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.

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 grouting consolidation method for a full casing borehole guide prefabricated pile, comprising the following steps: S1, driving a drilling rig carrying a casing (1) to perform borehole construction, the borehole construction being performed to a preset hole depth to form a borehole (2); S2. the casing (1) being housed in the borehole (2); S3. implanting a prefabricated pile (4) into the borehole (2) so that the prefabricated pile (4) reaches a hole bottom of the borehole (2); S4. injecting a slurry (3) into the borehole (2); S5. pulling out the casing (1) so that the prefabricated pile (4) and an inner cavity of the borehole (2) are fixed and cemented into an integrated structure. Also provided is a prefabricated pile, comprising a pile body and a grouting channel (5) provided on the pile body, wherein a liquid inlet end (11) of the grouting channel (5) extends out from an upper end surface of the pile body and a liquid outlet end (12) of the grouting channel (5) extends out from a lower end surface of the pile body and/or a side surface of the pile body.

A grouting double-locking pressure real-time sensing system includes: a positioning structure fixed to a ground; wherein an expandable positioning structure passes through the positioning structure, and an input end of the expandable positioning structure is connected to the grouting structure; the pressure real-time monitoring component is connected to the expandable positioning structure; the expandable positioning structure comprises a hollow conduit, an expandable assembly, an upper positioning member, and a lower positioning member; wherein the upper positioning member and the lower positioning member are respectively connected to two ends of the expandable assembly; the hollow conduit passes through the upper positioning member and the lower positioning member, and is threaded to the the lower positioning member; the upper positioning member is fixed to the positioning structure; when rotating the hollow conduit, the lower positioning member moves up and down, so as to expand or contract the expandable assembly.

A grouting double-locking pressure real-time sensing system includes: a positioning structure fixed to a ground; wherein an expandable positioning structure passes through the positioning structure, and an input end of the expandable positioning structure is connected to the grouting structure; the pressure real-time monitoring component is connected to the expandable positioning structure; the expandable positioning structure comprises a hollow conduit, an expandable assembly, an upper positioning member, and a lower positioning member; wherein the upper positioning member and the lower positioning member are respectively connected to two ends of the expandable assembly; the hollow conduit passes through the upper positioning member and the lower positioning member, and is threaded to the the lower positioning member; the upper positioning member is fixed to the positioning structure; when rotating the hollow conduit, the lower positioning member moves up and down, so as to expand or contract the expandable assembly.

A rapid construction device for a prestressed basalt fiber anchor rod, includes a sleeve drill rod and a drill bit; the sleeve drill rod includes an inner and an outer cylinders; a middle of the drill bit is connected to a lower end of the inner cylinder, an edge of the drill is connected to a lower end of the outer cylinder, a constraint hole is defined in the middle of the drill bit for allowing a basalt fiber reinforced plastic (BFRP) penetrating therethrough, a magnetic baffle is arranged at a lower end of the constraint hole to shield the constraint hole, and a plurality of through holes are defined in the drill bit; and the BFRP is pushed to push off the magnetic baffle to lower the BFRP to a set position, and then a space between the inner and outer cylinders is grouted.

A rapid construction device for a prestressed basalt fiber anchor rod, includes a sleeve drill rod and a drill bit; the sleeve drill rod includes an inner and an outer cylinders; a middle of the drill bit is connected to a lower end of the inner cylinder, an edge of the drill is connected to a lower end of the outer cylinder, a constraint hole is defined in the middle of the drill bit for allowing a basalt fiber reinforced plastic (BFRP) penetrating therethrough, a magnetic baffle is arranged at a lower end of the constraint hole to shield the constraint hole, and a plurality of through holes are defined in the drill bit; and the BFRP is pushed to push off the magnetic baffle to lower the BFRP to a set position, and then a space between the inner and outer cylinders is grouted.

A grouting and pile forming device includes a compartment box and a double-spiral-tube structure. The double-spiral-tube structure includes an outer spiral tube and an inner spiral tube, which are nested and fixed together. A top part of the outer spiral tube and a top part of the inner spiral tube are hermetically connected. An inner space of the inner spiral tube forms a grouting cavity. A space between the outer spiral tube and the inner spiral tube forms a drainage and delivery cavity. A plurality of drainage and delivery holes are provided in a tube body of the outer spiral tube. A construction method for strengthening soft soil through the grouting and pile forming device includes the following steps: 1) operation preparation; 2) downward spiral penetration; 3) drainage consolidation; 4) chemical consolidation; 5) upward spiral lifting; and 6) repeated operation until all soil to be strengthened is treated.

The invention relates to a method for producing a foundation element in the ground, in which a hole is produced in the ground and a hardenable mass is introduced into the hole, which hardens to form the foundation element. According to the invention provision is made in that an insert body is inserted approximately centrally into the hole, the insert body being spaced apart from a circumferential wall of the hole, wherein a ring-shaped intermediate space is formed between the circumferential wall of the hole and the insert body, and in that a hardenable mass is introduced into the ring-shaped intermediate space, which hardens to form a ring-shaped foundation element.

The invention relates to a method for producing a foundation element in the ground, in which a hole is produced in the ground and a hardenable mass is introduced into the hole, which hardens to form the foundation element. According to the invention provision is made in that an insert body is inserted approximately centrally into the hole, the insert body being spaced apart from a circumferential wall of the hole, wherein a ring-shaped intermediate space is formed between the circumferential wall of the hole and the insert body, and in that a hardenable mass is introduced into the ring-shaped intermediate space, which hardens to form a ring-shaped foundation element.