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.

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 foundation construction device for use in a construction device of a foundation (4) provided with a chain cutters (3) at the bottom during construction, comprising a fixed guiding device (1) and a composite device (2). The fixed guiding device (1) is composed of a fixed rack (1-1) and a guiding device (1-2). The composite device (2) comprises a chain cutter power transmission device (2-1), a spoil treatment device (2-2), and a rack (2-3). Also disclosed is a construction method for the foundation construction device.

A porewater pressure dissipater is disclosed. In one example, a disclosed dissipater includes aggregate; a cylindrical receptacle for receiving the aggregate; a plate having a top surface and a bottom surface and one or more openings transcending from the top surface to the bottom surface wherein the plate secures and compacts the aggregate in the cylindrical receptacle; and one or more access tubes coupled to the top surface of the plate wherein the one or more access tubes are positioned over the one or more openings thereby forming a passageway to the cylindrical receptacle. The disclosed dissipater allows piles and shafts to be embedded at the optimum depth without concerns of liquefaction.

A porewater pressure dissipater is disclosed. In one example, a disclosed dissipater includes aggregate; a cylindrical receptacle for receiving the aggregate; a plate having a top surface and a bottom surface and one or more openings transcending from the top surface to the bottom surface wherein the plate secures and compacts the aggregate in the cylindrical receptacle; and one or more access tubes coupled to the top surface of the plate wherein the one or more access tubes are positioned over the one or more openings thereby forming a passageway to the cylindrical receptacle. The disclosed dissipater allows piles and shafts to be embedded at the optimum depth without concerns of liquefaction.

Fiber optic sensors are used to monitor the integrity of a subsurface concrete structure such as a pile or diaphragm wall. A fiber optic sensor array (48) is attached to a reinforcement or framework assembly (20) for the subsurface concrete structure. Concrete is applied to surround the reinforcement or framework assembly (20) and fiber optic sensor array (48). The fiber optic sensor array (48) is then used to collect temperature data during hydration of the subsurface concrete structure. The temperature data is monitored in real time to determine differentials across the structure, indicative of a problem within the structure.

Fiber optic sensors are used to monitor the integrity of a subsurface concrete structure such as a pile or diaphragm wall. A fiber optic sensor array (48) is attached to a reinforcement or framework assembly (20) for the subsurface concrete structure. Concrete is applied to surround the reinforcement or framework assembly (20) and fiber optic sensor array (48). The fiber optic sensor array (48) is then used to collect temperature data during hydration of the subsurface concrete structure. The temperature data is monitored in real time to determine differentials across the structure, indicative of a problem within the structure.

A method for constructing a large-span station by two-wing open type semi-covered excavation and semi-reverse construction, is divided into three stages of excavation. First, excavate a first-stage inner small foundation pit, then excavate a second-stage annular foundation pit within the first-stage retaining piles and outside the range of the first-stage inner small foundation pit, and finally excavate a third-stage semi-covered excavation foundation pit below the first-stage inner small foundation pit and the second-stage annular foundation pit. By setting graded retaining piles, middle upright post piles, middle top plates, local waist beams and local concrete supports in the soil-rock combination strata, so that the force transfer between the foundation pit enclosure and the station main body structures and the underlying rock layer is clear and reliable, and a stable frame structure is achieved.

A method for constructing a large-span station by two-wing open type semi-covered excavation and semi-reverse construction, is divided into three stages of excavation. First, excavate a first-stage inner small foundation pit, then excavate a second-stage annular foundation pit within the first-stage retaining piles and outside the range of the first-stage inner small foundation pit, and finally excavate a third-stage semi-covered excavation foundation pit below the first-stage inner small foundation pit and the second-stage annular foundation pit. By setting graded retaining piles, middle upright post piles, middle top plates, local waist beams and local concrete supports in the soil-rock combination strata, so that the force transfer between the foundation pit enclosure and the station main body structures and the underlying rock layer is clear and reliable, and a stable frame structure is achieved.