplift pressures under a section of the concrete dam. Several techniques employed in the investigations proved particularly useful in delineating the defects. These were temperature surveys and chemical analysis of flows from pressure instruments and foundation drains, air-injection tests, foundation coring and installation of additional piezometers. A comprehensive program of pressure response testing of cells, piezometers, and drains was also carried out to establish the interconnections within the rock foundation. Detailed assessments of construction records to assemble relevant geological and foundation conditions, foundation excavation, preparation, and treatment aspects, and particular structural foundations were vital in discerning the cause for the high uplift pressures. Piping of a relatively thin, upstream, impervious t...

Abstract: Large amplitude free vibrations of a clamped shallow spherical shell on a Pasternak foundation are studied using a new approach by Banerjee, Datta, and Sinharay. Numerical results are obtained for movable as well as immovable clamped edges. The effects of geometric, material, and foundation parameters on relation between nondimensional frequency and amplitude have been investigated and plotted.

Abstract: PURPOSE: To minimize the number of components to be used and a required manpower, and reduce a construction period for the execution of foundation work in terms of foundation joint fittings to be used when installing equipment, such as a motor or a control panel to foundation concrete. CONSTITUTION: This foundation joint fitting is provided with a base plate 21 and an anchor unit 22 which extends vertically from the rear side of the base plate and capable of screwing a fixing bolt 29 from the front surface of the base plate 21. A foundation construction method which uses the joint fitting is designed to lay the anchor unit 22 underneath and arrange the foundation joint fitting at a specified position to which foundation concrete 4 is cast and then to place the foundation concrete 4 by exposing the surface of the base plate 21. COPYRIGHT: (C)1995,JPO

Abstract: Foundation arrangement for an offshore framework construction or subsea installation for use in oil or gas operations and the like, in particular where the seabed consists of relatively solid sand or of clay, and the framework construction or subsea installation comprises a number of separate legs (8) being rigidly connected to each other and having each a separate foundation on the seabed. Each of at least three separate legs (8) is provided at its lower end with at least one downwardly open chamber (3) which in a manner known per se comprises side walls or skirts adapted to penetrate down (5) into the sand or clay seabed. The chamber or chambers (3) at each leg (8) has (have) an associated suction or pump means (7) which can be individually controlled for establishing a sufficient, relative underpressure in each chamber (3) to withstand a predetermined upward force acting through the leg (8) concerned.