Abstract: The paper presents the results of an analytical study of vertical vibrations of massive strip foundations excited by constant-force or rotating-mass type oscillators and placed on the surface of a linearly hysteretic soil layer on rock. A semianalytical method based on a direct solution of the wave equations in terms of displacements and accounting for the exact physical conditions at the rough layer interfaces and the soil surface is briefly presented. The results shown illustrate the importance of the layer depth, the rock compliance and the foundation mass on the dynamic vertical response of the foundation.

Abstract: A spherical tank is supported by a vertical skirt extending from the tank equator down to a foundation. An enclosed space defined by the spherical tank, the skirt and the foundation is made pressure tight and is connected to a pressure-regulating system, thus permitting regulation of the pressure within the space.

Abstract: Most immersed tunnels are placed in underwater trenches and add little net load to the foundation soils. Reloading settlements, compression of foundation courses and construction activities can nonetheless result in appreciable settlements of tunnel elements which can threaten tunnel alignments, joints between individual elements, or the structural integrity of the tunnel elements. This paper describes the design and construction of the Second Hampton Roads Tunnel. It provides assessment of tunnel displacements and describes the settlement performance of the tunnel. For example, settlement data from the First Hampton Roads Tunnel correlate well with those from the second tunnel. Rational methods for forecasting total and differential tunnel settlements are shown to produce reasonably reliable results when construction factors are fairly considered. Soil compressibility data for reloading are essential for such settlement analyses.

Abstract: An aseismic system for structure foundations providing fluid between a structure foundation and the ground to eliminate any friction between the two, characterized by lateral chambers limited by flexible membranes positioned between a lower slab and retaining walls and foundation chambers also formed by perimetral membranes or bands between the lower slab and the foundation proper of the structure; these chambers being filled with a fluid through ducts, the fluid pressure being regulated by valves connected to a sensor.

Abstract: A positive double cutoff wall was used to control the foundation seepage and to minimize the danger of piping, for a 107 m (350 ft) high earthfill dam founded on 126 m (420 ft) of pervious and high...

Abstract: INTRODUCTION WHAT S E E M S L I K E O N L Y Y E S T E R D A Y , 1976 to be exact, Congress appropriated $~,OOO,OOO with which the Education Directorate of the National Science Foundation was \"to develop and test methods of increasing the flow of women into careers in science.\" This may appear to be a rather tardy response to the extremely gender-distorted career pattern characteristic of American science. Be that as i t may, i t represented an opportunity for the Foundation to get seriously to work to try to rectify a situation that was becoming less and less tolerable: less tolerable because i t violated our gradually developing sense of equity, less tolerable because i t condoned the underutilization of our most valuable natural resources-human intelligence, inventiveness, and wisdom. In the first part of this paper I will sketch, quickly and impressionistically, how the NSF has responded to that opportunity by describing the array of current activities in our Women in Science Program. In the second part, I will present some of the issues that have emerged as we plan for the future.

Abstract: For a warehouse construction in Singapore, 3 m to 4.5 m depth of peaty clay overlain by 3.5 m to 6 m of medium silty clay posed a problem for the foundation construction. In order to avoid excessive settlements for the foundation and the floor slab, the methods available were to drive piles to a good bearing and suspend the flooring or to replace the highly compressible peaty clay with a better soil type which could be compacted to receive the spread footings and flooring slab. For the small column and floor loads involved, both these approaches were found to be expensive and the latter method was also impractical for the site conditions. The method of applying high energy impacts on the top of the silty clay layer overlaying the peaty clay was adopted in order that the improvement in strength and compressibility characteristics could be brought about for the peaty clay to the desired levels.

Abstract: PURPOSE: To improve the solidity between the site-cast concrete and the foundation by reinforcing the outside of the upper portion of the foundation while a projection is provided on the inner surface of the steel pipe. CONSTITUTION: A vertical hole B is excavated on the ground A and a steel pipe 2 is inserted into the upper portion of the vertical hole B. Projections 3 such as stud are planted on the inner surface 2a of the steel pipe 2. Then, the lower portion 4a of a column 4 having a base plate 8 fixed at the lower end is arranged in the vertical hole B at a penetration depth H. The column 4 and the steel pipe 2 is positioned using supporting members 10. Then, the concrete 6a and 6b are cast into the clearance between the steel pipe 2 and the column 4 to integrate the column 4 and the foundation 1. COPYRIGHT: (C)1980,JPO&Japio

Abstract: This paper is drawn from research supported by the National Science Foundation (DSI-77-21008 and MCS-78-00519).

Abstract: PURPOSE: To provide a method for building robust pier foundation wherein high resistance against upward vertical load and horizontal shearing force are obtained through prestress which is provided by passing tension member through pier foundation, thus preventing buildings from collapsing for lack of durability of foundation. CONSTITUTION: While pushing steel pipe 1 in the ground, inner earth and sand are dug out to form pier foundation hole 10, into which cage-shaped rods 5 for foundation pile are inserted. In this case, cage-shaped rods are prefitted with sheaths 6 in the longitudinal direction. Then, tension member 7 after being inserted into the sheath 6 is fitted with anchor plate at its lower end and temporarily fixed at its upper end. Concrete is placed in the hole 10 to form pier foundation pole 3, on which footing 4 and surface pole 9 are built. After applying a given prestress through tension of the tension material 7 on the upper end of the footing 4, the end is fitted to the pressure supporting plate 16 and grout is poured in sheaths 6. COPYRIGHT: (C)1980,JPO&Japio

Abstract: : Numerous structures constructed on expansive clay soil experience significant damage from differential heave and settlement. The types of structures most often damaged from heaving soil include highways, foundations and walls of residential and light commercial buildings, canal and reservoir linings, and retaining walls. The leading cause of foundation heave or settlement is change in soil moisture attributed to change in the field environment (e.g., climatic changes, prevention of evaporation beneath covered areas, improper drainage following construction and from usage requirements of the structure. This report provides background information for establishing the preliminary design of structures in swelling soil areas based on field studies conducted by the Army Engineer Waterways Experiment Station and experiences of numerous investigators. The overview includes analyses of site and soil investigations, topography and landscaping including drainage and soil stabilization techniques, and selection of the foundation and super-structure. General suggestions for remedial repair of existing structures are provided. Analyses of the movement of cast-in-place concrete piers in swelling soil are included to provide a basis for design of these foundations. Appendices include: Determination of soil suction by thermocouple psychrometers; and Prediction of pier movement.

Abstract: A tunnel is constructed so that the support structure's stability is determined by tension. As concrete (6) is produced, the composite support structure is erected behind steel formwork, with both foundations and concrete connected under pressure to a pneumatic or hydraulic pressure assembly (5), by combined action of concreting pump (15) and pressure pads (2). Pressure level and duration are such as to generate prestressing of the same level as that derived from radial secondary tension in the tunnel ridge from vertical foundation loading, and at least as great as that at half tunnel height from horizontal loading.

Abstract: PURPOSE: To support pile-driving pipes and the like in a stabilized manner and to make accurate driving by providing a working frame fitted with guide members on the upper part of a sunken caisson. CONSTITUTION: The sunken caisson 4 with the erected trunk is prepared by fixing the erected trunk 3 to the sunken caisson 2 having through holes, while a working frame 5 provided with guide members 6 is fitted on to the sunken caisson 2. The caisson 4 is carried to the destination and there it is sunken on temporarily-supporting piles 25. The pile-driving pipes 7 are inserted sequentially into the guide members 6 and the through holes. Then, the ground is excavated by inserting an excavating tool 27 into the pile-driving pipe 7 and a pile hole 8 is formed. And, concrete is placed down to the level in the through hole where the concrete is placed, and a foundation pile 9 is made. The water inside the sunken caisson 2 is discharged and the concrete is placed inside the sunken caisson 2 and also inside the erected trunk 3. COPYRIGHT: (C)1981,JPO&Japio