Disclosed herein is a soil-displacement drill for soil-displacing drilling in a surface in order to form a foundation pile, comprising a drill pipe, a drill head at an end of the drill pipe with several flap leaves which are pivotable between a closed position for closing off the end of the drill pipe and an open position for making this end freely accessible, and one or several closing elements to keep these flap leaves in their closed position and prevent pivoting of the flap leaves which are configured to fail during drilling into the surface in such a way that these closing elements do not impede pivoting of the flap leaves. Additionally, disclosed herein is an assembly of a drill head and one or several closing elements for such a soil-displacement drill, a method for soil-displacing drilling, and a method for converting a soil-displacement drill to form such a soil-displacement drill.

The present invention discloses an end plate system for joining spun piles together comprises a top end plate (100) mounted at a bottom end of a first spun pile: and a bottom end plate (200) mounted at a top end of a second spun pile; wherein the end plates (100, 200) respectively have an interlocking surface that is formed with a plurality of segmental protrusions (110, 210) and segmental recesses (120, 220) arranged in an alternate configuration; characterized in that each segmental protrusion (110, 210) has a first radial interlocking profile (111, 211) and a second radial interlocking profile (112, 212) that extend towards the central portion of the end plates (100, 200); wherein the top end plate (100) and the bottom end plate (200) are mated by registering the segmental protrusion (110, 210) of one end plate to the segmental recess (120, 220) of another end plate and through a rotating movement about the central axis of the mated end plates (100, 200), a first interlocking joint (300) is formed by two adjacent first radial interlocking profiles (111, 211) in full surface contact, and a second interlocking joint (400) is created by inserting a pin (402) into a passageway (401) formed between two adjacent second radial interlocking profiles (112, 212).

The present disclosure relates to: a flexible joint connecting device used for sequentially coupling precast concrete segments so as to construct an underwater tunnel; an underwater tunnel construction method using the flexible joint connecting device so as to join, in a watertight manner, tunnel modules and integrally connect same, thereby constructing the underwater tunnel; and the underwater tunnel constructed by the construction method.

A concrete pier foundation having a plurality of sleeved tower anchor bolts embedded therein and a spiral loop encasement providing lateral shear reinforcement is provided. The spiral loop encasement surrounds at least a lower portion of the concrete pier and is formed by hoop steel wrapped around the perimeter of the tower anchor bolt cage. In proper soils or rock the spiral loop encasement can eliminate the need for corrugated metal pipes, reducing the cost and complexity of construction.

A reinforced tensionless concrete pier foundation for supporting a tower and a method of constructing the same is provided, the foundation having an outer CMP and an inner CMP with an annular space therebetween in which a plurality of sleeved tower anchor bolts are embedded, and the pier foundation including at least one reinforcement structure that at least partly encircles the outer CMP to provide one or more of increased lateral stiffness, increased shear resistance and overturning (upset) moment capacity, reduced bending, displacement, and deflection of the top of the pier, and improved conditioning, containment, skin friction and lateral bearing capacity of the surrounding soil and/or rock substrate that supports the tensionless pier.

Geosynthetic reinforced wall panels comprising soil reinforcing hoop members and retaining wall system formed therewith is disclosed. Namely, a geosynthetic panel wall system is provided that includes at least one concrete facing panel that has at least one stabilizing hoop coupled thereto and wherein a soil reinforcing element or strip may be coupled to the stabilizing hoop. Additionally, a method of using the presently disclosed geosynthetic panel wall system reinforced with at least one stabilizing hoop and soil reinforcing element is provided.

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 formwork element for a molded wall panel end, comprising: a sole plate having a first lateral edge, a second lateral edge, an outer face, an inner face bearing a caisson, said caisson leaving free, on the inner face of the sole plate, a first lateral zone, defined between the first lateral edge and the caisson, and a second lateral zone, defined between the second lateral edge and the caisson; a form stripping assistance device cooperating with the sole plate. The form stripping assistance device includes at least one first sacrificial section comprising a first portion disposed on the first lateral zone of the inner face of the sole plate.

A method for forming a trench and a membrane-lined wall in the trench for levee reinforcement or leak prevention, prevention of water migration, and pollution control of impoundments. The membrane-lined wall generally includes a cementitious or concrete wall formed within an excavated trench. The concrete may be internally reinforced, and the wall may also comprise a double-layer of impermeable geomembrane liner that forms a barrier between the concrete and the sides and bottom of the trench. The membrane or liner reduces water migration, prevents levee leakage, and prevents the escape of contaminants in impoundments.

Provided are apparatus and method(s) for forming one or more shear key(s) between embedded concrete retaining wall(s) and concrete floor slab(s), kits for forming such shear key(s) and underground structures such as embedded concrete wall(s) and slab(s) comprising a shear key. In particular, the invention relates to a shear key former apparatus comprising: a box having an enclosable, internal volume, the box comprising a base and at least one, and preferably four, side wall(s), the side wall(s) terminating in a rim; rearwardly of the rim in two opposing portions of the side wall(s), at least one pair of opposing apertures, each pair of apertures defining an entrance and exit in each respective side wall portion for a rigid member to be accommodated extending across the internal volume between the entrance and the exit; a closure panel configured to be received into the rim to enclose the internal volume.