Provided is a drainage grouting pipe and a method of use thereof. The drainage grouting pipe comprises a perforated steel pipe, a plurality of elastic anti-filtration geotextiles, a movable stopper, and a grouting pipe. The perforated steel pipe consists of a front conical tip, a middle grouting section, a rear hole-free section, and a steel pipe seal. The middle grouting section is provided with a plurality of grouting holes. The surface of the middle grouting section of the perforated steel pipe is seamlessly, and circumferentially wrapped by the plurality of elastic anti-filtration geotextiles, and gaps are formed between adjacent elastic anti-filtration geotextiles. Firstly, the geotechnical layer is drained by a pumping system, and then the grouting position in the geotechnical layer is located and controlled by pulling out the grouting pipe to control the plunging depth of the movable stopper, thus achieving the prevention and treatment of groundwater seepage damage.

Provided is a drainage grouting pipe and a method of use thereof. The drainage grouting pipe comprises a perforated steel pipe, a plurality of elastic anti-filtration geotextiles, a movable stopper, and a grouting pipe. The perforated steel pipe consists of a front conical tip, a middle grouting section, a rear hole-free section, and a steel pipe seal. The middle grouting section is provided with a plurality of grouting holes. The surface of the middle grouting section of the perforated steel pipe is seamlessly, and circumferentially wrapped by the plurality of elastic anti-filtration geotextiles, and gaps are formed between adjacent elastic anti-filtration geotextiles. Firstly, the geotechnical layer is drained by a pumping system, and then the grouting position in the geotechnical layer is located and controlled by pulling out the grouting pipe to control the plunging depth of the movable stopper, thus achieving the prevention and treatment of groundwater seepage damage.

Embodiments describe a method for moisturizing soil at an open construction site. The method includes determining a target soil moisture level for the soil at the open construction site; measuring a current soil moisture level of a location within the open construction site with a moisture sensor while the moisture control system is moving along a predetermined path across the site; storing the current soil moisture level of the location in memory; determining a target volume of water for achieving the target soil moisture level at the location based on the current soil moisture level at the location; calculating a target application rate to achieve the target soil moisture level at the location based on the target volume of water; and applying the target volume of water at the target application rate to the location when the system is positioned to dispense water at the location of the site.

Systems and methods to provide pressed aggregate-filled cavities for improving ground stiffness and uniformity are disclosed. According to an aspect, a method includes using a mechanism to press into a ground surface in a substantially downward direction to create a concavity. The method also includes substantially or completely filling the concavity with unstabilized or chemically stabilized aggregate, soil, or sand. Further, the method includes using the mechanism to press the aggregate within the concavity to achieve a desired ground stiffness.

Systems and methods to provide pressed aggregate-filled cavities for improving ground stiffness and uniformity are disclosed. According to an aspect, a method includes using a mechanism to press into a ground surface in a substantially downward direction to create a concavity. The method also includes substantially or completely filling the concavity with unstabilized or chemically stabilized aggregate, soil, or sand. Further, the method includes using the mechanism to press the aggregate within the concavity to achieve a desired ground stiffness.

A cutting tool adapter for creating an underpinning structure and method of creating the underpinning structure are provided. In some examples, the cutting tool adapter may connect a cutting tool to a working machine arm to enable the cutting tool to cut and dislodge soil below an existing foundation or structure. As the soil is cut and dislodged, it is mechanically mixed with an additive, such as a cementitious material, via the cutting tool. The mixed soil and additive may then harden in the area below the existing structure or foundation to create an underpinning structure to provide additional support for the existing structure or foundation.

A subgrade with local deep excavation and backfilling structure and a rapid construction method thereof are provided. Supporting cast-in-place piles are laid at positions where an underground pipe gallery is located in a subgrade structure, and soil there between are longitudinally excavated to form a line-shaped foundation pit. A bottom of the line-shaped deep foundation pit is reinforced to support the underground pipe gallery, and lateral peripheral regions and top peripheral regions of the underground pipe gallery are backfilled with block geobag reinforced fillers. Geogrids are placed on the top of the underground pipe gallery, then backfilling compaction and reinforcing are performed, and the geogrids are fixedly assembled with anchor bolts. The construction method is simple and easy. By using compacted block geobag reinforced fillers and cement solidified slurry, an overall quality of the subgrade structure after backfilling can be ensured, and construction period and cost can be greatly reduced.

The disclosure provides a measurement set-up for a return cement suspension, a construction site arrangement with a measurement set-up, and a method which can be carried out inexpensively, reliably, and easily.

The disclosure provides a measurement set-up for a return cement suspension, a construction site arrangement with a measurement set-up, and a method which can be carried out inexpensively, reliably, and easily.

The present application relates to a precise lifting method and a lifting and reinforcing structure for a plant equipment foundation. The method includes the construction steps of: forming a curtain wall: drilling downwards at two sides of the plant equipment to form curtain holes and grouting the curtain holes, in which the grouting areas overlap each other to form two parallel curtain walls; forming a reinforcing body: drilling grouting holes inclining downwards, grouting the grouting holes to form the reinforcing body attached to a lower surface of a baseplate of the plant equipment foundation among a bottom of the baseplate and two curtain walls; and lifting: drilling lifting holes obliquely downwards to below the bottom of the reinforcing body and between two curtain walls; and conducting pressure grouting to the bottom of the lifting holes and then backward grouting upwards layer by layer.