Abstract: The proceedings of the 1989 ASCE Foundation Engineering Congress (entitled Foundation Engineering: Current Principles and Practices) address advances in the state-of-practice and in research and development among those involved in the exploration, analysis, design, and/or instruction of foundation systems. The 117 contributed papers and 6 invited theme lectures provide a broad-based discussion of geotechnical, geological, structural, and construction aspects of foundation engineering. Some of the topics addressed are collapsible soils; jet grouting; rock excavation; load transfer in deep foundations; barge dock evaluation; and high capacity caissons. Overall, these papers provide an excellent permanent addition to the literature on foundation engineering.

Abstract: The role of modern geotechnical analysis in foundation design is reviewed, and analysis methods are classified into three categories, depending on their level of sophistication. The benefits of using a soundly-based theory to better understand foundation behavior are emphasized, with particular reference to the case of a laterally loaded pile. Two case histories are then studied in detail, in order to examine the sensitivity of performance predictions to the method of analysis used, the soil and pile parameters selected, and the idealization of the soil profile adopted. It is shown that the choice of the method of analysis is less significant than the selection of the strength and deformation parameters of the soil and their distribution with depth.

Abstract: This synthesis will be of interest to geotechnical engineers, highway designers, construction engineers, planners, and others interested in constructing or widening highway embankments on problem foundations. Information is presented on site investigation and testing and on the various construction alternatives that are available when a highway must cross a problem foundation site. Construction over problem soil areas requires extensive site investigations and comparative design analyses to evaluate alternatives. This report of the Transportation Research Board updates and expands synthesis 29, which was published in 1973. It discusses the treatments and construction procedures that can be used to construct highway embankments over areas of soil that would otherwise not support such embankments. It describes site investigations, design analyses, and the kinds of treatments currently being used, including where they are applicable and the advantages and disadvantages of each.

Abstract: An earthquake-proof structure is supported on a foundation by a seismic shock absorption system adapted to isolate the structure from movement of the foundation The shock absorption system comprises a plurality of elastomeric pads supporting the structure on the foundation to isolate the structure from horizontal and vertical movements imparted to the foundation when the ground areas surrounding the foundation are subjected to seismic activity The elastomeric pads are secured between the structure, such as a building, and the foundation The shock absorption system is adapted for use on level ground, as well as for side-hill applications

Abstract: The Jackson Lake Dam was constructed in 1917 in the Grand Teton National Park near Jackson, Wyoming. The dam was a hydraulic fill placed on a natural alluvium and outwash foundation. The Bureau of Reclamation (Burec) determined that the dam and its foundation would be susceptible to liquefaction and failure during a potential earthquake; a series of contracts was let to remove and replace the dam with a compacted fill and to improve the dam's foundation to depths of up to 110 feet (33 meters). After considering a number of options, the Burec selected deep soil mixing (DSM) as the method to improve the subsoils and to install an upstream cut-off wall. The DSM method appears to have great promise as a method for creating deep foundations, retaining walls, areal soil improvement and even underwater foundations.

Abstract: The prefabricated creep foundation in accordance with the invention is a building system for the laying of the foundations for a heated building with a beam structure above an enclosed, unventilated creep space. The foundations are constructed from base plates made of concrete, foundation beams (12) made of concrete with internal cellular plastic (32), and ventilation grids (21) for ventilation. The foundation beams (12) consist of an externally reinforced high concrete slab with thick, cast-on cellular plastic insulation (32) on the inside. The creep space can be inspected more easily thanks to the considerable height of the foundation beams. The thick cellular plastic insulation (32) on the foundation beams (12) enables surplus heat to be utilized, so that the laying of the foundations can take place at a reduced foundation depth. The foundations can be laid using a crane, and can be adapted to the requirements of the project. The invention also relates to a method and means for the production of elements from which the foundations can be constructed.

Abstract: The invention features a beam hanger for use in combination with a precast foundation wall unit. The beam hanger allows for the mass production of identical foundation wall units, since it can be placed at regular intervals along the foundation length. The beam hanger eliminates the requirement for precast beam pockets that prevent identical, mass production wall units.

Abstract: Several case histories are examined to evaluate building damage as a function of the foundation type and type and amount of ground displacement. Extensional or vertical ground displacements greater than about 0.1 m across a single fissure or narrow zone are capable of fracturing most slab or perimeter-footing foundations. Displacements of 0.3 m or more of these types have generally caused severe to irrepairable damage. Reinforced concrete perimeter foundations have withstood up to 0.3 m of compressive displacement without fracture of the foundation. Piles that penetrate a zone of horizontal deformation may deform to accommodate displacements of a few tenths of a meter without fracture.

Abstract: Funding was provided by the National Science Foundation under Grant Number NSF OCE-8800620 and the Department of Energy under Grant DE-FG02-88ER60681.

Abstract: 1. Introduction. 2. General Characteristics of Rock Masses. Geological structure. Physical properties. Mechanical properties. 3. Site Investigations. General remarks. Cartographic measurements. Geophysical methods. Geological mapping. Exploratory excavations. 4. Determining the Properties of Rocks and Rock Masses. General remarks. Properties of rocks - laboratory tests. Properties of rock masses - field investigations. 5. Models and Geotechnical Classifications of Rock Masses. General remarks. Physical models. Mechanical models. Geotechnical classifications. 6. Distribution of Stresses in a Rock Mass. Examples of analytical solutions for the distribution of stresses and displacements. Numerical methods. Studies on the distribution of stresses and displacements by using physical models. 7. Failure of Rocks and Rock Masses. General remarks. Failure of rocks. Failure of rock masses. 8. Hydraulics of Rock Masses. General remarks. Flow of water through joints in a rock mass. Methods for modelling flow in rock masses. 9. Engineering Problems. General remarks. Stability of a dam foundation. Stability of slopes. Stability of underground structures associated with hydrotechnical projects. Stabilization of rock masses. Monitoring the behaviour of rock masses during construction and exploitation of structures founded on them. Subject Index.

Abstract: Data are presented for thirty-three geotechnical centrifuge models of reinforced soil retaining walls in which the effects on wall behavior of foundation and retained fill are studied. The results indicate that the retained fill has little influence, but that the effect of the foundation is considerable, although it is usually underestimated in practice.

Abstract: Funding was provided by the National Science Foundation through grant Number OCE 87-16509.

Abstract: This article discusses a possible alternate foundation system for a tension leg platform (TLP) in deep water. It was developed through Tecnomare S.p.A. for Agip S.p.A. during a feasibility study of a site located in the southern Adriatic Sea having a water depth of 827 m. The system is a combination of a pile‐gravity foundation, with relatively short (≍20 m) steel piles of very large diameter (6 to 12 m) called “superpiles,”; which are closed at the top and open at the bottom. The superpiles are installed in soft soil under the effect of self‐weight and active suction. Permanent tension of the TLP tendons is equilibrated by self‐weight only; tension due to wave action is equilibrated by the weight of the soil inside the superpiles. In fact, a pulsating tension applied to the superpiles generates a suction in the pore water that tends to keep the soil plug inside the cylinder and prevents the cylinder as a whole from being extracted from the (impervious) foundation soil. The results of analyses of...

Abstract: PURPOSE:To make it possible that the concrete placement of a foundation pile is easily performed by forming a hardly permeable wall structural body in the form of horizontal grid from the lower end to the upper end in the subsurface layers, as well as forcing the foundation pile to penetrate till the lower end of the part of multiple subsurface layers surrounded by a grid mesh shaped part. CONSTITUTION:A hardly permeable wall structural body 1 in the form of horizontal grid is formed in the surface ground A wherein the soft ground layer or the ground possible to liquefy are formed, and an improved ground 3 is formed with the structural body 1 and subsurface layers parts 2 surrounded by the grid mesh shaped part of the structural body 1. Then, reinforced concrete foundation piles 4... are constructed in the multiple subsurface layers parts 2 surrounded by the grid mesh shapes parts by forcing their lower ends to penetrate into the middle layer support ground B formed with a clay layer, etc., or the ground not possible to liquefy. Then, a foundation slab 6 is provided on the crests of the constructed foundation piles 4..., and a heavy weight structure 7 such as a super-multistoried building, etc., is constructed on the foundation slab 6.

Abstract: PURPOSE: To make it possible to construct a foundation pile having bearing power suitable to differences of soil layers by driving knotted concrete piles, superior in peripheral surface bearing power, into the lower layer of the soil and a cylindrical pile, having large flexural strength, into the upper layer, and by connecting both piles each other. CONSTITUTION: A knotted pile F is driven in to the ground with a diesel pile hammer 10 or the like and when deep driving is required, extension is made with additional knotted piles F1 driven in and connected thereon. Then a cylindrical pile P is driven in, being connected to the knotted pile with an end connector 4. Void spaces around the piles, created by driving in of knotted parts 2 of the knotted piles F, are then filled with filling materials such as gravels 11, sand or crushed stones. As excessive pore water pressure on an occasion of earthquake can be dissipated by drainage effect of the filling materials, construction of strong foundation piles can be made possible. COPYRIGHT: (C)1990,JPO&Japio

Abstract: The uncertainties encountered in the evaluation of foundation stability for four offshore gravity structures in the North Sea are reviewed. The uncertainties include those about the load, the material type, the material strength, and the analytical method. The means and coefficients of variations of these are used as inputs to compute the mean and coefficient of variation of the safety factor and the reliability index. The latter are used to assess the effect of various options in site exploration and strength measurement on foundation reliability. Key words: foundation, gravity platforms, offshore structures, probability, reliability, shear strength, site investigation, stability.

Abstract: PURPOSE:To recover an underground heat and to accumulate a remaining heat, by a method wherein a piping for heat exchange is inserted in a foundation pile built for supporting a building. CONSTITUTION:A piping 5 for heat exchange is installed in a cast-in-place pile 12 for supporting a footing 2 together with a longitudinal reinforcing bar 3, and a hoop reinforcing bar 4. The piping is coupled to a heat accumulating tank 10 on a ground, and heat is recovered as water, a heating medium, and air are circulated with the aid of a circulating pump 9, and simultaneously a remaining heat on a ground is also accumulated. The piping 5 for heat exchange is inserted in a concrete pile 7 and a steel pipe pile 8, and the inner space of the pile is filled with sand or gravel 6.

Abstract: This report describes a research study in which techniques were developed for prediction of underseepage conditions for special cases of levee and foundation geometry. The differential equations for levee underseepage were derived and programmed in finite difference form for three special cases of boundary conditions. The developed programs allow analyses that are not restricted to the boundary conditions assumed in the conventional, closed form solution, i.e., two foundation layers of uniform thickness with horizontal boundaries.

Abstract: Mitigative alternatives for collapsible soil sites are reviewed considering shallow, as well as deep, collapsible soil deposits. In the case of deep soil deposits the overburden pressures alone are adequate to generate significant collapse settlement; for shallow deposits the structural loads are the more significant contributor to the collapse. Some of the case histories reported relate to site improvements or foundation design modifications which occur after construction of the facility, whereas other case histories relate to mitigating measures taken before construction.

Abstract: A test system for caissons, piles and the like provides an improved way of testing the load bearing capabilities of such inground foundation elements. The test method involves supporting an inertial mass e.g. of concrete rings (30) on the upper end of a columnar foundation element (10) that is installed in the ground and generating in a chamber defined between the underside of the inertial mass and the upper end of the foundation element over a limited duration a propellant gas pressure sufficient to accelerate the inertial mass upwards away from the upper end of the foundation element and at the same time to produce a downwards reaction force of a predetermined desired magnitude on the element. The rate of increase of fluid pressure is controlled such that thereaction force does not damage the foundation element. The magnitude of the downwards force and the response of the foundation element are measured by suitable instrumentation.