The rapid consolidation and compaction method comprises (i) first driving a hollow pipe, (ii) driving a pipe with a removable end plate after filling and compacting the sandy material in it, through the hollow pipe, to required depth, creating high excess pore-water pressures in the range of 50 to 300 KPa in clayey soils, (iv) pulling out the pipe section leaving behind the removable end plate and thereby installing porous displacement piles which allows dissipation of the excess pore-water pressures horizontally to the porous displacement pile, in which the excess water flows out vertically to the ground surface, and (v) the length of the drainage path is reduced to half the spacing between adjoining porous displacement piles, allowing rapid consolidation resulting in increase in density. Installing the porous displacement piles in the layer of loose to medium dense sand layer results in the instantaneous increase in its density.

The porous displacement piles comprising (a) closed-ended pipe piles with small holes and or narrow slots, filled with compacted sandy soil, (b) closed-ended porous pipe piles such as closed-ended pipe pile with very small holes and or very narrow slots, and (c) a precast prestressed porous concrete piles are driven through inside the already driven non-displacement hollow pipe piles in a grid pattern to create excess pore-water pressures generally ranging between 50 and 1500 kPa in cohesive soils, which begin dissipating through inside the porous displacement piles to rapidly consolidate and densify the said cohesive soil. The porous displacement piles are designed for permitting free flow of the pressurized pore-water and to prevent migration of particles of cohesive soil into the porous displacement pile using filter design criteria or verified by laboratory tests. These piles when driven in sandy soils densify sandy soils instantaneously.

A cover band has a cover band body provided with a cover band arch portion corresponding to the outer peripheral surface of a steel pipe strut and a plurality of cover band through holes formed on the cover band body in such a manner as to correspond to a plurality of strut coupling holes. The cover band through holes have shapes of long holes extended in one direction and the extended direction of at least one of the cover band through holes is made to cross the extended direction of the other cover band through hole.

A pier assembly for supporting a structure has a vertically oriented central axis and includes a plurality of horizontally spaced apart elongate members disposed in the ground and arranged about the central axis. Each elongate members directly contacts the ground. Each elongate member has a length-to-width ratio greater than 10.0.

A method for reinforcing an aggregate pier. The method includes inserting a conical-head pipe into the aggregate pier, injecting grout into the aggregate pier by injecting the grout into the inner chamber of the hollow rod, driving the conical-head pipe into a soil under the aggregate pier by driving a secondary pipe into the aggregate pier and pushing the conical-head pipe toward the soil under the aggregate pier by utilizing the secondary pipe, filling the secondary pipe with grout, and inserting a reinforcement bar into the secondary pipe and the hollow rod. This method reinforces an aggregate pier against excess tensional and compressional loads of a concrete foundation.

The invention relates to a foundation for a wind turbine, wherein the foundation comprises substantially prefabricated elements, preferably made of reinforced concrete, with a first, vertically extending base-like portion, on which a tower of the wind turbine can be arranged, and a second substantially horizontally extending portion as foundation body, which is in contact with the ground. The first portion is arranged above the second portion and has at least one closed, preferably sleeve-shaped, base element, which is annular or polygonal, and the second portion is formed from at least two horizontal elements, which each have at least one base portion. The at least one base element of the first portion and the base portion of the horizontal element of the second portion have substantially vertical apertures, which are mounted in line with one another and in which substantially vertical bracing elements, preferably threaded rods, are arranged. The at least one base element of the first portion and the at least two horizontal elements of the second portion are preloaded against one another by the substantially vertical preloading elements. No further fastening means, in particular horizontal fastening means, are necessary for dissipation of the loads from the wind turbine.

The present invention is a grouting method for single pile rock-socketed foundation for offshore wind power, comprising: driving a steel casing into an overburden layer to dig the overburden layer and a rock stratum so as to dig a pile hole; hoisting a steel pipe pile into the steel casing and positioning the steel pipe pile in the pile hole, wherein an annular cavity is formed between the inner walls of the steel pipe pile and the pile hole and the bottom of the steel casing; grouting a first grouting layer to the bottom of a pipe hole of the steel pipe pile; grouting a plurality of grouting layers into the upper end of the first grouting layer in the annular cavity; and pulling out the steel casing, wherein after a grouting solution is aged, the steel pipe pile is stably connected to the overburden layer and the rock stratum.

A pile (270) within a bore (110) comprises a column (250). The column (250) comprises a stack of a plurality of pile sections (300) arranged end-to-end within the bore (110). There is a cured material (260) between at least a part of an outside surface of the column (250) and the surface of the bore (110). The cured material, for example grout, may be provided through channels in the pile sections.

A soil stabilizer assembly may include a pipe with a first end, a second end, and a sidewall defining a hollow shaft extending between the first and second ends; a stabilizer connectable to the second end of the pipe with a hollow body and a plurality of extensions extending radially outward from the body; and a cap connectable to the first end of the pipe including a receiving portion for receiving the first end of the pipe and a plate extending across the receiving portion. The hollow body of the stabilizer may be configured to receive the second end at least a portion of the sidewall of the pipe therethrough. The receiving portion of the cap may be configured to receive the first end and at least a portion of the hollow shaft of the pipe therein. The hollow shaft, hollow body, and receiving portion may be coaxially arranged.

A foundation support system and method of installing the foundation support system. The foundation support system includes a pier system for providing support beneath a foundation, a support member, and a heave plate attachable to a bottom surface of the foundation. The method includes driving a pier system using a ram, coupling a support member to the heave plate, and engaging the support member with the pier system.