Municipal waste combustor (MWC) bottom ash from mass-burn (MB) and refuse-derived-fuel (RDF) facilities was evaluated for potential use as highway fill material. MWC bottom ash exhibits acceptable shear and deformation characteristics for many highway applications. RDF ash contains a lower metals percentage than MB ash. The specific gravity of both ashes was found to be a function of metals content. Moisturedensity relationships and unconfined compressive strengths were found to be a function of compaction energy and moisture content. Allowing compacted ash to age increased its unconfined compressive strength. Stress-strain characteristics of both ashes are similar to those of sands. Cohesion exists possibly because of pozzolonic reactions in the bottom ash. The angle of internal friction increased with compacted density. Elastic moduli are a function of density and confining pressure. RDF ash was found to be twice as stiff as MB ash. California bearing ratio results greater than 100 indicated that MB ash could be utilized as road base, and values between 25 and 95 indicated that RDF would be acceptable for use in subgrade and subbase. Bearing ratio results were highly dependent on moisture conditions. Both ashes exhibit little to no swell and should not cause field problems during saturation.

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The purpose of this investigation was to experimentally measure and then to evaluate the influence of different loading conditions on the vertical holding capacity of marine anchors embedded in a saturated sand and in a saturated clay. Small and medium scale indoor laboratory and outdoor tests employing controlled static and cyclic loading patterns were conducted. The experimental data was utilized to develop the presented design curves. PREVIOUS INVESTIGATIONS The prediction of the vertical holding capacity of an anchor comprises a soil-structure interaction problem. The early theories for this prediction were based on assumed simple shapes for the failure surfaces. The concepts of the friction cylinder and the weight of cone methods, for example, are WBll described by Baker and Konder (1966). It is generally agreed that the observations of the shapes of the failing soil masses do not match either of these simple shapes and. Furthermore that these methods usually overestimate the holding capacity of deeply embedded anchors. Baker and Konder (1966) considered theoretical failure mechanisms for a plate anchor. They recognized that the failure mechanisms for shallow and deep embedment cases were different. A shallow case exists when the depth of cover is the limiting factor which controls the holding capacity; otherwise, a deep case exists. Bemben and Kalajian (1969) agree with this differentiation between failure mechanisms. Balla (1961) and Mariupol'skii (1965) each developed theoretical equations, for shallow case failures, which were each tied to model test observations of the breaking out soil mass. Mariupol'skii (1965) and Vesic (1969) each developed theoretical equations, for deep and shallow cases respectively, which were based upon cavity expansion principles. Balla introduced the relationship, A, between the depth, D, and the diameter, B, of the anchor such that: (Mathematical equation available in full paper) Sutherland (1965) investigated model anchor tests in sands and related the holding capacity stress on the anchor surface, qf' to a breakout factor, N, which is dependent upon the friction property of the sand, and which is related to the surcharge effective stress existing prior to the placement of the anchor, yD, by the equation: (Mathematical equation available in full paper) Meyerhof and Adams (1968) used a similar total stress analogy, qu where the breakout factor, N, is applied to the undrained shear strength, c, of a cohesive soil and where reference is made to the surcharge total stress existing prior to the placement of the anchor by the equation: (Mathematical equation available in full paper) If the holding capacity stress on the anchor surface, qu, should happen to be related to the undrained shear strength, c, of a cohesive soil by a breakout factor, NU' but not to any surcharge stress term, then these authors note that the latter relationship is then expressed by the equation: (Mathematical equation available in full paper) Two reviews of these and other previous works, which are all concerned with static loading, were recently presented by Kalajian (1971) and Kupferman (1971).

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High-displacement piles have rebounded significantly while undergoing an extremely small permanent set per hammer blow in certain soils. This phenomenon, called high pile rebound (HPR), has occurred in many areas of North America. The Florida Department of Transportation identified HPR at six sites in Florida during the process of driving square, precast, prestressed concrete piles into saturated, fine silty-to-clayey sand and sandy-clay soils. Data on pile driving analyzer deflection versus time were used to develop strong correlations between fines content, uncorrected standard penetration test blow counts (NSPT), pile displacements, and rebound. The correlations developed in this study allow the geotechnical engineer to predict whether HPR will occur at a proposed site at which high-displacement piles are planned for driving by a single-acting diesel hammer. A design equation relating pile rebound to NSPT and fines content was developed. The correlations showed that permanent set and rebound were a direct function of NSPT and fines content of the soil at the pile tip. The design equation provides a methodology that allows prediction of HPR during the design phase.