The present invention discloses a jetting, expansion and extrusion combined pile, a construction method thereof and a spiral jetting, expansion and extrusion drilling rig used in the method. A pile of the combined pile comprises a pile body (101), an expanded body (103) and a pile end (106). At least one double-frustum-shaped expanded body (103), which is integrally formed with the pile body (101), is arranged on the pile body (101). The expanded body (103) is located in a vertical soil layer position, which has higher deformation modulus and shear strength, of the pile body (101), and at least two wing plates (102) which are uniformly distributed in the circumference direction and basically perpendicular to the axis of the pile are arranged on the pile body (101). The diameter of the pile above the expanded body (103) is larger than or equal to that of the pile below the expanded body (103). The drilling rig in the present invention comprises an upper section and a lower section, the diameter of the upper section is larger than that of the lower section, and the expanded body can be produced in any required position conveniently. When the expanded body (103) is located at the upper part or in the middle of the combined pile, if the diameter of the pile above the expanded body (103) is larger than that of the pile below the expanded body (103), the consumption of concrete can be greatly reduced.

The present invention discloses a jetting, expansion and extrusion combined pile, a construction method thereof and a spiral jetting, expansion and extrusion drilling rig used in the method. A pile of the combined pile comprises a pile body (101), an expanded body (103) and a pile end (106). At least one double-frustum-shaped expanded body (103), which is integrally formed with the pile body (101), is arranged on the pile body (101). The expanded body (103) is located in a vertical soil layer position, which has higher deformation modulus and shear strength, of the pile body (101), and at least two wing plates (102) which are uniformly distributed in the circumference direction and basically perpendicular to the axis of the pile are arranged on the pile body (101). The diameter of the pile above the expanded body (103) is larger than or equal to that of the pile below the expanded body (103). The drilling rig in the present invention comprises an upper section and a lower section, the diameter of the upper section is larger than that of the lower section, and the expanded body can be produced in any required position conveniently. When the expanded body (103) is located at the upper part or in the middle of the combined pile, if the diameter of the pile above the expanded body (103) is larger than that of the pile below the expanded body (103), the consumption of concrete can be greatly reduced.

A monolithic manhole is formed in a levee without trenching, to provide access to drain pipes within the levee for maintenance and repair of the pipes. The manhole is formed by first forcing an outer tube downwardly into the earth and levee and removing soil from within the outer tube to expose the pipe. An inner tube is lowered into the outer tube, with an annular space maintained between the tubes. The annular space is filled with concrete, which hardens to form a monolithic vertical wall. A concrete floor may be poured at the bottom of the wall and a cover attached to the top of the wall. A hole is cut in the pipe inside the wall to provide internal access to the pipe.

A monolithic manhole is formed in a levee without trenching, to provide access to drain pipes within the levee for maintenance and repair of the pipes. The manhole is formed by first forcing an outer tube downwardly into the earth and levee and removing soil from within the outer tube to expose the pipe. An inner tube is lowered into the outer tube, with an annular space maintained between the tubes. The annular space is filled with concrete, which hardens to form a monolithic vertical wall. A concrete floor may be poured at the bottom of the wall and a cover attached to the top of the wall. A hole is cut in the pipe inside the wall to provide internal access to the pipe.

A method for strengthening soils comprising: a step of making in the soil (1) a hole (2) that has a main line of extension which is at least mainly vertical; 5 a driving step wherein a micro-pile (11) is driven into the soil (1) at the hole (2); and a step of filling the hole (2) with a solidifiable material or with a compactable solid granular material; wherein the step of making the hole (2) in the soil (1) comprises an inserting step wherein a punch (4) is inserted in the soil (1) by applying a pressure to the punch, the punch comprising a lower tip (5) insertable in the soil (1), a top portion (6) opposite to the lower tip (5), an axis of extension that extends between the top portion (6) and the lower tip (5) and a cross-section that increases along the axis of extension going away from the lower tip (5), and 5 wherein the step of inserting the punch (4) in the soil (1) also causes compression and compacting of the soil (1) surrounding the hole (2).

A method for strengthening soils comprising: a step of making in the soil (1) a hole (2) that has a main line of extension which is at least mainly vertical; 5 a driving step wherein a micro-pile (11) is driven into the soil (1) at the hole (2); and a step of filling the hole (2) with a solidifiable material or with a compactable solid granular material; wherein the step of making the hole (2) in the soil (1) comprises an inserting step wherein a punch (4) is inserted in the soil (1) by applying a pressure to the punch, the punch comprising a lower tip (5) insertable in the soil (1), a top portion (6) opposite to the lower tip (5), an axis of extension that extends between the top portion (6) and the lower tip (5) and a cross-section that increases along the axis of extension going away from the lower tip (5), and 5 wherein the step of inserting the punch (4) in the soil (1) also causes compression and compacting of the soil (1) surrounding the hole (2).

Backflow during installation of a ground anchor is controlled using a preventer, and the preventer is removed during curing of grout and backflow. A cylinder may be inserted at least partially into a structure, and the preventer placed or attached atop the cylinder. A hollow bar may be extended through the preventer and cylinder into one or more layers of materials beyond the cylinder. Grout may be delivered to the layer(s) through the hollow bar, which may cause a viscous backflow to flow into the cylinder and preventer. During application of the grout, the preventer may be used to control a rate of backflow. After application of the grout, the preventer may put into an open position, and a seal assembly forced down the hollow bar, through an interior cavity of the preventer, to a position below the preventer, after which the preventer may be removed while the grout and backflow cure.

Embodiments of the present foundation for wind turbine generators comprise four structural members: a relatively long central hollow pier, several arm grade beams, a continued grade beam and a continued shear key. The central hollow pier positions in the center of the foundation system, arm grade beams are arranged evenly in radial direction and extend from the pier to the continued grade beam. Continued grade beam is arranged circumferentially in outer periphery and the continued shear key is built below it. Arm grade beams have a varied section with the far end embedding into ground. The top of the continued grade beam matches the top of arm grade beams, while the continued shear key embeds deeper into ground. All structural members are constructed of cast-in-place concrete reinforced with rebars, and all connections are fixed and rigid. The present foundation uses the ground to shape and form the structural members, no formwork, backfilling and compaction is needed.

Embodiments of the present foundation for wind turbine generators comprise four structural members: a relatively long central hollow pier, several arm grade beams, a continued grade beam and a continued shear key. The central hollow pier positions in the center of the foundation system, arm grade beams are arranged evenly in radial direction and extend from the pier to the continued grade beam. Continued grade beam is arranged circumferentially in outer periphery and the continued shear key is built below it. Arm grade beams have a varied section with the far end embedding into ground. The top of the continued grade beam matches the top of arm grade beams, while the continued shear key embeds deeper into ground. All structural members are constructed of cast-in-place concrete reinforced with rebars, and all connections are fixed and rigid. The present foundation uses the ground to shape and form the structural members, no formwork, backfilling and compaction is needed.

A thin-slotting lifting synchronous grouting device and its usage method are provided, The device includes a hollow force-bearing column through which a feeding pipe passes; wherein: left and right cutting plates are respectively fixedly arranged on each side of the hollow force-bearing column; a left connecting plate is fixedly arranged on an outside of the left cutting plate; a right guiding column is fixedly arranged on an outside of the right cutting plate; center lines of the left connecting plate, the right guiding column and the hollow force-bearing column are in a same plane; a top end of to the feeding pipe is connected to a grouting device, and a bottom end is connected to a spraying device; a spraying nozzle of the spraying device stretches out along the hollow force-bearing column; and a lower end of the hollow force-bearing column is connected with a disposable conical head.