Abstract: A system and method for installing a pile anchor (75) using an anchor installation system (100). The anchor installation system comprising an elongated hollow anchor element (75) that is releasably attached to an installation element or installer (50). The installer can be used repeatedly for multiple installations.

Abstract: An elongated hollow member (160), as shown in FIG. 1, with longitudinally disposed external vane(s) (275A–B) for securing an offshore structure to the seafloor. The external vanes help maintain the heading and bearing of the anchor during the installation process, and may also enhance the pile anchor's holding capacity.

Abstract: A method for installing a pile anchor into the sea floor that enhances the holding capacity of the pile anchor. The pile anchor is installed at an inclined angle with respect to the sea floor, with the top of the anchor inclined in a direction opposite the lateral load applied to the anchor.

Abstract: A method for installing a pile anchor into the sea floor that enhances the holding capacity of the pile anchor. The pile anchor is installed at an inclined angle with respect to the sea floor, with the top of the anchor inclined in a direction opposite the lateral load applied to the anchor.

Abstract: A method is disclosed for installing a tubular member, having an upper end and a closed lower end, axially into and through an over-pressured region of the earth by using a mandrel to drive the tubular member from near the bottom, which results in a significant section of the tubular member being pulled through the over-pressured region. In another embodiment, a filler material is inserted into at least a portion of the tubular member, and the tubular member is driven from the upper end, with the filler material assisting the progression of the tubular member through the over-pressured region.

Abstract: A method is disclosed for installing a tubular member, having an upper end and a closed lower end, axially into and through an over-pressured region of the earth by using a mandrel to drive the tubular member from near the bottom, which results in a significant section of the tubular member being pulled through the over-pressured region. In another embodiment, a filler material is inserted into at least a portion of the tubular member, and the tubular member is driven from the upper end, with the filler material assisting the progression of the tubular member through the over-pressured region.

Abstract: An apparatus and a method for installing open-ended tubular members axially into the earth by simultaneously or sequentially driving, drilling, and jetting. A drilling string assembly is located inside the tubular member, but is supported independently from the tubular member. The position of the drill bit on the lower end of the drilling string assembly relative to the lower end of the tubular member may be adjusted so as to control the rate of penetration of the tubular member into the earth.

Abstract: A module model pile tool in situ testing of soils. The tool has an upper instrument section, a lower anchor section, and an axial slip joint located between the instrument section and the anchor section. The anchor section may be configured to model either open-end or closed-end piles. In the open-end configuration, a vent and vent valve are provided to vent trapped fluid during the initial stages of installation by remaining open only to a predetermined depth so as to permit formation of an undisturbed soil plug and to close in order to prevent fluids from being vented into the actual soil to be tested. The instrument section includes instrumentation for measuring axial loads, axial accelerations, pore water pressure, and total lateral pressure. Instrumentation for measuring axial displacement are included in the slip joint. The tool is rugged enough to permit installation by pile driving, and the instrumentation may be monitored both during and after installation.

Abstract: A method for increasing the end-bearing capacity of an open-ended pile is disclosed. The method comprises first determining the quantity of granular material necessary to insure full mobilization of the available capacity of the soil at the tip of the pile. The granular material is then inserted within the pile on top of the soil column, thereby causing the column of granular material to plug or lock-up within the pile during transient loading and thus mobilize the available capacity.