CN113356256B - Prefabricated back cover of offshore wind power implanted high-rise pile cap and installation process - Google Patents

Abstract

The invention discloses a prefabricated back cover of an offshore wind power implantable high pile cap and an installation process, which includes the following procedures: onshore fabrication of the prefabricated back cover of the cap, planting of piles at sea, installation of the prefabricated back cover of the cap, and second-stage construction of the cap. The prefabricated bottom cover of the bearing platform includes a concrete sealing bottom plate, six pile holes evenly distributed on the concrete sealing bottom plate, six bushings embedded in a plurality of pile holes correspondingly one by one, and installed on the top surface of the concrete sealing bottom plate. The central base ring, six connecting webs evenly distributed and radially connected to the outer peripheral surface of the base ring, and six connecting webs connected to the outer ends of the six connecting webs in a one-to-one correspondence and located in the six sleeves in a one-to-one correspondence The upper cross connector; the top and bottom surfaces of each bushing are connected to a top and bottom ring plate one-to-one; Connector connection. In the invention, the operations such as the installation of the back cover template to the connecting web are carried out on the shore, which can greatly reduce the hoisting and operation time at sea.

Description

Prefabricated back cover and installation process of offshore wind power implantable high pile cap

technical field

The invention relates to a prefabricated back cover of an offshore wind power implantable high pile cap and an installation process.

Background technique

Implanted high pile caps are mainly used in offshore wind power projects with complex geology, large stratum fluctuations, thin local covering layers and sporadic boulders. Judging from the development of the structure form selected for the same type of geological conditions of the current offshore wind power project, in view of the difficulties encountered in the construction of the implanted single-pile foundation at present, the boulder casing curling, multiple collapse holes, sliding piles and vertical casings are encountered respectively. Exceeding the standard and other phenomena will increase the difficulty of construction technology processing and have greater safety risks and risks of delays in the construction period. After the hole is collapsed, the processing period is long and the effect is not obvious. At present, offshore wind power is in a situation of "rushing to install", and construction resources such as large drilling rigs and crane ships are further shrinking. There are many choices of equipment and ship machinery for the construction of the high-pile cap foundation.

The on-site construction process of the implanted high pile cap foundation is: rock-socketed platform erection → rock-socketed hole construction → implantation of engineering piles → engineering pile bottom sealing → engineering pile outer wall grouting → removal of casing → pile core concrete pouring → removal of embedded Rock platform → installation of auxiliary cages → installation of cap and bottom cover formwork → reinforcement between project piles → binding of steel bars for cap bottom cover → concrete pouring of cap bottom cover → reinforcing steel lashing of cap bottom → cap box box installation → foundation ring installation → connecting piece installation → Welding of connecting webs, etc. → Binding of steel reinforcement on the platform → Concrete pouring on the platform. The main function of the bottom cover of the cap is to cooperate with the installation of the foundation ring of the fan tower and the installation of the connecting parts.

Since there are many on-site construction processes for high-pile cap foundations and less effective operation time at sea, it is urgent to optimize the construction technology of high-pile cap foundations.

SUMMARY OF THE INVENTION

The purpose of the present invention is to overcome the defects of the prior art and provide a prefabricated back cover and an installation process for the offshore wind power implantable high pile cap, which can install the back cover template of the cap to the connection web and perform welding operations on the shore. , which can reduce the time of offshore hoisting and operation, and provide convenience for offshore wind power construction and rush installation due to the lack of offshore vessels under the tide.

The purpose of the present invention is to achieve this: a kind of offshore wind power implantation type high pile cap prefabricated back cover and installation process, including the following processes: the production of the prefabricated cap back cover on the shore, the offshore pile planting, the installation of the cap prefabricated back cover and the second cap period construction;

The prefabricated bottom cover of the bearing platform includes a concrete sealing bottom plate, six pile-piercing holes evenly distributed on the concrete sealing bottom plate, and six pile-piercing holes which are embedded in a one-to-one correspondence and whose height is the same as the thickness of the concrete sealing bottom plate. The casing, the base ring installed in the center of the top surface of the concrete sealing bottom plate, the six connecting webs connected to the outer peripheral surface of the base ring in an evenly distributed radial direction, and the six connecting webs connected to the six connecting webs in a one-to-one correspondence The outer ends of the piles are located in a one-to-one cross connection above the six casings; the top and bottom surfaces of each casing are connected to a top ring plate and a bottom ring plate in a one-to-one correspondence; the tops of the six engineering piles are in a one-to-one correspondence Pass through the six sleeves and connect with the lower parts of the six cross connectors in one-to-one correspondence;

The process of making the prefabricated back cover of the cap on the shore includes the following steps: casing positioning and reinforcement, synchronous binding of the reinforcing steel bars of the capping base plate and the outside reinforcing bars of the cap, concrete pouring of the capping base, synchronous binding of the reinforcing bars at the bottom of the cap and the reinforcing bars on the inner side of the foundation ring, and the foundation ring. Installation of connecting pieces, binding of steel bars on the outside of the foundation ring, and installation of steel sleeves on the platform;

When the casing positioning and reinforcement steps are carried out, the six casings are evenly distributed on a circle with the same diameter as the construction pile on the base, and the six outer channels and the three inner channels are connected. The casings are connected as a whole, six outer channel steels are connected between two adjacent casings in a one-to-one correspondence, and three inner channel steels are connected between two diagonally arranged casings;

When performing the step of synchronizing the binding of the reinforcing bars for the sealing floor and the outer reinforcing bars of the bearing platform, when tying the reinforcing bars for the sealing floor on the bottom tire base, the circumferential reinforcing bars are bound on the outside of each casing, and the circumferential reinforcing bars are connected with the reinforcing bars of the sealing floor by welding; Three leveling supports, three auxiliary supports and six lifting lugs are embedded on the steel bar; the three leveling supports and three auxiliary supports are all arranged in a same outer diameter as the outer diameter of the surrounding steel pipe of the foundation ring. On the circle, three leveling supports are evenly arranged, three auxiliary supports are evenly arranged between the three leveling supports, one of the auxiliary supports is located in the direction of the tower door of the wind power plant; The layout is arranged on the same circle of the six casings and is located between two adjacent casings in a one-to-one correspondence; when tying and sealing the reinforcement of the bottom plate, the cable pipe perforation and the ICCP pipe perforation should be reserved;

When carrying out the concrete pouring step of the closed bottom plate, the concrete should be cured for 7 days after the completion of the pouring;

When carrying out the installation steps of the foundation ring and the connecting piece, first align the tower door mark on the foundation ring with an auxiliary support located at the position of the tower door, then put it on the inner reinforcement of the foundation ring and seat it on the three leveling supports. and three auxiliary supports, and then preliminarily adjust the level of the top surface of the base ring through the three leveling supports. After the adjustment is in place, the base ring and the three auxiliary supports are spot welded and temporarily fixed, and then the six pieces are connected. The webs are radially welded on the outer peripheral surface of the base ring, and the circumferential positions of the six connecting webs are in one-to-one correspondence with the circumferential positions of the six sleeves; A certain distance H is temporarily welded to the outer ends of the six connecting webs in one-to-one correspondence;

When performing the step of synchronously binding the reinforcing bars on the bottom of the cap and the reinforcing bars on the outside of the foundation ring, bind the reinforcing bars on the bottom of the cap on the concrete sealing bottom plate, and at the same time bind the reinforcing bars on the outside of the foundation ring at the lower part of the foundation ring;

When carrying out the installation steps of the cap steel sleeve box, the cap steel sleeve box is sleeved on the steel bars outside the cap platform; after the cap steel sleeve box is installed, the cap prefabricated back cover is formed, and then the cap prefabricated back cover is transported to the offshore construction site ;

The process of offshore pile planting includes the following steps: rock-socketed construction platform erection, steel casing sinking, rock-socketed hole construction, engineering pile implantation, engineering pile bottom-sealing concrete pouring, engineering pile outer annulus grouting, steel casing extraction Outlet, cable pipe and ICCP pipe installation and platform support system welding;

During the welding step of the cap support system, a support ring plate is welded on the outer wall surface of each engineering pile located at the bottom elevation of the cap, and a plurality of circumferentially distributed welding are welded between the bottom surface of the support ring plate and the outer wall surface of the engineering pile. The lower supporting rib plate, the supporting ring plate and the lower supporting rib plate on the six engineering piles form a cap support system;

When carrying out the installation process of the prefabricated back cover of the cap, it includes the following steps: hoisting the prefabricated back cover of the cap and connecting the prefabricated back cover of the cap to the engineering pile;

When carrying out the hoisting step of the prefabricated bottom cover of the cap, firstly put the reserved holes on the base plate of the cap prefabricated back cover on the cable pipe and the ICCP pipe, and put the six sleeves on the base plate one by one on the six projects. On the pile, then slowly drop the prefabricated back cover of the cap to the support system of the cap, and then weld and reinforce the support ring plate on each engineering pile and the bottom ring plate of the corresponding casing, and place it on the top ring of each casing. The plate and the outer wall of the corresponding engineering pile are welded and reinforced by several upper support ribs distributed uniformly in the circumferential direction, and then the levelness of the foundation ring is re-measured;

When performing the step of connecting the prefabricated back cover of the cap and the engineering piles, first open a welding groove with a height of H on the top inner wall of each engineering pile according to the projection of the corresponding cross connector, and then release each cross connector from the corresponding cross connector. Temporary welding of the connecting web, insert the lower part of the cross connector into the engineering pile along the welding groove of the corresponding engineering pile, then weld the upper part of the cross connector with the corresponding connecting web, and at the same time weld the lower part of the cross connector Welding with corresponding engineering piles;

The construction process of the second stage of the cap includes the following steps: connecting the cable pipe and ICCP pipe, tying the remaining steel bars of the cap, installing the embedded parts, and pouring the cap concrete.

The above-mentioned offshore wind power implantable high pile cap prefabricated back cover and installation process, wherein, the base ring includes a surrounding steel pipe, a base ring plate welded on the bottom of the surrounding steel pipe, and two welded at the bottom of the surrounding steel pipe Connecting the ring plate and the ring top flange welded on the top of the steel pipe of the ring body, a pair of leveling bolt holes are respectively provided on the base ring plate at the positions corresponding to the three leveling supports, so that the foundation ring passes through the three pairs of leveling bolts and the three The leveling support is connected; the six connecting webs are evenly connected between the two connecting ring plates of the base ring; the upper part of each cross connecting piece is welded with the outer end of the corresponding connecting web, and each cross connecting The lower part of the piece is inserted into the top inner cavity of the corresponding engineering pile and welded with the top inner wall of the engineering pile.

The prefabricated back cover and installation process of the offshore wind power implantable high pile cap of the present invention have the following characteristics:

1) The prefabricated bottom cover of the implanted high pile cap of the present invention, the casing corresponding to the engineering pile and the inner and outer channel steels connected with the casing are pre-embedded on the structure of the sealing bottom plate, which can optimize the implanted high pile bearing. The structural form of the platform, and the platform support system is welded on the engineering piles when the prefabricated back cover of the platform is installed at sea, so that the bottom plate of the platform seal is located on the platform support system, the overall structure is more stable, and the construction is easier;

2) When the present invention makes the prefabricated back cover of the cap on the shore, pouring and sealing the bottom concrete, binding the bottom reinforcement of the cap, the outer reinforcement of the cap, the inner reinforcement of the foundation ring, the installation of the foundation ring, the welding of the connecting web, the reinforcement of the outer side of the foundation ring are carried out in sequence. Integrate the installation of cross-connectors, the installation of steel caps, etc., and use these structures as a whole to carry out offshore hoisting operations, which can optimize the offshore operation time and ensure the construction quality of the project;

3) After the installation of the prefabricated back cover of the bearing platform of the present invention is completed, it is only necessary to release the temporary reinforcement points of the auxiliary support on the foundation ring and the cover bottom plate for leveling, and set up the welding groove of the cross connector on the engineering pile on the spot, which can be Achieve higher installation accuracy and easy operation;

4) In the present invention, the operation procedures previously carried out at sea are carried out on the shore, that is, welding operations such as the installation of the cap bottom cover formwork to the installation of the connecting web can not only ensure the quality of welding and concrete pouring, but also greatly reduce the lifting and operation at sea. After the completion of the subsequent connection with the engineering pile, grouting and reinforcement treatment is not required, which provides convenience for offshore wind power construction and rush installation due to the lack of offshore vessels under the tide; Steel bars and some welding work have been carried out to speed up the construction progress of offshore wind power.

Description of drawings

Fig. 1a is a structural schematic diagram after the steps of positioning and reinforcing the casing in the production process of the prefabricated back cover bank of the cap for the installation process of the present invention;

Fig. 1b is the structural schematic diagram of the cover plate after the concrete is poured in the production process of the prefabricated bottom cover bank of the cap for the installation process of the present invention;

Fig. 1c is the structural schematic diagram after the step of synchronously binding the reinforcing bars on the bottom of the cap and the reinforcing bars on the inner side of the foundation ring in the production process of the prefabricated back cover of the cap in the installation process of the present invention;

Fig. 1d is a schematic structural diagram of the base ring and the connector after the installation step in the production process of the prefabricated back cover bank of the platform for the installation process of the present invention;

Fig. 1e is a kind of structural representation after the step of tying the reinforcing bars on the outside of the foundation ring in the production process of the prefabricated bottom cover of the cap for the installation process of the present invention;

Fig. 1f is another structural schematic diagram after the step of tying the reinforcing bars on the outside of the foundation ring in the production process of the prefabricated bottom cover of the cap for the installation process of the present invention;

Fig. 1g is the structural representation of the prefabricated back cover of the cap formed after the step of installing the cap prefabricated back cover in the production process on the shore of the cap prefabricated back cover of the installation process of the present invention;

Fig. 2 is the structural schematic diagram after the welding step of the cap support system in the pile planting process of the installation process of the present invention;

Fig. 3 is the structural schematic diagram after the hoisting step of the prefabricated back cover of the cap in the installation process of the prefabricated back cover of the cap of the installation process of the present invention;

4 is a schematic structural diagram after the step of connecting the prefabricated back cover of the cap and the engineering pile in the installation process of the prefabricated cap back cover of the installation process of the present invention;

Fig. 5 is the top view of Fig. 4;

FIG. 6 is an A-A view in FIG. 5 .

Detailed ways

The present invention will be further described below with reference to the accompanying drawings.

Please refer to FIGS. 1 a to 6 , the offshore wind power implantable high-pile cap prefabricated back cover and installation process of the present invention include the following processes: onshore fabrication of the cap prefabricated back cover, offshore pile planting, installation of the cap prefabricated back cover and two period construction;

The prefabricated bottom cover of the cap comprises a concrete sealing bottom plate 10, six pile-piercing holes evenly distributed on the concrete sealing bottom plate 10, and six pile-piercing holes which are embedded in a one-to-one correspondence and have the same height as the thickness of the concrete sealing bottom plate 10. The sleeve 20, the base ring 30 installed in the center of the top surface of the concrete sealing bottom plate 10, the six connecting webs 40 that are radially connected to the outer peripheral surface of the base ring 30 in a one-to-one correspondence Cross connectors 50 located at the outer ends of the six connecting webs 40 and located above the six sleeves 20 in a one-to-one correspondence; the top and bottom surfaces of each sleeve 20 are connected to a top ring plate 21 and a bottom in a one-to-one correspondence The ring plate 22; the tops of the six engineering piles 70 pass through the six sleeves 20 in a one-to-one correspondence and are connected with the lower parts of the six cross connectors 50 in a one-to-one correspondence;

The base ring 30 includes a ring body steel pipe 300, a base ring plate 301 welded on the bottom of the ring body steel pipe 300, two connecting ring plates 302 welded on the lower part of the ring body steel pipe 300 at intervals, and a ring top method welded on the top of the ring body steel pipe 300 flange 303; the tower of offshore wind power is installed on the ring top flange 303 of the foundation ring 30; three pairs of leveling bolt holes are evenly distributed on the base ring plate 301;

The six connecting webs 40 are radially connected between the two connecting ring plates 302 of the base ring 30 in a circumferentially uniform manner;

The upper part of each cross connection piece 50 is welded with the outer end of the corresponding connection web 40 , and the lower part of each cross connection piece 50 is inserted into the top inner cavity of the corresponding engineering pile 70 and welded with the top inner wall of the engineering pile 70 .

The process of making the prefabricated back cover of the cap on the shore includes the following steps: casing positioning and reinforcement, synchronous binding of the reinforcing steel bars of the capping base plate and the outside reinforcing bars of the cap, concrete pouring of the capping base, synchronous binding of the reinforcing bars at the bottom of the cap and the reinforcing bars on the inner side of the foundation ring, and the foundation ring. And the installation of connecting parts, the synchronous binding of the steel bars on the bottom of the cap and the outside of the foundation ring, and the installation of the cap steel sleeves;

During the casing positioning and reinforcement steps, the six casings 20 are evenly distributed on a circle with the same diameter as the construction pile 70 on the base, and pass through the six outer channel steels 23 and the three inner channels 24. The steel connects the six sleeves 20 as a whole, the six outer channel steels 23 are connected between the two adjacent sleeves 20 in a one-to-one correspondence, and the three inner channel steels 24 are connected in a one-to-one correspondence between two diagonally arranged. between the sleeves 20 (see Figure 1a);

When performing the step of synchronizing the binding of the reinforcing steel bars for the bottom plate and the outside of the cap, when binding the reinforcing bars for the bottom plate on the base, the circumferential reinforcing bars are bound on the outside of each casing 20, and the circumferential reinforcing bars are connected with the reinforcing bars of the bottom sealing plate by welding. Three leveling supports 31, three auxiliary supports 32 and six lifting lugs 35 are embedded in the steel plate; On the circle with the same outer diameter of the body steel pipe 300, the three leveling supports 31 are evenly arranged, and the three auxiliary supports 32 are evenly arranged between the three leveling supports 31 (see Fig. 1b and Fig. 1c ). One of the auxiliary supports 32 is arranged in the direction of the tower door of the wind power plant; the six lifting lugs 35 are evenly arranged on the same circle of the six bushings 20 and are located between two adjacent bushings 20 in a one-to-one correspondence. (See Figure 2); when tying the reinforcing bars of the sealing floor, the cable pipe perforation 12 and the ICCP pipe perforation 13 should be reserved;

When carrying out the concrete pouring step of the closed bottom plate, the concrete should be cured for 7 days after the completion of the pouring;

When carrying out the installation steps of the foundation ring and the connecting piece, align the tower door mark on the foundation ring 30 with an auxiliary support 32 located at the position of the tower door, and then cover it on the inner steel bar 33 of the foundation ring and seat it on the three leveling brackets. On the support 31 and the three auxiliary supports 32, align the three pairs of leveling bolt holes on the base ring plate 301 of the reference ring 30 with the leveling bolts on the three leveling supports 31 one by one, so that the base ring 30 is connected with three leveling supports 31 through three pairs of leveling bolts, and then the top surface level of the base ring 30 is preliminarily adjusted through the three leveling supports 31. If the size is greater than 2mm, after adjusting in place, spot welding the base ring plate 301 of the base ring 30 and the three auxiliary group supports 32 to temporarily fix it; , the circumferential positions of the six connecting webs 40 are in one-to-one correspondence with the circumferential positions of the six sleeves 20; then the six cross-connecting pieces 50 are increased by a set distance H=1.2m from the set position one by one. Correspondingly, it is temporarily welded on the outer ends of the six connecting webs 40 (see Figure 1d); considering that the wall thickness of the cross connector 50 is 40mm, and considering the requirements of installation accuracy, a welding slope is opened on the top inner wall of the engineering pile 70 on site. The opening should not be too large. If the welding groove is first made on the engineering pile 70, it may be misaligned with the cross connector 50, resulting in the unsuccessful installation of the cross connector 50. Therefore, the six cross connectors 50 are in the corresponding connection belly. When the plate 40 is temporarily welded, it is 1.2m higher than the set position. After the prefabricated back cover of the cap is installed in place, the bottoms of the six cross connectors 50 are located on the top of the six engineering piles 70 in a one-to-one correspondence;

When carrying out the step of synchronously binding the reinforcing bars on the bottom of the cap and the reinforcing bars on the outside of the foundation ring, bind the reinforcing bars 11 on the bottom of the cap on the concrete sealing bottom plate 10, and at the same time bind the reinforcing bars 34 on the outside of the foundation ring at the lower part of the foundation ring 30 (see Figure 1e and Figure 1f);

When carrying out the steps of installing the steel cap box, cover the steel cap box 60 on the steel bar 61 outside the cap (see Fig. 1g); The prefabricated back cover is transported to the offshore construction site;

The process of offshore pile planting includes the following steps: rock-socketed construction platform erection, steel casing sinking, rock-socketed hole construction, engineering pile implantation, engineering pile bottom-sealing concrete pouring, engineering pile outer annulus grouting, steel casing extraction Outlet, cable pipe and ICCP pipe installation and platform support system welding;

When performing the welding step of the cap support system, a support ring plate 71 is welded on the outer wall surface of each engineering pile 70 at the bottom elevation of the cap, and a plurality of circumferentially evenly distributed welds are welded on the bottom surface of the support ring plate 71 and the engineering pile 70. The lower support rib plate 72 (see FIG. 2 ) between the outer walls, the support ring plate 71 and the lower support rib plate 72 on the six engineering piles 70 form a cap support system;

When carrying out the installation process of the prefabricated back cover of the cap, it includes the following steps: hoisting the prefabricated back cover of the cap and connecting the prefabricated back cover of the cap to the engineering pile;

When carrying out the step of hoisting the prefabricated bottom cover of the platform, firstly cover the cable tube perforations 12 and ICCP tube perforations 13 reserved on the sealing bottom plate 10 of the platform prefabricated back cover on the cable tube 120 and the ICCP tube 130 in one-to-one correspondence, and put the back cover. The six sleeves 20 on the plate 10 are set on the six engineering piles 70 in one-to-one correspondence, and then the prefabricated back cover of the cap is slowly dropped onto the cap support system of the engineering pile 70 (see FIG. 3 ). The bottom of the cross connector 50 is located on the top of the six engineering piles 70 in a one-to-one correspondence, and then the support ring plate 71 on each engineering pile 70 and the bottom ring plate 22 of the corresponding casing 20 are welded and strengthened, and each The top ring plate 21 of the casing 20 and the outer wall surface of the corresponding engineering pile 70 are welded and reinforced by several upper support ribs evenly distributed in the circumferential direction, and then the levelness of the foundation ring 30 is re-measured; during the re-measurement, the foundation ring is removed. The spot welding of the base ring plate 301 of the base 30 and the three auxiliary supports 32, and the leveling of the base ring 30 is adjusted through the three leveling supports 31;

When performing the step of connecting the prefabricated back cover of the cap and the engineering piles, firstly open a welding groove with a height of H=1.2m on the top inner wall surface of each engineering pile 70 according to the projection of the corresponding cross connector 50, and then release each cross. Temporary welding of the connecting piece 50 and the corresponding connecting web 40, then insert the lower 1.2m of the cross connecting piece 50 into the engineering pile 70 along the welding groove of the corresponding engineering pile 70, and then connect the upper part of the cross connecting piece 50 to the corresponding engineering pile 70. The connecting web 40 is welded, and at the same time, the lower part of the cross connector 50 is welded with the corresponding engineering pile 70 (see Figure 4, Figure 5 and Figure 6);

During the second-phase construction process of the cap, it includes the following steps: connecting the cable pipe and the ICCP pipe, tying the remaining steel bars of the cap, installing the embedded parts, and pouring the cap concrete;

During the step of connecting the cable tube and the ICCP tube, connect the cable tube support section and the ICCP tube support section to the cable tube 120 and the ICCP tube 130 through flanges in one-to-one correspondence, so that the upper end of the cable tube support section and the ICCP tube are connected to each other. The upper end of the ICCP pipe cap section to the top surface of the cap.

The above embodiments are only for illustrating the present invention, rather than limiting the present invention. Those skilled in the relevant technical field can also make various changes or modifications without departing from the spirit and scope of the present invention. Therefore, all equivalents The technical solution of the invention should also belong to the scope of the present invention and should be defined by the claims.

Claims (2)

1. The prefabricated back cover and the installation process of the offshore wind power implanted high-rise pile cap are characterized by comprising the following processes: the method comprises the following steps of (1) onshore manufacturing of a prefabricated back cover of a bearing platform, offshore pile planting, prefabricated back cover installation of the bearing platform and second-stage construction of the bearing platform;

the bearing platform prefabricated back cover comprises a concrete back cover plate, six pile penetrating holes uniformly distributed on the concrete back cover plate, six sleeves which are embedded in the pile penetrating holes in a one-to-one correspondence mode and have the same height as the thickness of the concrete back cover plate, a base ring arranged in the center of the top surface of the concrete back cover plate, six connecting webs which are radially connected to the outer peripheral surface of the base ring in an evenly distributed mode and six cross-shaped connecting pieces which are connected to the outer ends of the six connecting webs in a one-to-one correspondence mode and located above the six sleeves in a one-to-one correspondence mode; the top surface and the bottom surface of each sleeve are connected with a top ring plate and a bottom ring plate in a one-to-one correspondence manner; the tops of the six engineering piles penetrate through the six sleeves in a one-to-one corresponding manner and are connected with the lower parts of the six cross-shaped connecting pieces in a one-to-one corresponding manner;

when the shoreside manufacturing process of the bearing platform prefabricated back cover is carried out, the method comprises the following steps: positioning and reinforcing a sleeve, synchronously binding reinforcing steel bars of a sealing bottom plate and reinforcing steel bars outside a bearing platform, pouring concrete of the sealing bottom plate, synchronously binding reinforcing steel bars of a bottom layer of the bearing platform and reinforcing steel bars inside a foundation ring, installing the foundation ring and a connecting piece, binding reinforcing steel bars outside the foundation ring and installing a steel sleeve box of the bearing platform;

when the sleeve positioning and reinforcing step is carried out, six sleeves are uniformly distributed on a circle with the same diameter as the pile arrangement diameter of an engineering pile on a base tire seat, and are connected into a whole through six outer side channel steels and three inner side channel steels, the six outer side channel steels are connected between two adjacent sleeves in a one-to-one correspondence manner, and the three inner side channel steels are connected between two sleeves which are arranged diagonally in a one-to-one correspondence manner;

when the synchronous binding step of the reinforcing steel bars of the sealing bottom plate and the reinforcing steel bars outside the bearing platform is carried out, when the reinforcing steel bars of the sealing bottom plate are bound on the bottom tire seat, the annular reinforcing steel bars are bound on the outer side of each sleeve, and the annular reinforcing steel bars are welded with the reinforcing steel bars of the sealing bottom plate; embedding three leveling supports, three auxiliary supports and six lifting lugs on the reinforcing steel bars of the sealing bottom plate; the three leveling supports and the three auxiliary supports are uniformly arranged on a circle with the same outer diameter as the ring body steel pipe of the foundation ring, the three leveling supports are uniformly arranged, the three auxiliary supports are uniformly arranged among the three leveling supports, and one auxiliary support is arranged in the direction of a tower door of the wind power generation tower; the six lifting lugs are uniformly distributed on the same circle of the six sleeves and are positioned between two adjacent sleeves in a one-to-one correspondence manner; a cable pipe perforation and an ICCP pipe perforation are reserved when the steel bars of the sealing bottom plate are bound;

when the step of pouring the concrete of the sealing bottom plate is carried out, the concrete is cured for 7 days after the pouring is finished;

when the step of installing the foundation ring and the connecting piece is carried out, firstly, aligning a tower drum door mark on the foundation ring with an auxiliary support arranged at the position of the tower drum door, then sleeving the tower drum door mark on the steel bars at the inner side of the foundation ring, and locating the tower drum door mark on the three leveling supports and the three auxiliary supports, then primarily adjusting the levelness of the top surface of the foundation ring through the three leveling supports, temporarily fixing the foundation ring and the three auxiliary supports in a spot welding manner after the adjustment is in place, then uniformly and radially welding six connecting webs on the outer peripheral surface of the foundation ring, wherein the annular positions of the six connecting webs correspond to the annular positions of six sleeves one by one; then, temporarily welding the six cross connecting pieces at the outer ends of the six connecting webs in a one-to-one correspondence manner in a manner of increasing a certain distance H from the set position;

when the step of synchronously binding the reinforcing steel bars at the bottom layer of the bearing platform and the reinforcing steel bars at the outer side of the foundation ring is carried out, the reinforcing steel bars at the bottom layer of the bearing platform are bound on the concrete sealing bottom plate, and meanwhile, the reinforcing steel bars at the outer side of the foundation ring are bound at the lower part of the foundation ring;

when the step of installing the bearing platform steel sleeve box is carried out, the bearing platform steel sleeve box is sleeved on the reinforcing steel bars outside the bearing platform; forming a bearing platform prefabricated back cover after the bearing platform steel sleeve box is installed, and then transporting the bearing platform prefabricated back cover to the offshore construction site;

when the offshore pile planting process is carried out, the method comprises the following steps: erecting a rock-socketed construction platform, sinking a steel casing, constructing a rock-socketed hole, implanting an engineering pile, pouring bottom sealing concrete of the engineering pile, grouting annular space outside the engineering pile, pulling out the steel casing, installing a cable pipe and an ICCP pipe and welding a bearing platform support system;

when the step of welding the bearing platform supporting system is carried out, a supporting ring plate and a plurality of lower supporting rib plates which are annularly and uniformly welded between the bottom surface of the supporting ring plate and the outer wall surface of the engineering pile are welded on the outer wall surface of each engineering pile, and the supporting ring plates and the lower supporting rib plates on the six engineering piles form the bearing platform supporting system;

when the bearing platform prefabricated back cover installation process is carried out, the method comprises the following steps: hoisting the prefabricated back cover of the bearing platform and connecting the prefabricated back cover of the bearing platform with the engineering pile;

when the bearing platform prefabricated back cover hoisting step is carried out, firstly, the preformed holes on the back cover plate of the bearing platform prefabricated back cover are sleeved on the cable pipe and the ICCP pipe, six sleeves on the back cover plate are sleeved on six engineering piles in a one-to-one correspondence mode, then, the bearing platform prefabricated back cover slowly falls to a bearing platform support system, then, a support ring plate on each engineering pile and a bottom ring plate of the corresponding sleeve are welded and reinforced, and a plurality of upper support rib plates which are circumferentially and uniformly distributed are welded and reinforced between a top ring plate of each sleeve and the outer wall surface of the corresponding engineering pile, and then, the levelness of the foundation ring is measured again;

when the step of connecting the prefabricated bottom cover of the bearing platform with the engineering piles is carried out, firstly, a welding groove with the height of H is formed in the inner wall surface of the top of each engineering pile according to the projection of the corresponding cross-shaped connecting piece, then the temporary welding between each cross-shaped connecting piece and the corresponding connecting web plate is removed, then, the lower part of each cross-shaped connecting piece is inserted into the engineering pile along the welding groove of the corresponding engineering pile, then, the upper part of each cross-shaped connecting piece is welded with the corresponding connecting web plate, and meanwhile, the lower part of each cross-shaped connecting piece is welded with the corresponding engineering pile;

when the second-stage construction process of the bearing platform is carried out, the method comprises the following steps: the cable pipe and the ICCP pipe are lengthened, the rest reinforcing steel bars of the bearing platform are bound, the embedded part is installed, and the concrete of the bearing platform is poured.

2. The offshore wind power implanted high pile cap prefabricated bottom sealing and mounting process according to claim 1, wherein the foundation ring comprises a ring body steel pipe, a base ring plate welded at the bottom of the ring body steel pipe, two connecting ring plates welded at intervals at the lower part of the ring body steel pipe and a ring top flange welded at the top of the ring body steel pipe, wherein a pair of leveling bolt holes are respectively formed in the positions, corresponding to the three leveling supports, on the base ring plate, so that the foundation ring is connected with the three leveling supports through the three pairs of leveling bolts; the six connecting webs are uniformly connected between the two connecting ring plates of the foundation ring; the upper part of each cross connecting piece is welded with the outer end of the corresponding connecting web plate, and the lower part of each cross connecting piece is inserted into the inner cavity of the top of the corresponding engineering pile and is welded with the inner wall of the top of the engineering pile.

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