CN113356256B - Prefabricated back cover of offshore wind power implanted high-rise pile cap and installation process - Google Patents
Prefabricated back cover of offshore wind power implanted high-rise pile cap and installation process Download PDFInfo
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- CN113356256B CN113356256B CN202110726753.0A CN202110726753A CN113356256B CN 113356256 B CN113356256 B CN 113356256B CN 202110726753 A CN202110726753 A CN 202110726753A CN 113356256 B CN113356256 B CN 113356256B
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/10—Deep foundations
- E02D27/12—Pile foundations
- E02D27/14—Pile framings, i.e. piles assembled to form the substructure
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/32—Foundations for special purposes
- E02D27/42—Foundations for poles, masts or chimneys
- E02D27/425—Foundations for poles, masts or chimneys specially adapted for wind motors masts
Abstract
The invention discloses an offshore wind power implanted high-rise pile cap prefabricated back cover and an installation process, which comprise the following processes: the method comprises the steps of shoreside manufacturing of a prefabricated bottom sealing of a bearing platform, offshore pile planting, prefabricated bottom sealing 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 embedded in the pile penetrating holes in a one-to-one correspondence manner, a foundation ring installed in the center of the top surface of the concrete back cover plate, six connecting webs uniformly distributed and radially connected to the outer peripheral surface of the foundation ring, and six cross-shaped connecting pieces which are connected to the outer ends of the six connecting webs in a one-to-one correspondence manner and are located above the six sleeves in a one-to-one correspondence manner; 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 correspondence mode and are connected with the six cross-shaped connecting pieces in a one-to-one correspondence mode. According to the invention, the operations of mounting the bottom sealing template to the connecting web plate and the like are carried out on the shore, so that the offshore hoisting and operating time can be greatly reduced.
Description
Technical Field
The invention relates to a prefabricated back cover of an offshore wind power implanted high-rise pile cap and an installation process.
Background
The implanted high-rise pile cap is mainly applied to offshore wind power projects with complex geology, large stratum fluctuation change, thin local covering layer and sporadic boulders. According to the structural form development of the current offshore wind power project with the same type of geological condition selection, aiming at the problems of difficulty in the current implanted single pile foundation construction, the phenomena of arc stone pile casing curling, multiple hole collapse, pile slipping, pile casing verticality exceeding standard and the like are respectively caused, the construction technology processing difficulty is increased, the safety risk and the construction period delay risk exist, and after hole collapse, the processing period is long and the effect is not obvious. At present, offshore wind power is in the potential state of 'rush installation tide', construction resources such as large-scale drilling rigs and crane ships are further contracted, and in order to solve the construction problem of the implanted single-pile foundation as soon as possible, the implanted high-pile bearing platform foundation is adopted, and equipment and ship machines are more in choice when the implanted high-pile bearing platform foundation is constructed.
The field construction process of the implanted high-pile bearing platform foundation comprises the following steps: erecting a rock-socketed platform → constructing a rock-socketed hole → implanting an engineering pile → sealing the bottom of the engineering pile → grouting the outer wall of the engineering pile → removing a pile casing → pouring concrete of a pile core → detaching the rock-socketed platform → installing an auxiliary casing cage → installing a bottom template of a bearing platform → reinforcing among the engineering piles → binding reinforcing steel bars at the bottom of the bearing platform → pouring concrete at the bottom of the bearing platform → binding reinforcing steel bars at the bottom of the bearing platform → installing a sleeve of the bearing platform → installing a foundation ring → installing a connecting piece → welding a connecting web plate and the like → binding reinforcing steel bars of the bearing platform → pouring concrete of the bearing platform. The main function of the bearing platform back cover is to match the installation of the foundation ring of the wind turbine tower and the installation of the connecting piece.
Because the high pile cap foundation has more on-site construction processes and less effective operation time on the sea, the construction process of the high pile cap foundation needs to be optimized urgently.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provides a prefabricated back cover of an offshore wind power implanted high-pile bearing platform and an installation process thereof.
The purpose of the invention is realized as follows: a prefabricated back cover and an installation process of an offshore wind power implanted high-rise pile cap comprise 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 a steel bar of a sealing bottom plate and a steel bar at the outer side of a bearing platform, pouring concrete of the sealing bottom plate, synchronously binding a steel bar at the bottom layer of the bearing platform and a steel bar at the inner side of a foundation ring, installing the foundation ring and a connecting piece, binding a steel bar at the outer side of 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.
The offshore wind power implanted high pile cap prefabricated bottom sealing and mounting process comprises the steps that 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 the lower part of the ring body steel pipe at intervals 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 three leveling supports, on the base ring plate, so that the foundation ring is connected with the three leveling supports through 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.
The prefabricated back cover and the installation process of the offshore wind power implanted high-pile bearing platform have the following characteristics:
1) according to the embedded high-rise pile cap prefabricated back cover, the sleeve corresponding to an engineering pile and the inner side channel steel and the outer side channel steel connected with the sleeve are embedded in the structure of the back cover plate, the structural form of the embedded high-rise pile cap can be optimized, and the back cover plate of the bearing cap is located on the bearing cap supporting body system by welding the bearing cap supporting system on the engineering pile when the prefabricated back cover of the bearing cap is installed on the sea, so that the integral structure is more stable, and the construction is simpler and more convenient;
2) when the prefabricated back cover of the bearing platform is manufactured on the shore, pouring back cover plate concrete, binding steel bars at the bottom layer of the bearing platform, steel bars at the outer side of the bearing platform, steel bars at the inner side of the foundation ring, installing the foundation ring, welding the connecting web, steel bars at the outer side of the foundation ring, installing the cross connecting piece, installing a steel sleeve box of the bearing platform and the like are sequentially integrated, and the structures are integrally subjected to offshore hoisting operation, so that the offshore operation time can be optimized, and meanwhile, the engineering construction quality can be ensured;
3) after the prefabricated back cover of the bearing platform is installed, the temporary reinforcing points of the foundation ring and the auxiliary support on the back cover plate are only needed to be removed for leveling, and the welding groove of the cross connecting piece is formed on the engineering pile on site, so that higher installation accuracy can be achieved, and the operation is simple and convenient;
4) the original operation procedures carried out on the sea are carried out on the shore, namely welding operations from installation of the bearing platform bottom sealing template to installation of the connecting web plate and the like are carried out, so that the welding and concrete pouring quality can be ensured, the offshore hoisting and operation time can be greatly reduced, and the subsequent work of grouting reinforcement treatment and the like is not needed after the connection with the engineering pile is finished, thereby providing convenience for offshore wind power construction and rush installation tide due to the shortage of offshore operation ships; and for the second stage bearing platform construction, only part of bearing platform reinforcing steel bars are needed to be bound and part of welding work is needed, so that the construction progress of offshore wind power is accelerated.
Drawings
FIG. 1a is a schematic structural diagram of the installation process of the present invention after the positioning and reinforcing steps of the sleeve in the shoreside fabrication process of the bearing platform prefabricated back cover;
FIG. 1b is a schematic structural diagram of the prefabricated bearing platform bottom-sealing shore-based sealing plate concrete poured in the process of manufacturing the bearing platform prefabricated bottom-sealing shore by the installation process of the invention;
FIG. 1c is a schematic structural view after a step of synchronously binding bottom-layer steel bars of a bearing platform and inner-side steel bars of a foundation ring in an onshore manufacturing process for prefabricating the bottom of the bearing platform by using the installation process of the invention;
FIG. 1d is a schematic structural view of the mounting process of the present invention after the foundation ring and connector mounting step in the shoreside fabrication process of the bearing platform prefabricated back cover;
FIG. 1e is a schematic structural view after a step of binding reinforcing bars outside a foundation ring in an onshore fabrication process for prefabricating a bottom cover of a bearing platform by using the installation process of the invention;
FIG. 1f is another schematic structural view after the step of binding the reinforcing steel bars outside the foundation ring in the shore fabrication process of the prefabricated back cover of the bearing platform of the installation process of the invention;
FIG. 1g is a schematic structural diagram of a bearing platform prefabricated back cover formed after the bearing platform steel pouring jacket installation step in the shore fabrication process of the bearing platform prefabricated back cover of the installation process of the present invention;
FIG. 2 is a schematic structural view of the pile base after the welding step of the pile support system in the pile-planting process of the installation process of the present invention;
FIG. 3 is a schematic structural view after a lifting step of the bearing platform prefabricated back cover in the bearing platform prefabricated back cover installation process of the invention;
FIG. 4 is a schematic structural view of the prefabricated back cover of the bearing platform and the engineering pile after the connection step in the installation process of the prefabricated back cover of the bearing platform of the installation process of the invention;
FIG. 5 is a top view of FIG. 4;
fig. 6 is a view from a-a in fig. 5.
Detailed Description
The invention will be further explained with reference to the drawings.
Referring to fig. 1a to fig. 6, the process for prefabricating and sealing the bottom of the offshore wind power implanted high pile cap and installing the offshore wind power implanted high pile cap of the invention comprises the following steps: 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 prefabricated bottom closure of the cushion cap comprises a concrete bottom closure plate 10, six pile penetrating holes uniformly distributed on the concrete bottom closure plate 10, six sleeves 20 which are correspondingly embedded in the pile penetrating holes one by one and have the same height as the concrete bottom closure plate 10, a foundation ring 30 arranged in the center of the top surface of the concrete bottom closure plate 10, six connecting webs 40 which are uniformly distributed in the circumferential direction and radially connected to the peripheral surface of the foundation ring 30, and six cross connecting pieces 50 which are correspondingly connected to the outer ends of the six connecting webs 40 one by one and are correspondingly positioned above the six sleeves 20 one by one; the top surface and the bottom surface of each sleeve 20 are connected with a top ring plate 21 and a bottom ring plate 22 in a one-to-one correspondence manner; the tops of the six engineering piles 70 penetrate through the six sleeves 20 in a one-to-one correspondence and are connected with the lower parts of the six cross-shaped connecting pieces 50 in a one-to-one correspondence;
the foundation ring 30 comprises a ring steel pipe 300, a base ring plate 301 welded at the bottom of the ring steel pipe 300, two connecting ring plates 302 welded at the lower part of the ring steel pipe 300 at intervals, and a ring top flange 303 welded at the top of the ring steel pipe 300; a tower drum of offshore wind power is arranged on a ring top flange 303 of the foundation ring 30; three pairs of leveling bolt holes are uniformly distributed on the base annular plate 301;
the six connecting webs 40 are annularly, uniformly and radially connected between the two connecting ring plates 302 of the foundation ring 30;
the upper part of each cross connecting member 50 is welded with the outer end of the corresponding connecting web 40, and the lower part of each cross connecting member 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.
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, synchronously binding reinforcing steel bars of the bottom layer of the bearing platform and 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 20 are uniformly distributed on a circle with the same diameter as the pile arrangement diameter of the engineering pile 70 on the base tire seat, the six sleeves 20 are connected into a whole through six outer channel steels 23 and three inner channel steels 24, the six outer channel steels 23 are correspondingly connected between two adjacent sleeves 20, and the three inner channel steels 24 are correspondingly connected between two diagonally arranged sleeves 20 (see fig. 1 a);
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 circumferential reinforcing steel bars are bound on the outer side of each sleeve 20 and are welded with the reinforcing steel bars of the sealing bottom plate, and three leveling supports 31, three auxiliary supports 32 and six lifting lugs 35 are embedded in the reinforcing steel bars of the sealing bottom plate; the three leveling supports 31 and the three auxiliary supports 32 are all arranged on a circle with the same outer diameter as the ring body steel pipe 300 of the foundation ring 30, the three leveling supports 31 are all arranged, the three auxiliary supports 32 are all arranged between the three leveling supports 31 (see fig. 1b and 1c), and one auxiliary support 32 is arranged in the direction of the wind power tower door; the six lifting lugs 35 are uniformly distributed on the same circle of the six sleeves 20 and are positioned between two adjacent sleeves 20 in a one-to-one correspondence manner (see fig. 2); a cable pipe perforation 12 and an ICCP pipe perforation 13 are also 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 maintained for 7 days after the pouring of the concrete is finished;
when the foundation ring and the connecting piece are installed, a tower door mark on the foundation ring 30 is aligned with one auxiliary support 32 arranged at a tower door position, then the tower door mark is sleeved on steel bars 33 on the inner side of the foundation ring, and the tower door mark is located on three leveling supports 31 and three auxiliary supports 32, three pairs of leveling bolt holes in a base ring plate 301 of the foundation ring 30 are aligned with leveling bolts on the three leveling supports 31 one by one, so that the foundation ring 30 is connected with the three leveling supports 31 through the three pairs of leveling bolts, then the levelness of the top surface of the foundation ring 30 is preliminarily adjusted through the three leveling supports 31, the maximum diagonal height difference of the top surface of the foundation ring 30 is required to be not more than 2mm, and the base ring plate 301 of the foundation ring 30 and the three auxiliary support 32 are temporarily fixed in a spot welding manner after the foundation ring 30 is adjusted in place; then, radially welding six connecting webs 40 on the outer peripheral surface of the base ring 30 uniformly, wherein the annular positions of the six connecting webs 40 correspond to the annular positions of the six sleeves 20 one by one; then, the six cross-shaped connecting pieces 50 are temporarily welded at the outer ends of the six connecting webs 40 in a one-to-one correspondence manner in a manner that the set distance H is 1.2m higher than the set position (see fig. 1 d); considering that the wall thickness of the cross connecting piece 50 is 40mm, considering the requirement of installation accuracy, the welding bevel on the inner wall of the top of the engineering pile 70 on site cannot be too large, if the welding bevel is firstly formed on the engineering pile 70, the welding bevel is possibly not aligned with the cross connecting piece 50, so that the installation of the cross connecting piece 50 is unsuccessful, therefore, the six cross connecting pieces 50 are improved by 1.2m compared with the set position when being temporarily welded with the corresponding connecting web 40, and after the prefabricated back cover of the bearing platform is installed in place, the bottoms of the six cross connecting pieces 50 are exactly positioned at the tops of the six engineering piles 70 one by one;
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 11 at the bottom layer of the bearing platform are bound on the concrete bottom-sealing plate 10, and meanwhile, the reinforcing steel bars 34 at the outer side of the foundation ring are bound at the lower part of the foundation ring 30 (see fig. 1e and 1 f);
when the step of installing the bearing platform steel sleeve box is carried out, the bearing platform steel sleeve box 60 is sleeved on the reinforcing steel bars 61 outside the bearing platform (see figure 1 g); forming a bearing platform prefabricated back cover after the bearing platform steel sleeve box 60 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 support system is carried out, a support ring plate 71 and a plurality of lower support rib plates 72 (shown in figure 2) which are annularly and uniformly welded between the bottom surface of the support ring plate 71 and the outer wall surface of the engineering pile 70 are welded on the outer wall surface of each engineering pile 70 positioned at the bottom elevation of the bearing platform, and the support ring plates 71 and the lower support rib plates 72 on six engineering piles 70 form the bearing platform support 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, cable pipe through holes 12 and ICCP pipe through holes 13 reserved on a back cover plate 10 of the bearing platform prefabricated back cover are sleeved on cable pipes 120 and ICCP pipes 130 in a one-to-one corresponding mode, six sleeves 20 on the back cover plate 10 are sleeved on six engineering piles 70 in a one-to-one corresponding mode, then, the bearing platform prefabricated back cover slowly falls onto a bearing platform supporting system of the engineering piles 70 (see figure 3), at the moment, the bottoms of six cross-shaped connecting pieces 50 are exactly positioned at the tops of the six engineering piles 70 in a one-to-one corresponding mode, then, a supporting ring plate 71 on each engineering pile 70 and a bottom ring plate 22 of the corresponding sleeve 20 are welded and reinforced, a plurality of upper supporting rib plates which are circumferentially and uniformly distributed are welded and reinforced between a top ring plate 21 of each sleeve 20 and the outer wall surface of the corresponding engineering pile 70, and then, the levelness of a foundation ring 30 is measured again; during repeated measurement, spot welding of the base bottom ring plate 301 of the base ring 30 and the three auxiliary supports 32 is released, and the levelness of the base ring 30 is adjusted through the three leveling supports 31;
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 H being 1.2m is arranged on the inner wall surface of the top of each engineering pile 70 according to the projection of the corresponding cross-shaped connecting piece 50, then the temporary welding between each cross-shaped connecting piece 50 and the corresponding connecting web plate 40 is removed, then the lower part 1.2m of each cross-shaped connecting piece 50 is inserted into the engineering pile 70 along the welding groove of the corresponding engineering pile 70, then the upper part of each cross-shaped connecting piece 50 is welded with the corresponding connecting web plate 40, and meanwhile, the lower part of each cross-shaped connecting piece 50 is welded with the corresponding engineering pile 70 (see fig. 4, 5 and 6);
when the second-stage construction process of the bearing platform is carried out, the method comprises the following steps: lengthening a cable pipe and an ICCP pipe, binding other reinforcing steel bars of a bearing platform, installing an embedded part and pouring concrete of the bearing platform;
when the cable pipe and ICCP pipe lengthening step is carried out, the cable pipe bearing section and the ICCP pipe bearing section are respectively connected with the cable pipe 120 and the ICCP pipe 130 in a one-to-one correspondence mode through flanges, and the upper end of the cable pipe bearing section and the upper end of the ICCP pipe bearing section are enabled to reach the top surface of the bearing platform.
The above embodiments are provided only for illustrating the present invention and not for limiting the present invention, and those skilled in the art can make various changes and modifications without departing from the spirit and scope of the present invention, and therefore all equivalent technical solutions should also fall within 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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| CN103912007B (en) * | 2014-03-14 | 2016-05-25 | 中国电建集团西北勘测设计研究院有限公司 | The installation method of the precast concrete cushion cap of reserved basic annular distance and stake nest annular distance and the many pile foundations of assembled based on this cushion cap |
| CN103938645B (en) * | 2014-03-14 | 2016-05-04 | 中国电建集团西北勘测设计研究院有限公司 | The precast concrete cushion cap in reserved basic annular distance and stake nest hole and many pile foundations of the assembled installation method based on this cushion cap |
| CN107152032A (en) * | 2017-05-23 | 2017-09-12 | 中能电力科技开发有限公司 | The template system and the construction method of cushion cap of a kind of bearing platform construction for offshore wind farm |
| CN111218950A (en) * | 2020-03-12 | 2020-06-02 | 中交第三航务工程局有限公司 | Offshore wind power single pile and high pile cap foundation steel pipe pile planting shared construction platform |
| CN212956608U (en) * | 2020-07-28 | 2021-04-13 | 中交第三航务工程局有限公司 | Rock-socketed construction platform of combined type offshore wind power foundation steel pipe pile |
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Address after: 200032 No. 139, Xuhui District, Shanghai, Pingjiang Road Patentee after: CCCC THIRD HARBOR ENGINEERING Co.,Ltd. Patentee after: CCCC Third Aviation Bureau Sixth Engineering (Xiamen) Co., Ltd. Patentee after: XIAMEN BRANCH OF CCCC THIRD HARBOR ENGINEERING Co.,Ltd. Address before: 200032 No. 139, Xuhui District, Shanghai, Pingjiang Road Patentee before: CCCC THIRD HARBOR ENGINEERING Co.,Ltd. Patentee before: CCCC Sanya (Xiamen) Engineering Co.,Ltd. Patentee before: XIAMEN BRANCH OF CCCC THIRD HARBOR ENGINEERING Co.,Ltd. |