阅读说明：本技术 一种海上植入式嵌岩桩的施工方法 (Construction method of offshore implantable rock-socketed pile ) 是由 潘晓炜 朱国虎 崔灿 刘大海 戴广强 陶廷军 阚子龙 王梓秋 于 2021-08-13 设计创作，主要内容包括：本发明的一种海上植入式嵌岩桩的施工方法,包括芯桩的预制,芯桩的灌注,芯桩的一次灌浆,芯桩的二次灌浆,钢护筒及芯桩的灌浆,向芯桩和钢管桩之间及芯桩内部灌注混凝土浆液,待混凝土凝固后,完成海上植入式嵌岩桩的施工；该方法将水下芯桩浇筑的其中一次浇筑环节变为施工前浇筑,节省了水下施工浇筑的等待的时间,大大缩短了海上嵌岩桩的安装工期,每根桩可节约施工窗口期2～3天；且转变为施工前浇筑的环节为工厂中预制浇筑,一定程度上的确保了桩底混凝土的强度和密实度要求,节约施工窗口期可节省海上施工混凝土搅拌船的租赁和使用耗资,通过设置在芯桩外周面上的上限位机构和下限位机构可使得芯桩在沉设的过程中保持与钢护筒同心。(The construction method of the offshore implanted rock-socketed pile comprises the steps of prefabricating a core pile, pouring the core pile, performing primary grouting on the core pile, performing secondary grouting on the core pile, grouting a steel casing and the core pile, pouring concrete grout between the core pile and the steel pipe pile and inside the core pile, and completing construction of the offshore implanted rock-socketed pile after the concrete is solidified; according to the method, one pouring link of underwater core pile pouring is changed into pouring before construction, the waiting time of underwater construction pouring is saved, the installation period of the offshore rock-socketed pile is greatly shortened, and the construction window period of each pile can be saved by 2-3 days; and the link of pouring before the construction is changed into is prefabricated pouring in a factory, the strength and compactness requirements of the pile bottom concrete are ensured to a certain extent, the lease and use cost of the concrete mixing ship for offshore construction can be saved in a construction window period, and the core pile can be kept concentric with the steel casing in the process of sinking through the upper limiting mechanism and the lower limiting mechanism which are arranged on the peripheral surface of the core pile.)

1. A construction method of an offshore implanted rock-socketed pile is characterized by comprising the following steps: comprises the following steps of (a) carrying out,

(1) prefabricating a core pile: taking a steel pipe pile to be constructed, arranging an outer template for plugging the steel pipe pile at the bottom end of the steel pipe pile, arranging an inner template which is arranged corresponding to the outer template and forms a grouting space with the outer template in the steel pipe pile, wherein the inner template and the outer template are both vertical to the axis of the steel pipe pile, the inner template is provided with a grouting hole, the outer template is provided with another grouting hole and a grout overflow exhaust hole for overflowing and exhausting grout, and the grout is poured into the grouting space of the steel pipe pile to form a core pile which is convenient for leveling the bottom of the steel pipe pile and prevents the grout from leaking out from the edge of the bottom of the steel pipe pile and the surface of a bedrock;

(2) pouring the core pile:

(2.1) primary grouting of the core pile: horizontally placing the steel pipe pile, arranging a plurality of vibration assemblies on the outer peripheral surface of the steel pipe pile, which is positioned in the grouting space, at intervals, pouring concrete into the grouting space through a pipeline connected to a grouting hole of an outer template, discharging gas in the grouting space from a grout overflow exhaust hole when the concrete is poured, reserving a pressure grouting space at the top of the grouting space, completing primary grouting of the core pile after the liquid level of concrete grout rises to the required height of the pressure grouting space, and plugging the grouting hole in the outer template after the primary grouting is finished;

(2.2) secondary grouting of the core pile: keeping the steel pipe pile horizontally placed, pouring high-strength grouting material into the pressure grouting space through a grouting hole in an inner template by a pressure grouting method, stopping grouting when grout overflows from a grout overflow vent during grouting, starting a vibration assembly to vibrate the grout, pouring the high-strength grouting material into the pressure grouting space again after vibration, stopping grouting when the grout overflows from the grout overflow vent during grouting, starting the vibration assembly again to vibrate the grout, vibrating the steel pipe pile at least twice by the vibration assembly, completing secondary grouting of the core pile, plugging the grout overflow vent after the secondary grouting is finished, and completing prefabrication of the core pile after the grout in the grouting space is solidified;

(3) conveying and constructing the steel casing and the core pile: transporting the steel pile casing and the core pile to the upper part of a sea area to be constructed through a carrier, vertically settling the steel pile casing to the surface of a bedrock, drilling a bedrock hole on the surface of the bedrock below the steel pile casing through drilling equipment, arranging a plurality of upper limiting mechanisms which enable the core pile and the steel pile casing to be concentric and avoid the core pile from being inclined on the outer peripheral surface of the top of the core pile, arranging a plurality of lower limiting mechanisms which enable the core pile and the bedrock hole to be concentric and avoid the bottom of the core pile from being inclined or being scratched with the inner peripheral surface of the bedrock hole on the outer peripheral surface of the bottom of the core pile, settling the core pile into the steel pile casing until the bottom of the core pile is contacted with the bottom of the bedrock hole;

(4) grouting of the steel casing and the core pile: and pouring concrete slurry between the core pile and the steel pipe pile and inside the core pile, and finishing the construction of the offshore implanted rock-socketed pile after the concrete is solidified.

2. The offshore implantable rock-socketed pile construction method according to claim 1, characterized in that: the inner circumferential surface of the bottom end of the steel pipe pile is welded with a flange ring, the outer template is connected with the flange ring through bolts, a sealing ring for preventing slurry from seeping out between the outer template and the flange is arranged between the outer template and the flange ring, and valves are arranged on the grouting holes on the blocking slurry overflow exhaust holes and the outer template.

3. The offshore implantable rock-socketed pile construction method according to claim 1, characterized in that: the outer circumferential surface of the inner template is welded on the inner circumferential surface of the steel pipe pile.

4. The offshore implantable rock-socketed pile construction method according to claim 1, characterized in that: the vibration component comprises a hoop installed on the outer peripheral face of the steel pipe pile, mounting plates for mounting the concrete vibration mechanism are respectively arranged on the middle portions of two sides of the hoop, and the concrete vibration mechanism is mounted on the mounting plates for mounting the concrete vibration mechanism.

5. The offshore implantable rock-socketed pile construction method according to claim 4, characterized in that: 6-8 pairs of anchor ears are arranged at equal intervals.

6. The offshore implantable rock-socketed pile construction method according to claim 1, characterized in that: the distance between the concrete slurry liquid level in the pressure grouting space and the top of the pressure grouting space is 0.3m-0.5 m.

7. The offshore implantable rock-socketed pile construction method according to claim 1, characterized in that: the steel pipe pile is internally provided with a plurality of steel bar shear keys vertical to the axis of the core pile, the steel bar shear keys are positioned in a region from the bottom end to the top end of the steel pipe pile by 4m-8m, two adjacent steel bar shear keys are arranged at intervals of 0.25m-1m, and the diameter of each steel bar shear key is 8mm-14 mm.

8. The offshore implantable rock-socketed pile construction method according to claim 1, characterized in that: the upper limiting mechanism is provided with 2-3 groups along the axial direction of the core pile, and each group of upper limiting mechanism is provided with at least 4 upper limiting blocks which are arranged at equal intervals.

9. The offshore implantable rock-socketed pile construction method according to claim 1, characterized in that: the upper limit block includes at least one of,

the upper limiting plate is fixed on the outer peripheral surface of the core pile, and the edge of the upper limiting plate, which is in contact with the inner peripheral surface of the steel casing, is smoothly connected with the outer peripheral surface of the core pile;

and the fixed plate is fixed on the outer peripheral surface of the core pile and used for fixing the upper limiting plate, and the fixed plate is fixedly arranged on two side surfaces of the upper limiting plate.

10. The offshore implantable rock-socketed pile construction method according to claim 1, characterized in that: the lower limiting mechanism is provided with 2-3 groups along the axial direction of the core pile, each group of lower limiting mechanism is provided with at least 8 lower limiting blocks which are arranged at equal intervals, each lower limiting block is an arc-shaped plate, and the plane end of each arc-shaped plate is parallel to the axis of the core pile.

Technical Field

The invention relates to the technical field of rock-socketed piles, in particular to a construction method of an offshore implantable rock-socketed pile.

Background

Wind energy is a clean energy, and offshore wind energy is richer than onshore wind energy. The coast line of China is long, and offshore wind energy resources in coastal areas are rich; however, the geological conditions of wind fields in various regions are large in difference, and a large number of seabed covering soil layers are shallow, so that the construction condition that rock embedding is required to be carried out on the foundation steel pipe pile end of the offshore wind turbine structure exists.

The steel pipe pile socketed rock construction generally adopts the method that a steel casing is driven into a seabed by a vibration hammer, the lower end part of the casing penetrates through a covering soil layer until the surface of bedrock, and then a drilling machine is placed inside the steel casing to drill the bedrock. And after the preset rotary hole depth is reached, the embedded core pile is implanted into the steel casing so as to increase the bending resistance and the shearing resistance of the steel casing. And then connecting the implanted core pile and the steel casing in a manner of pouring high-performance grouting material into the gap between the implanted core pile and the steel casing under pressure.

However, in the existing construction process, in order to ensure that the centers of circles of the core pile and the steel casing are coincident, the core pile is lifted vertically by a crane, and then slowly sunk into the steel casing, and the construction is performed by continuously measuring the distance between the core pile and the steel casing. However, offshore construction has the changeable problem of stormy wave environment itself, and the surge and gust in slowly sinking all can lead to the lifting hook to rock, and the relative position when the stake is planted is influenced, causes core pile off-centre, influences later stage grout quality and structure post-grouting intensity.

In order to solve the problems, the invention provides the offshore implantable rock-socketed pile construction method which ensures the sinking construction precision of the core pile of the rock-socketed pile, saves the construction window period and the construction cost and is used for offshore wind power rock-socketed pile foundation construction.

Disclosure of Invention

Aiming at the defects of the prior art, the invention provides the construction method of the offshore implanted rock-socketed pile, which ensures the sinking construction precision of the core pile of the rock-socketed pile, saves the construction window period and the construction cost and is used for the foundation construction of the offshore wind power rock-socketed pile.

The technical problem to be solved by the invention is realized by the following technical scheme that the construction method of the offshore implanted rock-socketed pile comprises the following steps,

(1) prefabricating a core pile: taking a steel pipe pile to be constructed, arranging an outer template for plugging the steel pipe pile at the bottom end of the steel pipe pile, arranging an inner template which is arranged corresponding to the outer template and forms a grouting space with the outer template in the steel pipe pile, wherein the inner template and the outer template are both vertical to the axis of the steel pipe pile, the inner template is provided with a grouting hole, the outer template is provided with another grouting hole and a grout overflow exhaust hole for overflowing and exhausting grout, and the grout is poured into the grouting space of the steel pipe pile to form a core pile which is convenient for leveling the bottom of the steel pipe pile and prevents the grout from leaking out from the edge of the bottom of the steel pipe pile and the surface of a bedrock;

(2) pouring the core pile:

(2.1) primary grouting of the core pile: horizontally placing the steel pipe pile, arranging a plurality of vibration assemblies on the outer peripheral surface of the steel pipe pile, which is positioned in the grouting space, at intervals, pouring concrete into the grouting space through a pipeline connected to a grouting hole of an outer template, discharging gas in the grouting space from a grout overflow exhaust hole when the concrete is poured, reserving a pressure grouting space at the top of the grouting space, completing primary grouting of the core pile after the liquid level of concrete grout rises to the required height of the pressure grouting space, and plugging the grouting hole in the outer template after the primary grouting is finished;

(2.2) secondary grouting of the core pile: keeping the steel pipe pile horizontally placed, pouring high-strength grouting material into the pressure grouting space through a grouting hole in an inner template by a pressure grouting method, stopping grouting when grout overflows from a grout overflow vent during grouting, starting a vibration assembly to vibrate the grout, pouring the high-strength grouting material into the pressure grouting space again after vibration, stopping grouting when the grout overflows from the grout overflow vent during grouting, starting the vibration assembly again to vibrate the grout, vibrating the steel pipe pile at least twice by the vibration assembly, completing secondary grouting of the core pile, plugging the grout overflow vent after the secondary grouting is finished, and completing prefabrication of the core pile after the grout in the grouting space is solidified;

(3) conveying and constructing the steel casing and the core pile: transporting the steel pile casing and the core pile to the upper part of a sea area to be constructed through a carrier, vertically settling the steel pile casing to the surface of a bedrock, drilling a bedrock hole on the surface of the bedrock below the steel pile casing through drilling equipment, arranging a plurality of upper limiting mechanisms which enable the core pile and the steel pile casing to be concentric and avoid the core pile from being inclined on the outer peripheral surface of the top of the core pile, arranging a plurality of lower limiting mechanisms which enable the core pile and the bedrock hole to be concentric and avoid the bottom of the core pile from being inclined or being scratched with the inner peripheral surface of the bedrock hole on the outer peripheral surface of the bottom of the core pile, settling the core pile into the steel pile casing until the bottom of the core pile is contacted with the bottom of the bedrock hole;

(4) grouting of the steel casing and the core pile: and pouring concrete slurry between the core pile and the steel pipe pile and inside the core pile, and finishing the construction of the offshore implanted rock-socketed pile after the concrete is solidified.

The technical problem to be solved by the invention can also be solved by adopting the following technical scheme that the offshore implantable rock-socketed pile construction method is characterized in that a flange ring is welded on the inner circumferential surface of the bottom end of the steel pipe pile, the outer template is connected with the flange ring through bolts, a sealing ring for preventing slurry from seeping out from the space between the outer template and the flange is arranged between the outer template and the flange ring, and valves are arranged on the grouting holes on the blocking slurry overflow exhaust holes and the outer template.

The technical problem to be solved by the invention can also be solved by adopting the technical scheme that in the construction method of the offshore implantable rock-socketed pile, the outer peripheral surface of the inner template is welded on the inner peripheral surface of the steel pipe pile.

The technical problem to be solved by the invention can also be solved by adopting the following technical scheme that the offshore implantable rock-socketed pile construction method comprises the following steps that the vibration component comprises the hoops arranged on the outer peripheral surface of the steel pipe pile, the middle parts of the two sides of the hoops are respectively provided with a mounting plate for mounting the concrete vibration mechanism, and the mounting plate for mounting the concrete vibration mechanism is provided with the concrete vibration mechanism.

The technical problem to be solved by the invention can also be realized by the following technical scheme that 6-8 pairs of anchor ears are arranged at equal intervals in the offshore implantable rock-socketed pile construction method.

The technical problem to be solved by the invention can also be realized by the following technical scheme that in the construction method of the offshore implantable rock-socketed pile, the distance between the liquid level of the concrete grout in the pressure grouting space and the top of the pressure grouting space is 0.3-0.5 m.

The technical problem to be solved by the invention can also be realized by the following technical scheme that the construction method of the offshore implantable rock-socketed pile is characterized in that a plurality of steel bar shear keys perpendicular to the axis of the core pile are arranged in the steel pipe pile, the steel bar shear keys are positioned in an area between the bottom end and the top end of the steel pipe pile and between 4m and 8m, the interval between every two adjacent steel bar shear keys is 0.25m to 1m, and the diameter of each steel bar shear key is 8mm to 14 mm.

The technical problem to be solved by the invention can also be realized by the following technical scheme that the construction method of the offshore implantable rock-socketed pile is characterized in that 2-3 groups of upper limiting mechanisms are arranged along the axial direction of the core pile, and each group of upper limiting mechanisms is provided with at least 4 upper limiting blocks which are arranged at equal intervals.

The technical problem to be solved by the invention can also be realized by the following technical scheme that the construction method of the offshore implantable rock-socketed pile comprises the upper limiting block,

the upper limiting plate is fixed on the outer peripheral surface of the core pile, and the edge of the upper limiting plate, which is in contact with the inner peripheral surface of the steel casing, is smoothly connected with the outer peripheral surface of the core pile;

and the fixed plate is fixed on the outer peripheral surface of the core pile and used for fixing the upper limiting plate, and the fixed plate is fixedly arranged on two side surfaces of the upper limiting plate.

The technical problem to be solved by the invention can also be realized by the following technical scheme that the construction method of the offshore implantable rock-socketed pile is characterized in that 2-3 groups of lower limiting mechanisms are arranged along the axial direction of the core pile, each group of lower limiting mechanisms is provided with at least 8 lower limiting blocks which are arranged at equal intervals, each lower limiting block is an arc-shaped plate, and the plane end of each arc-shaped plate is parallel to the axis of the core pile.

Compared with the prior art, the invention has the beneficial technical effects that: according to the method, one pouring link of underwater core pile pouring is changed into pouring before construction, the waiting time of underwater construction pouring is saved, the installation period of the offshore rock-socketed pile is greatly shortened, and the construction window period of each pile can be saved by 2-3 days. And the link of pouring before the construction is changed into the prefabricated pouring in a factory, the strength and compactness requirements of the concrete at the bottom of the pile are ensured to a certain extent, the lease and use cost of the concrete mixing ship for offshore construction can be saved in the construction window period, the construction period is saved, the construction cost can be greatly saved, and the core pile can be kept concentric with the steel casing in the sinking process through the upper limiting mechanism and the lower limiting mechanism which are arranged on the peripheral surface of the core pile.

Drawings

FIG. 1 is a schematic structural view of a core pile after fabrication;

FIG. 2 is a top view of the steel pipe after the steel casing is assembled;

fig. 3 is a front view of the steel pipe after being assembled with the steel casing.

In the figure, 1, a steel pipe pile; 2. an outer template; 3. an inner template; 4. hooping; 5. a concrete vibrating mechanism; 6. an upper limit block; 7. a lower limiting block; 8. and (5) a steel casing.

Detailed Description

The embodiments of the present invention will be further described with reference to the accompanying drawings so as to facilitate the further understanding of the present invention by those skilled in the art, and do not limit the right thereto.

Embodiment 1, referring to fig. 1 to 3, a construction method of an offshore implantable socketed pile includes the following steps,

(1) prefabricating a core pile: taking a steel pipe pile 1 to be constructed, arranging an outer template 2 for plugging the steel pipe pile 1 at the bottom end of the steel pipe pile 1, arranging an inner template 3 which is arranged corresponding to the outer template 2 and forms a grouting space with the outer template 2 in the steel pipe pile 1, arranging the cross sections of the outer template 2 and the inner template 3 in a circular shape, wherein the inner template 3 and the outer template 2 are both vertical to the axis of the steel pipe pile 1, the inner template 3 is provided with a grouting hole, the outer template 2 is provided with another grouting hole and a grout overflow exhaust hole for overflowing and exhausting grout, and grouting grout into the grouting space of the steel pipe pile 1 to form a core pile which is convenient for leveling the bottom of the steel pipe pile 1 and preventing the grout from leaking out from the bottom edge of the steel pipe pile 1 and the surface of a bedrock, therefore, the bottom of the core pile can be formed into a plane structure by pouring grout in advance, on one hand, the contact surface between the steel pipe pile 1 and a foundation rock hole can be larger, the placed steel pipe pile 1 is more stable, and on the other hand, the grout cannot seep out of the steel pipe pile 1 when the steel pipe pile 1 is grouted;

(2) pouring the core pile:

(2.1) primary grouting of the core pile: horizontally placing a steel pipe pile 1, arranging a plurality of vibration assemblies on the outer peripheral surface of the steel pipe pile 1 positioned in a grouting space at intervals, pouring concrete into the grouting space through a pipeline connected to a grouting hole of an outer template 2, discharging gas in the grouting space from a grout overflow exhaust hole when the concrete is poured, reserving a pressure grouting space at the top of the grouting space, completing primary grouting of a core pile after the liquid level of concrete grout rises to the required height of the pressure grouting space, and plugging the grouting hole in the outer template 2 after primary grouting is finished;

(2.2) secondary grouting of the core pile: keeping the steel pipe pile 1 horizontally placed, pouring high-strength grouting material into the pressure grouting space through a grouting hole in the inner template 3 by a pressure grouting method, stopping grouting when grout overflows from a grout overflow vent during grouting, starting a vibration assembly to vibrate the grout, pouring the high-strength grouting material into the pressure grouting space again after vibration, stopping grouting when the grout overflows from the grout overflow vent during grouting, starting the vibration assembly to vibrate the grout again, vibrating the steel pipe pile 1 at least twice, for example twice, to finish secondary grouting of a core pile, plugging the grout overflow vent after the secondary grouting is finished, and finishing prefabrication of the core pile after the grout in the grouting space is solidified;

(3) conveying and constructing the steel casing and the core pile: transporting the steel casing 8 and the core pile to the upper part of the sea area to be constructed through a carrier, vertically settling the steel casing 8 onto the surface of a bed rock, drilling a bed rock hole on the surface of the bed rock below the steel casing 8 through drilling equipment, arranging a plurality of upper limiting mechanisms which are used for keeping the core pile and the steel casing 8 concentric and preventing the core pile from being inclined on the outer peripheral surface of the top of the core pile, arranging a plurality of lower limiting mechanisms which are used for keeping the core pile and the bed rock hole concentric and preventing the bottom of the core pile from being inclined or being scratched on the inner peripheral surface of the bed rock hole on the outer peripheral surface of the bottom of the core pile, settling the core pile into the steel casing 8 at the settling speed of 1-1.5m/min, such as 1 m/min, until the bottom of the core pile is contacted with the bottom of the bed rock hole;

(4) grouting of the steel casing and the core pile: and (3) pouring concrete slurry between the core pile and the steel pipe pile 1 and inside the core pile, and finishing the construction of the offshore implanted rock-socketed pile after the concrete is solidified.

In embodiment 1, in the pressure grouting method, a high-strength grouting liquid can be poured into the pressure grouting space through a small-sized ground pump, and the working pressure of the small-sized ground pump can be set according to the use requirement, so that the detailed description of the working pressure of the small-sized ground pump is omitted here, and the design purpose of the method is only to pump the high-strength grouting liquid into the pressure grouting space.

Embodiment 2, the construction method of an offshore implantable rock-socketed pile described in embodiment 1, wherein a flange ring is welded to an inner circumferential surface of a bottom end of a steel pipe pile 1, an outer formwork 2 is bolted to the flange ring, a seal ring for preventing grout from leaking out from between the outer formwork 2 and the flange is arranged between the outer formwork 2 and the flange ring, a valve is arranged on a blocking grout-overflowing exhaust hole and a grouting hole on the outer formwork 2, and after the grout in a grouting space is solidified, the outer formwork 2 can be detached and recycled.

Embodiment 3, the offshore implantable socketed pile construction method of embodiment 1, wherein the outer circumferential surface of the inner formwork 3 is welded to the inner circumferential surface of the steel pipe pile 1.

Embodiment 4, the construction method of an offshore implantable rock-socketed pile described in embodiment 1, the vibration assembly includes a hoop 4 installed on an outer circumferential surface of the steel pipe pile 1, mounting plates for mounting a concrete vibration mechanism are respectively installed on middle portions of two sides of the hoop 4, a cross section of the concrete vibration mechanism mounting plate is rectangular, the concrete vibration mechanism 5 is installed on the concrete vibration mechanism mounting plate, and the concrete vibration mechanism 5 may be a concrete vibrator.

Embodiment 5, the construction method of the offshore implantable rock-socketed pile described in embodiment 1, the anchor ear 4 is provided with 6-8 pairs, for example 6 pairs, at equal intervals.

Example 6, the method of constructing an offshore implantable rock-socketed pile according to example 1, wherein the distance between the concrete slurry level in the pressure grouting space and the top of the pressure grouting space is 0.3m to 0.5m, for example 0.4 m.

Embodiment 7, the construction method of an offshore implantable rock-socketed pile described in embodiment 1, includes providing a plurality of steel bar shear keys perpendicular to an axis of a core pile in a steel pipe pile 1, where the steel bar shear keys are perpendicular to the axis of the steel pipe pile 1, the steel bar shear keys are located in a region between a bottom end of the steel pipe pile 1 and a top end of the steel pipe pile 1, for example, 6m, two adjacent steel bar shear keys are spaced apart by 0.25m to 1m, for example, 0.5m, and a diameter of each steel bar shear key is 8mm to 14mm, for example, 10 mm.

Embodiment 8, the method for constructing an offshore implantable rock-socketed pile according to embodiment 1, wherein the upper limiting mechanism is provided with 2 to 3 sets, for example 3 sets, along the axial direction of the core pile, and each set of upper limiting mechanism has at least 4 upper limiting blocks 6, for example 4, which are equidistantly arranged.

Embodiment 9, the method for constructing an offshore implantable socketed pile according to embodiment 1, wherein the upper limiting block 6 comprises,

the upper limiting plate is fixed on the outer peripheral surface of the core pile, the cross section of the upper limiting plate is rectangular, and the edge of the upper limiting plate, which is in contact with the inner peripheral surface of the steel casing 8, is smoothly connected with the outer peripheral surface of the core pile;

and the fixed plate is fixed on the outer peripheral surface of the core pile and used for fixing the upper limiting plate, the cross section of the fixed plate is rectangular, and the fixed plate is fixedly arranged on two side surfaces of the upper limiting plate.

Embodiment 10, the method for constructing an offshore implantable rock-socketed pile according to embodiment 1, wherein the lower limiting mechanisms are arranged in 2-3 groups, for example 2 groups, along the axial direction of the core pile, each group of lower limiting mechanisms has at least 8 lower limiting blocks 7, for example 8 lower limiting blocks, which are equidistantly arranged, the lower limiting blocks 7 are arc-shaped plates, and the planar ends of the arc-shaped plates are parallel to the axis of the core pile.

Example 11, the method for constructing an offshore implantable socketed pile according to example 1, wherein the slurry overflow state of the slurry overflow vent is maintained for 1min to 3min, for example 1 min.