A rigid system offshore photovoltaic platform with claws and method of installation thereof

Abstract

This invention discloses a rigid offshore photovoltaic platform with claws and its installation method. The offshore photovoltaic platform includes four corrosion-resistant steel pipe piles arranged at intervals along a rectangular outline. A planar truss assembly is provided between the tops of the four corrosion-resistant steel pipe piles, and the top of the planar truss assembly is used to install photovoltaic modules. A supporting claw is provided between each corrosion-resistant steel pipe pile and the planar truss assembly. Each supporting claw includes multiple inclined claw parts arranged at intervals along the circumference. One end of the multiple inclined claw parts converges and is fixedly connected to the top of the corresponding corrosion-resistant steel pipe pile. The other ends of the multiple inclined claw parts spread outward and are respectively connected to the planar truss assembly through welded ball joints. The welded ball joints include hollow welded balls, and the inclined claw parts are welded and fixed to the corresponding hollow welded balls. This invention can save material usage while reducing the stress concentration effect at the pile top nodes.

Description

Technical Field

[0001] This invention relates to the field of offshore photovoltaic power generation technology, specifically to a rigid offshore photovoltaic platform with claws and its installation method. Background Technology

[0002] With the continuous development and progress of the marine new energy industry, marine photovoltaic power generation, as a new energy technology with broad application prospects, has gradually become a research hotspot in the industry. Compared with onshore photovoltaic power plants, marine photovoltaics can not only reduce the impact on the terrestrial ecological environment, but more importantly, the marine environment can provide more stable and abundant solar radiation resources. Furthermore, through the evaporation and convection of seawater, the operating temperature of photovoltaic modules can be effectively reduced, thereby improving power generation efficiency.

[0003] Traditional offshore photovoltaic (PV) platforms often combine pile foundations with steel structure platforms. The steel structure platforms are typically constructed in truss or space frame form, while the pile foundations use steel pipe piles, with the tops of the piles directly connected to the steel structure platform via nodes. In practical engineering applications, traditional offshore PV platforms, due to the large spans of their trusses or space frames, experience greater external environmental loads, such as wind loads, in marine environments compared to terrestrial environments. In this structure where the steel structure platform is directly connected to the top of the piles, the horizontal wind loads on the steel structure platform are concentrated and transferred to the pile foundation through the pile top nodes, easily causing stress concentration at these nodes. If a cantilever pile scheme is used to connect to the steel structure platform, it leads to insufficient torsional restraint and excessively long calculated pile lengths, increasing the structural stress level and increasing the material consumption of the steel structure platform, making it difficult to meet economic requirements. Therefore, there is an urgent need for an offshore PV platform that can reduce the stress concentration effect at the pile top nodes and save on material consumption. Summary of the Invention

[0004] Therefore, the present invention provides a rigid system offshore photovoltaic platform with claws and its installation method to solve the problem of the lack of an existing offshore photovoltaic platform that can reduce the stress concentration effect at the pile top node and save material usage.

[0005] In a first aspect, the present invention provides a rigid marine photovoltaic platform with claws, comprising:

[0006] At least two sets of support components are spaced apart along a first horizontal direction, and the support components include at least two corrosion-resistant steel pipe piles spaced apart along a second horizontal direction, wherein the first horizontal direction and the second horizontal direction are perpendicular to each other. A planar truss assembly for mounting photovoltaic modules, the planar truss assembly being disposed between the tops of multiple sets of support assemblies; Multiple supporting claws are connected one by one between the corresponding corrosion-resistant steel pipe piles and the planar truss assembly; each supporting claw includes multiple inclined claw portions arranged circumferentially, one end of each inclined claw portion converges to one point and is fixedly connected to the top of the corresponding corrosion-resistant steel pipe pile, and the other end of each inclined claw portion extends outward and is connected to the planar truss assembly through welded ball joints; the welded ball joints include hollow welded balls, and the inclined claw portions are welded and fixed to the corresponding hollow welded balls.

[0007] According to the present invention, a rigid marine photovoltaic platform with claws has at least the following technical advantages: By connecting a support claw between the planar truss assembly and each corrosion-resistant steel pipe pile, each support claw includes multiple inclined claw sections arranged circumferentially. The bottom ends of the multiple inclined claw sections of the same support claw converge and are fixedly connected to the top of the corresponding corrosion-resistant steel pipe pile. The top ends of the multiple inclined claw sections of the same support claw extend outwards at a certain spatial angle and are connected to the planar truss assembly through a welded ball joint. The support claws arranged in a three-dimensional radial pattern form a three-dimensional spatial rigid connection system with the planar truss assembly, which can significantly reduce the equivalent span of the planar truss assembly, thereby reducing the amount of steel used in the planar truss assembly. At the same time, the force transmission path can be optimized through the three-dimensional spatial rigid connection system, transforming the horizontal load transmission path into a multi-directional distributed force transmission mode. A portion of the horizontal force is directly transmitted to the corrosion-resistant steel pipe in the form of axial load through the support claws. The piles effectively reduce the bending moment effect and stress concentration effect at the pile top nodes caused by horizontal loads. Simultaneously, the support claws lower the pile top elevation, shorten the effective calculation length of the corrosion-resistant steel pipe piles, optimize the pile slenderness ratio, and, in conjunction with the overall structural synergistic force characteristics, significantly improve the lateral stiffness and wind resistance of the structure, effectively reducing steel consumption while ensuring structural safety and reliability. Furthermore, by adding spatial torsional damping to the traditional translational constraints, a three-dimensional force transmission mechanism is formed, resulting in a qualitative improvement in the torsional stiffness of the structure. The torsional mode shape is effectively pushed to a higher order mode, the natural period is significantly shortened, and the frequency band distribution becomes more uniform. This significantly reduces the risk of resonance under wind-induced vibration and seismic wave excitation, improving the structure's wind and seismic performance. At the same time, it reduces the dynamic displacement amplitude of the structure, comprehensively enhancing the dynamic stability and load-bearing capacity of this offshore photovoltaic platform in complex marine environments. Furthermore, by welding the inclined claw to the corresponding hollow welded ball at a designed angle, the top of the supporting inclined claw is fixed to the planar truss assembly as one unit, making assembly and construction simpler and avoiding the risk of connection failure due to thread stripping.

[0008] In one optional embodiment, a reinforcing plate is provided inside the hollow welded sphere, and the end face of the reinforcing plate abuts against the inner wall of the hollow welded sphere.

[0009] In one optional embodiment, a connecting assembly is provided between the supporting claw and the top of the corresponding corrosion-resistant steel pipe pile, the connecting assembly comprising: A connecting plate is welded and fixed to the top of the corrosion-resistant steel pipe pile; A semi-circular welded ball is fixedly connected to the top of the connecting plate, and the semi-circular welded ball is welded and fixed to the bottom end of the supporting claw; A positioning insert plate is fixedly connected to the bottom end of the connecting plate, and the positioning insert plate is used for positioning and inserting into the corrosion-resistant steel pipe pile.

[0010] In one optional embodiment, the positioning plate is arranged in a cross shape, and the positioning plate includes a first conical steel plate and two second conical steel plates. In the thickness direction of the first conical steel plate, the two second conical steel plates are symmetrically fixedly connected to both sides of the first conical steel plate.

[0011] In one optional embodiment, a connecting assembly is provided between the supporting claw and the top of the corresponding corrosion-resistant steel pipe pile, the connecting assembly comprising: A connecting plate abuts against the top of the corrosion-resistant steel pipe pile; A semi-circular welded ball is fixedly connected to the top of the connecting plate, and the semi-circular welded ball is welded and fixed to the bottom end of the supporting claw; A grouting sealing plate is installed inside the corrosion-resistant steel pipe pile. The top surface of the grouting sealing plate and the inner wall of the corrosion-resistant steel pipe pile form a grouting groove, which is used to inject high-strength mortar. A positioning guide tube is fixedly connected to the bottom end of the connecting plate, and the positioning guide tube is used for positioning and insertion into the grouting groove.

[0012] In one optional embodiment, a plurality of guide blocks are provided at circumferential intervals on the outer peripheral surface of the positioning conduit. The side of the guide block away from the positioning conduit is configured as an inclined guide surface. The inclined guide surface extends from top to bottom and is inclined towards the center of the positioning conduit gradually along the radial direction of the positioning conduit.

[0013] In one alternative embodiment, the bottom end of the positioning conduit is configured as a tapered tube portion that extends from top to bottom and whose external dimensions gradually decrease.

[0014] In one optional embodiment, the outer circumferential surface of the positioning conduit is provided with multiple sets of first shear key assemblies, the multiple sets of first shear key assemblies are spaced apart in the vertical direction, and each set of first shear key assemblies includes multiple first shear keys spaced apart in the circumferential direction.

[0015] In one optional embodiment, multiple sets of the second shear key assemblies are arranged vertically at intervals within the grouting groove, and each set of the second shear key assemblies includes multiple second shear keys arranged circumferentially at intervals.

[0016] In one optional embodiment, the planar truss assembly includes a plurality of main trusses and a number of secondary trusses equal to the number of the support assembly. The plurality of main trusses are spaced apart along a second horizontal direction, and the plurality of secondary trusses are spaced apart along a first horizontal direction. The projection of the secondary trusses in the vertical direction coincides with the corresponding portion of the support assembly. Each main truss and secondary truss includes an upper chord, a lower chord, and a web member. The upper chords of adjacent main trusses, the upper chords of secondary trusses, and the web members converge at one end through a welded joint. The inclined claw portion and the lower chords of the main trusses, the lower chords of the secondary trusses, and the web members adjacent to the inclined claw portion are welded and fixed through the same welded ball joint.

[0017] In one optional embodiment, the photovoltaic module includes: Supporting stiffeners are welded and fixed to the top of the upper chord. The purlin is connected to the supporting stiffener plate by a first high-strength bolt; Multiple photovoltaic panels are connected to the top of the purlin by a second high-strength bolt; A pressure block is disposed between two adjacent photovoltaic panels. The vertical projection of the ends of the two adjacent photovoltaic panels facing each other falls within the range of the pressure block. The pressure block is connected to the purlin by a third high-strength bolt.

[0018] In one optional embodiment, a tie rod is welded and fixed between the lower chords of two adjacent main trusses, and a strut is welded and fixed between the upper chords of two adjacent secondary trusses.

[0019] Secondly, the present invention also provides a construction method for constructing a rigid offshore photovoltaic platform with claws as described in the first aspect above. The construction method includes the following steps: The components of the planar truss assembly are prefabricated in the factory, and the corrosion-resistant steel pipe piles are fabricated and processed in the factory. At the land-based terminal, the various components are assembled to form the planar truss assembly with welded ball joints, and the photovoltaic modules are mounted on the top of the planar truss assembly. The inclined claw is welded and fixed to the corresponding welded ball node at the design angle, so that the planar truss assembly and the supporting inclined claw are assembled to form the upper platform body; Each corrosion-resistant steel pipe pile was transported from the land-based wharf to the offshore construction area, and each corrosion-resistant steel pipe pile was sunk into its corresponding predetermined position to complete the pile driving construction. The upper platform body is transferred from the land-based wharf to the offshore construction area. Then, the upper platform body is lifted and its position in the air is adjusted so that the supporting claws of the upper platform body are aligned with the corresponding corrosion-resistant steel pipe piles. Finally, the bottom end of the supporting claws is fixed to the top end of the corresponding corrosion-resistant steel pipe piles.

[0020] According to a construction method of the present invention, at least the following beneficial effects are achieved: By disassembling the planar truss assembly into standardized components and the supporting claws into multiple inclined claw parts, the components, inclined claw parts, and welded ball joints of the planar truss assembly can be fabricated and processed in a land-based workshop using an assembly line operation. These components are then transported to a land-based dock where they are assembled to form a planar truss assembly with welded ball joints. The inclined claw parts are then welded and fixed to the corresponding hollow welded balls at the designed angles, allowing the planar truss assembly and supporting claws to form the upper platform body. The upper platform body is then transported to the offshore construction area, and the supporting claws of the upper platform body are lifted and aligned with the corresponding corrosion-resistant steel pipe piles. The bottom end of the supporting claw is then fixedly connected to the top of the corresponding corrosion-resistant steel pipe pile to complete the construction. This achieves a construction mode of "modular land-based prefabrication + rapid offshore connection." Offshore construction only requires the driving of the corrosion-resistant steel pipe piles and the connection of the pile top joints, effectively shortening the offshore operation cycle and reducing construction risks. While ensuring construction quality, it also reduces construction costs, providing a safe, reliable, economical, and efficient technical path for the development of offshore photovoltaics. Attached Figure Description

[0021] To more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the specific embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0022] Figure 1 This is a side view of a rigid offshore photovoltaic platform with claws, according to this embodiment. Figure 2 This is a schematic diagram of the steel space frame installation structure in this embodiment; Figure 3 This is a schematic diagram of the structure in this embodiment where the inclined claw, lower chord, and web member are connected by the same hollow welded ball. Figure 4This is a schematic diagram of the structure of the supporting claw, connecting component and corrosion-resistant steel pipe pile assembly in the first embodiment of the present invention; Figure 5 for Figure 4 Schematic diagram of the cross-sectional structure at point AA; Figure 6 for Figure 5 A schematic diagram of the structure of the first plate in the middle; Figure 7 for Figure 5 Schematic diagram of the structure of the second plate in the middle; Figure 8 This is a schematic diagram of the structure of the supporting claw, connecting component and corrosion-resistant steel pipe pile assembly in the second embodiment of the present invention; Figure 9 This is a schematic diagram of the assembly structure of the photovoltaic module and the upper chord in this embodiment; Figure 10 for Figure 9 Enlarged diagram of point B in the middle.

[0023] Explanation of reference numerals in the attached figures: 100 - Corrosion-resistant steel pipe pile, 110 - Second shear key, 120 - Grouting port; 200-Planar truss assembly, 210-Upper chord, 220-Lower chord, 230-Web member, 240-Tie member, 250-Strut; 300 - Supporting slanted jaw, 310 - Inclined jaw section; 400 - Welded ball joint, 410 - Hollow welded ball, 420 - Reinforced plate; 510-Connecting plate, 520-Semi-circular welded ball, 521-Cross-shaped stiffening plate, 530-Positioning insert plate, 531-First conical steel plate, 532-Second conical steel plate, 540-Grouting sealing plate, 550-High-strength mortar, 560-Positioning guide tube, 561-Conical tube section, 562-First shear key, 563-First sealing plate, 570-Guide block, 571-Inclined guide surface; 610 - Supporting stiffener, 620 - Purlin, 630 - First high-strength bolt, 640 - Photovoltaic panel, 650 - Second high-strength bolt, 660 - Pressure block, 670 - Third high-strength bolt. Detailed Implementation

[0024] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0025] In the description of this embodiment, it should be noted that the terms "center," "upper," "lower," "left," "right," "vertical," "horizontal," "inner," and "outer," etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this embodiment and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this embodiment. In addition, the terms "first," "second," and "third" are used for descriptive purposes only and should not be construed as indicating or implying relative importance.

[0026] In the description of this embodiment, it should be noted that, unless otherwise explicitly specified and limited, the terms "installation," "connection," and "linking" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal connection of two components. Those skilled in the art can understand the specific meaning of the above terms in this embodiment according to the specific circumstances.

[0027] The following is combined with Figures 1 to 10 The following describes embodiments of the present invention.

[0028] According to a first aspect of the present invention, a rigid marine photovoltaic platform with claws is provided, comprising two sets of support components spaced apart along a first horizontal direction. Each support component includes two corrosion-resistant steel pipe piles 100 spaced apart along a second horizontal direction. The bottom ends of the corrosion-resistant steel pipe piles 100 are embedded below the mud surface, providing vertical bearing capacity and anti-overturning moment for the structure, resisting the effects of marine environmental wave and current loads, as well as the self-weight load of the upper platform body and the environmental loads. A planar truss assembly 200 is provided between the top ends of the two sets of support components, and the top end of the planar truss assembly 200 is used to install photovoltaic modules. Each corrosion-resistant steel pipe pile 100 and the planar truss assembly 200 is provided with a supporting claw 300; each supporting claw 300 includes multiple inclined claw portions 310 arranged circumferentially, one end of the multiple inclined claw portions 310 is brought together and fixedly connected to the top of the corresponding corrosion-resistant steel pipe pile 100, and the other end of the multiple inclined claw portions 310 is spread outward and connected to the planar truss assembly 200 through welded ball nodes 400 respectively; the welded ball node 400 includes a hollow welded ball 410, and the inclined claw portions 310 are welded and fixed to the corresponding hollow welded ball 410.

[0029] In this embodiment, the offshore photovoltaic platform connects a support claw 300 between the planar truss assembly 200 and each corrosion-resistant steel pipe pile 100. Each support claw 300 includes multiple inclined claw portions 310 arranged circumferentially. The bottom ends of the multiple inclined claw portions 310 of the same support claw 300 converge and are fixedly connected to the top of the corresponding corrosion-resistant steel pipe pile 100. The top ends of the multiple inclined claw portions 310 of the same support claw 300 extend outwards at a certain spatial angle and are connected to the planar truss assembly 200 through a welded ball joint 400. The support claws 300 arranged in a three-dimensional radial pattern form a three-dimensional multi-point support rigid connection system with the planar truss assembly 200. This system can significantly reduce the equivalent span of the planar truss assembly 200, thereby reducing the amount of steel used in the planar truss assembly 200. Furthermore, the three-dimensional rigid connection system optimizes the force transmission path, transforming the horizontal load transmission path into a multi-directional distributed force transmission mode. A portion of the horizontal force is transmitted through the support claws. The bracing claw 300 directly transmits axial loads to the corrosion-resistant steel pipe pile 100, effectively reducing the bending moment effect of the pile body and the stress concentration effect at the pile top node caused by the horizontal load. At the same time, the bracing claw 300 reduces the pile top elevation of the corrosion-resistant steel pipe pile 100, shortens the effective calculation length of the corrosion-resistant steel pipe pile 100, optimizes the slenderness ratio of the pile body, and, in conjunction with the overall structural synergistic force characteristics, significantly improves the lateral stiffness and wind resistance of the structure, effectively reducing the amount of steel material used while ensuring the safety and reliability of the structure. On the other hand, it adds spatial torsional damping to the traditional translational constraint, forming a three-dimensional force transmission mechanism, which qualitatively improves the torsional stiffness of the structure, effectively pushes the torsional mode shape to a higher-order mode, significantly shortens the natural period and makes the frequency band distribution more uniform, thereby greatly reducing the risk of resonance under wind-induced vibration and seismic wave excitation, improving the wind resistance and seismic performance of the structure, while reducing the dynamic displacement amplitude of the structure, and comprehensively improving the dynamic stability and load resistance of the offshore photovoltaic platform in this embodiment in complex marine environments. Furthermore, by welding and fixing the inclined claw 310 to the corresponding hollow welded ball 410 at a designed angle, the top of the supporting inclined claw 300 is fixed to the planar truss assembly 200 as a whole, making the assembly and construction simpler and avoiding the risk of connection failure due to thread stripping.

[0030] It should be noted that, based on the stress calculated by the structure, the diameter and wall thickness of the corrosion-resistant steel pipe pile 100 can be varied to improve the utilization rate of the pile foundation structure.

[0031] It should be noted that the effective calculated length of the corrosion-resistant steel pipe pile 100 refers to the distance from the bottom fixed end of the corrosion-resistant steel pipe pile 100 to the top node of the pile. In this embodiment, after adding the support claw 300, the top of the corrosion-resistant steel pipe pile 100 is shortened without changing the height position of the planar truss assembly 200. Therefore, the effective calculated length of the corrosion-resistant steel pipe pile 100 can be shortened, which is beneficial to reducing the amount of steel material used.

[0032] It is understandable that the first horizontal direction, the second horizontal direction, and the vertical direction are perpendicular to each other. For ease of description, let's use... Figure 1 The second horizontal and vertical directions are described as second horizontal and vertical directions, but not as specific limitations on the second horizontal direction.

[0033] It should be noted that the planar truss assembly 200 in this embodiment can be assembled on the land-based wharf using modular components. Then, the inclined claw 310 is welded and fixed to the corresponding hollow welded ball 410 at a designed angle, so that the top of the supporting inclined claw 300 is fixed to the planar truss assembly 200 to form the upper platform body. This allows most of the construction and preparation work in this embodiment to be carried out on land. Offshore construction only requires the driving of the corrosion-resistant steel pipe piles 100 and the connection of the pile top nodes, effectively shortening the offshore operation cycle and reducing construction risks, ensuring construction quality while reducing construction costs. Furthermore, because the assembly of the planar truss assembly 200 and the assembly of the planar truss assembly 200 and the supporting inclined claw 300 are both carried out on land, it is convenient to apply anti-corrosion coatings and perform anti-corrosion treatments on the upper platform body on land to adapt to corrosive environments such as high salt spray, high humidity, and marine biofouling.

[0034] It should be noted that this embodiment can save on the amount of steel used while ensuring the safety and reliability of the structure. This means that the overall weight of the upper platform body can be reduced, which helps to reduce the difficulty of lifting and adjusting the upper platform body in the offshore construction area, thereby reducing the risk of offshore construction.

[0035] In practical applications, the various parts of the upper platform can be constructed on land using different processes and methods according to design requirements for corrosion protection. In this implementation example, the corrosion protection method for the corrosion-resistant steel pipe pile 100 is as follows: the splash zone uses an epoxy heavy-duty anti-corrosion coating with a total dry film thickness of 800μm (2-3 coats) + an aliphatic polyurethane topcoat of 50μm; below the splash zone to the mud surface, the epoxy heavy-duty anti-corrosion coating has a total dry film thickness of 500μm (2 coats) + an aliphatic polyurethane topcoat of 50μm. The corrosion protection method for the support claw 300 is as follows: the epoxy heavy-duty anti-corrosion coating has a total dry film thickness of 750μm (2-3 coats) + an aliphatic polyurethane topcoat of 50μm. The corrosion protection method for the planar truss assembly 200, purlin 620 and their fasteners is as follows: the zinc plating layer thickness is not less than 65μm, and the outer surface is sprayed with a 50μm connecting paint + an epoxy heavy-duty anti-corrosion coating of 200μm + an aliphatic polyurethane topcoat of 50μm. Of course, different anti-corrosion systems can be flexibly adopted for each part of the upper platform to resist the corrosive effects of the marine environment on the structure, such as anti-corrosion coating protection, electrochemical protection and hot-dip galvanizing protection, to effectively ensure the durability requirements of the structure in complex and harsh marine environments.

[0036] In specific applications, the number of support components and the number of corrosion-resistant steel pipe piles 100 contained in each support component can be reasonably increased or decreased according to the planar dimensions of the planar truss component 200. For example, in other embodiments, the support components are provided in three or four groups, and each support component includes three, four or five corrosion-resistant steel pipe piles 100.

[0037] It should be noted that the size of the planar truss assembly 200 can be adjusted based on factors such as marine environmental conditions (e.g., wind load, snow load), photovoltaic module specifications and dimensions, and calculated structural bearing capacity; the tilt angle of the planar truss assembly 200 can be adjusted based on factors such as solar radiation angle, power generation efficiency, and the magnitude of wind load on the structure. The tilt angle of the planar truss assembly 200 can be adjusted by adjusting the relative height relationship of the support claws 300. In this embodiment, the planar dimensions of the planar truss assembly 200 are 36m x 66m, and the tilt angle is 15°.

[0038] like Figure 1 As shown, specifically, the top of the corrosion-resistant steel pipe pile 100 is set as a conical part, which extends from bottom to top, and the external dimensions of the conical part gradually decrease; in this way, the amount of steel material used can be effectively reduced while ensuring the improvement of the lateral stiffness and wind resistance of the structure.

[0039] like Figure 3 As shown, in some embodiments, a reinforcing plate 420 is provided inside the hollow welded ball 410, and the end face of the reinforcing plate 420 abuts against the inner wall of the hollow welded ball 410; in order to improve the overall structural strength of the hollow welded ball 410, thereby further improving the structural safety and reliability.

[0040] like Figures 4 to 4As shown, in some embodiments, a connecting assembly is connected between the supporting claw 300 and the top end of the corresponding corrosion-resistant steel pipe pile 100. The connecting assembly includes a connecting plate 510, which is welded and fixed to the top end of the corrosion-resistant steel pipe pile 100. A semi-circular welded ball 520 is fixedly connected to the top end of the connecting plate 510, and the semi-circular welded ball 520 is welded and fixed to the bottom end of the corresponding inclined claw portion 310. A positioning insert plate 530 is fixedly connected to the bottom end of the connecting plate 510, and the positioning insert plate 530 is used for positioning and inserting into the corrosion-resistant steel pipe pile 100. With this setup, the top of the semi-circular welded ball 520 with positioning insert 530 and connecting plate 510 can be welded and fixed to the bottom of the supporting claw 300 at the land dock. Then, during the process of aligning and adjusting the supporting claw 300 of the upper platform body with the corresponding corrosion-resistant steel pipe pile 100, the positioning insert 530 can be used as a positioning reference to be inserted into the corrosion-resistant steel pipe pile 100 to achieve positioning and docking. This ensures that the supporting claw 300 of the upper platform body is quickly positioned and docked with the top of the corresponding corrosion-resistant steel pipe pile 100, and that the connecting plate 510 is in full contact with the top of the corrosion-resistant steel pipe pile 100, thereby ensuring the welding connection strength and achieving a rapid and efficient connection between the supporting claw 300 and the top of the corresponding corrosion-resistant steel pipe pile 100, reducing construction difficulty.

[0041] In specific applications, the top part of the connecting plate 510 and the corrosion-resistant steel pipe pile 100 are fully penetrated welded; the upper arc surface of the semi-circular welded ball 520 and the supporting claw 300 are rigidly connected by fully penetrated bevel welding.

[0042] like Figures 5 to 7 As shown, specifically, the positioning plate 530 is arranged in a cross shape. The positioning plate 530 includes a first conical steel plate 531 and two second conical steel plates 532. In the thickness direction of the first conical steel plate 531, the two second conical steel plates 532 are symmetrically fixedly connected to both sides of the first conical steel plate 531. By arranging the positioning plate 530 in a cross shape, it is easier to accurately and quickly position and connect the support claw 300 with the top of the corresponding corrosion-resistant steel pipe pile 100, shortening the cycle of offshore operations. At the same time, by symmetrically fixing the two second conical steel plates 532 to the first conical steel plate 531, the amount of steel material used is reduced based on the welding of the cross-shaped positioning plate 530.

[0043] like Figure 4 As shown, specifically, a cross-shaped stiffening plate 521 is provided inside the semi-circular welded ball 520. Each end of the cross-shaped stiffening plate 521 abuts against the inner wall of the semi-circular welded ball 520 and the top of the connecting plate 510 to enhance the overall structural strength of the semi-circular welded ball 520, thereby further improving the structural safety and reliability.

[0044] like Figure 8As shown, in another alternative embodiment, a connecting assembly is connected between the supporting claw 300 and the top end of the corresponding corrosion-resistant steel pipe pile 100. The connecting assembly includes a connecting plate 510 and a grouting sealing plate 540. The connecting plate 510 abuts against the top end of the corrosion-resistant steel pipe pile 100. A semi-circular welded ball 520 is fixedly connected to the top end of the connecting plate 510, and the semi-circular welded ball 520 is welded and fixed to the bottom end of the corresponding inclined claw 310. The grouting sealing plate 540 is disposed inside the corrosion-resistant steel pipe pile 100, and the top surface of the grouting sealing plate 540 and the inner wall of the corrosion-resistant steel pipe pile 100 form a grouting groove for injecting high-strength mortar 550. A positioning guide 560 is provided at the bottom end of the connecting plate 510, and the positioning guide 560 is used for positioning and insertion into the grouting groove. By welding the top of the semi-circular welded ball 520 with the connecting plate 510 and the positioning guide tube 560 to the bottom of the supporting claw 300 at the land dock, the positioning guide tube 560 can be used as a positioning reference to be inserted into the corrosion-resistant steel pipe pile 100 to achieve positioning and docking, and to ensure that a relatively sealed grouting groove is formed so that high-strength mortar 550 can be injected into the grouting groove. After the mortar has hardened, the node connection can be completed. In the entire process of fixing the bottom of the supporting claw 300 to the top of the corresponding corrosion-resistant steel pipe pile 100 in the offshore construction area, no on-site welding work is required, which helps to reduce construction risks.

[0045] like Figure 8 As shown, specifically, the outer circumferential surface of the positioning guide 560 is provided with multiple guide blocks 570 at intervals along the circumference. The side of the guide block 570 facing away from the positioning guide 560 is set as an inclined guide surface 571, which extends from top to bottom and gradually approaches the center of the positioning guide 560 radially. With this arrangement, when the positioning guide 560 is inserted into the corrosion-resistant steel pipe pile 100 as a positioning reference, the inclined guide surface 571 of the guide block 570 can play a guiding and centering adjustment role, ensuring that the support claw 300 of the upper platform body is quickly positioned and connected with the top of the corresponding corrosion-resistant steel pipe pile 100.

[0046] like Figure 8As shown, specifically, the bottom end of the positioning guide tube 560 is configured as a tapered tube portion 561, which extends from top to bottom and gradually decreases in size. The guide block 570 is located above the tapered tube portion 561. With this configuration, in the initial stage of inserting the positioning guide tube 560 into the corrosion-resistant steel pipe pile 100, the tapered tube portion 561 is used for guidance and alignment adjustment to ensure smooth insertion of the bottom end of the positioning guide tube 560 into the corrosion-resistant steel pipe pile 100. In the subsequent assembly stage after inserting the tapered tube portion 561 into the corrosion-resistant steel pipe pile 100, the inclined guide surface 571 of the guide block 570 is used for further guidance and alignment adjustment to ensure the assembly accuracy of the bottom end of the supporting claw 300 and the corresponding top end of the corrosion-resistant steel pipe pile 100.

[0047] like Figure 8 As shown, specifically, the outer circumferential surface of the positioning guide 560 is provided with multiple sets of first shear key assemblies, which are spaced apart in the vertical direction. Each set of first shear key assemblies includes multiple first shear keys 562 spaced apart in the circumferential direction. The first shear keys 562 are used to improve the mechanical interlocking force at the steel-high-strength mortar 550 contact interface, ensuring the structural safety and reliability.

[0048] Specifically, the inner wall surface of the corrosion-resistant steel pipe pile 100 is provided with multiple sets of second shear key assemblies, which are arranged vertically at intervals within the grouting groove. Each set of second shear key assemblies includes multiple second shear keys 110 arranged circumferentially at intervals. The second shear keys 110 are used to improve the mechanical interlocking force at the steel-high-strength mortar 550 contact interface, ensuring the structural safety and reliability.

[0049] In specific applications, both the first shear key 562 and the second shear key 110 are made of HRB400 grade steel bars.

[0050] like Figure 8 As shown, specifically, a first sealing plate 563 is provided inside the positioning conduit 560. The first sealing plate 563 is located above the tapered tube section 561, so that during the process of injecting high-strength mortar 550 into the grouting tank, the high-strength mortar 550 can enter the interior of the tapered tube section 561 to form a mechanical interlocking force at the steel-high-strength mortar 550 contact interface. This ensures the connection strength while preventing the high-strength mortar 550 from entering the space above the first sealing plate 563 inside the positioning conduit 560, thereby reducing the amount of high-strength mortar 550 used.

[0051] like Figure 8 As shown, specifically, a grouting port 120 is provided on the side wall of the corrosion-resistant steel pipe pile 100, and the grouting port 120 is connected to the grouting groove.

[0052] like Figure 8As shown, specifically, a cross-shaped stiffening plate 521 is provided inside the semi-circular welded ball 520. Each end of the cross-shaped stiffening plate 521 abuts against the inner wall of the semi-circular welded ball 520 and the top of the connecting plate 510 to enhance the overall structural strength of the semi-circular welded ball 520, thereby further improving the structural safety and reliability.

[0053] like Figures 1 to 3 As shown, in some embodiments, the planar truss assembly 200 includes multiple main trusses and two secondary trusses. The multiple main trusses are spaced apart along a second horizontal direction, and the two secondary trusses are spaced apart along a first horizontal direction. The projection of the secondary trusses along the vertical direction coincides with the corresponding support component portion. Both the main trusses and secondary trusses include an upper chord 210, a lower chord 220, and a web member 230. The upper chord 210 of adjacent main trusses, the upper chord 210 of secondary trusses, and the web member 230 converge at one end through a welded joint. The inclined claw portion 310 and the lower chord 220 of the main truss, the lower chord 220 of the secondary truss, and the web member 230 adjacent to the inclined claw portion 310 are welded and fixed through the same welded ball joint 400. The lower chord 220 of the remaining main trusses, the lower chord 220 of the secondary trusses, and the web member 230 converge at one end through a welded joint. With this setup, the corresponding upper chord 210, lower chord 220, and web members 230 can be cross-welded and fixed to form a single main truss in the land-based factory workshop, and the corresponding upper chord 210, lower chord 220, and web members 230 can be cross-welded and fixed to form a single secondary truss. The main truss and secondary trusses are then transported to the land-based dock, and subsequently cross-welded to form the planar truss assembly 200 of the space grid system. This allows for the assembly and construction of the planar truss assembly 200 to be completed on land, ensuring the overall structural integrity and achieving material savings while guaranteeing structural safety and reliability. Meanwhile, by welding and fixing the inclined claw portion 310 and the lower chord 220 of the main truss, the lower chord 220 of the secondary truss, and the web member 230 adjacent to the inclined claw portion 310 through the same welded ball joint 400, the assembly difficulty of the planar truss assembly 200 and the supporting inclined claw 300 can be simplified. It is also beneficial to transfer more horizontal forces directly to the corrosion-resistant steel pipe pile 100 in the form of axial pressure through the supporting inclined claw 300, and to more effectively reduce the bending moment effect of the pile body and the stress concentration effect of the pile top node.

[0054] Understandably, the dimensions of the main truss and secondary trusses must meet the requirements for land transportation.

[0055] In practical applications, at the intersections of a small number of members (specifically, the upper chord 210, lower chord 220, and web members 230) in the planar truss assembly 200, intersecting welded joints are used for connection; at the joints of a large number of members (specifically, the upper chord 210, lower chord 220, and web members 230), hollow welded spheres 410 are used for connection.

[0056] like Figure 2 As shown, specifically, tie rods 240 are welded and fixed between the lower chords 220 of two adjacent main trusses, and struts 250 are welded and fixed between the upper chords 210 of two adjacent secondary trusses. Considering that the planar truss assembly 200 may be subjected to both tension and compression in actual stress, this embodiment enhances the overall structural strength and rigidity by using tie rods 240 to connect two adjacent lower chords 220 on the plane where the lower chords 220 of the main trusses are located, and by using struts 250 to connect two adjacent upper chords 210 on the plane where the upper chords 210 of the secondary trusses are located.

[0057] In practical applications, the lower chord 220, tie rod 240, strut 250, web member 230, and upper chord 210 are all made of round steel pipes.

[0058] like Figure 9 and Figure 10 As shown, in some embodiments, the photovoltaic module includes a supporting rib 610, which is welded and fixed to the top of the upper chord 210. A purlin 620 is connected to the supporting rib 610 via a first high-strength bolt 630. Multiple photovoltaic panels 640 are connected to the top of the purlin 620 via a second high-strength bolt 650. The multiple photovoltaic panels 640 are arranged in a matrix at the top of the purlin 620. A pressure block 660 is provided between two adjacent photovoltaic panels 640, and the vertical projection of the ends of two adjacent photovoltaic panels 640 facing each other falls within the range of the pressure block 660. The pressure block 660 is connected to the purlin 620 via a third high-strength bolt 670. The photovoltaic panels 640 are doubly fixed by the second high-strength bolt 650 and the pressure block 660, effectively ensuring the reliability of the connection between the photovoltaic panels 640 and the purlin 620 and improving the wind load resistance of the photovoltaic panels 640.

[0059] Specifically, purlin 620 uses box-section steel or C-section steel.

[0060] According to a second aspect of the present invention, a construction method is also provided for constructing a rigid offshore photovoltaic platform with claws as provided in the first aspect of the present invention; the construction method includes the following steps: The components of the planar truss assembly 200 are prefabricated in the factory. The components include a lower chord 220, a web member 230, an upper chord 210, a bracing member 250, and a hollow welded ball 410. The corresponding upper chord 210, lower chord 220, and web member 230 are cross-welded and fixed to each other in the factory to form a single main truss. The corresponding upper chord 210, lower chord 220, and web member 230 are cross-welded and fixed to each other to form a single secondary truss. The corrosion-resistant steel pipe pile 100 is also fabricated and processed in the factory. At the land-based terminal, the main and secondary trusses are assembled to form a planar truss assembly 200 with welded ball nodes 400, and the photovoltaic modules are assembled on the top of the planar truss assembly 200. The inclined claw 310 is welded and fixed to the corresponding welded ball node 400 at the design angle, so that the planar truss assembly 200 and the supporting inclined claw 300 are assembled to form the upper platform body. Each corrosion-resistant steel pipe pile 100 was transferred from the land-based wharf to the offshore construction area, and each corrosion-resistant steel pipe pile 100 was sunk into its corresponding predetermined position to complete the pile driving construction. The upper platform body is transferred from the land-based wharf to the offshore construction area. Then, the upper platform body is lifted and its position in the air is adjusted so that the support claws 300 of the upper platform body are aligned with the corresponding corrosion-resistant steel pipe piles 100. The bottom end of the support claws 300 is then fixed to the top end of the corresponding corrosion-resistant steel pipe piles 100.

[0061] The construction method of this embodiment involves disassembling the planar truss assembly 200 into standardized components and the supporting claw 300 into multiple inclined claw parts 310. The components, inclined claw parts 310, and welded ball joints 400 of the planar truss assembly 200 can be fabricated and processed in a land-based workshop using an assembly line. These components are then transported to a land-based dock where they are assembled to form the planar truss assembly 200 with welded ball joints 400. Finally, the inclined claw parts 310 are welded and fixed to the corresponding hollow welded balls 410 at the designed angle, thus assembling the planar truss assembly 200 and the supporting claw 300 to form the upper platform main structure. The upper platform is then transported to the offshore construction area, and the supporting claws 300 of the upper platform are lifted and adjusted to align with the corresponding corrosion-resistant steel pipe piles 100. The bottom end of the supporting claws 300 is then fixedly connected to the top end of the corresponding corrosion-resistant steel pipe piles 100 to complete the construction. This realizes the construction mode of "modular land prefabrication + rapid offshore connection". Offshore construction only requires the pile driving operation of the corrosion-resistant steel pipe piles 100 and the connection construction of the pile top node, which effectively shortens the offshore operation cycle and reduces construction risks. While ensuring construction quality, it also reduces construction costs, providing a safe, reliable, economical and efficient technical path for the development of offshore photovoltaics.

[0062] The offshore photovoltaic platform constructed using the method of this embodiment connects a support claw 300 between each planar truss assembly 200 and each corrosion-resistant steel pipe pile 100. Each support claw 300 includes multiple inclined claw portions 310 arranged circumferentially. The bottom ends of the multiple inclined claw portions 310 of the same support claw 300 converge and are fixedly connected to the top of the corresponding corrosion-resistant steel pipe pile 100. The top ends of the multiple inclined claw portions 310 of the same support claw 300 extend outwards at a certain spatial angle and are connected to the planar truss assembly 200 through a welded ball joint 400. The support claws 300 arranged in a three-dimensional radial pattern form a three-dimensional multi-point support rigid connection system with the planar truss assembly 200. This system can significantly reduce the equivalent span of the planar truss assembly 200, thereby reducing the amount of steel used in the planar truss assembly 200. Furthermore, the three-dimensional rigid connection system optimizes the force transmission path, transforming the horizontal load transmission path into a multi-directional distributed force transmission mode. Horizontal forces are directly transferred to the corrosion-resistant steel pipe pile 100 in the form of axial loads through the support claws 300, effectively reducing the pile bending moment effect and stress concentration effect at the pile top nodes caused by horizontal loads. At the same time, the support claws 300 reduce the pile top elevation of the corrosion-resistant steel pipe pile 100, shorten the effective calculation length of the corrosion-resistant steel pipe pile 100, optimize the slenderness ratio of the pile body, and, in conjunction with the overall structural synergistic force characteristics, significantly improve the lateral stiffness and wind resistance of the structure, effectively reducing the amount of steel used while ensuring the safety and reliability of the structure. On the other hand, spatial torsional damping is added to the traditional translational constraints to form a three-dimensional force transmission mechanism, which qualitatively improves the torsional stiffness of the structure, effectively pushes the torsional mode shape to a higher-order mode, significantly shortens the natural period and makes the frequency band distribution more uniform, thereby greatly reducing the risk of resonance under wind-induced vibration and seismic wave excitation, improving the wind resistance and seismic performance of the structure, while reducing the dynamic displacement amplitude of the structure, and comprehensively improving the dynamic stability and load resistance of this offshore photovoltaic platform in complex marine environments. Furthermore, by welding and fixing the inclined claw 310 to the corresponding hollow welded ball 410 at a designed angle, the top of the supporting inclined claw 300 is fixed to the planar truss assembly 200 as a whole, making the assembly and construction simpler and avoiding the risk of connection failure due to thread stripping.

[0063] Obviously, the above embodiments are merely illustrative examples for clear explanation and are not intended to limit the implementation. Those skilled in the art will recognize that other variations or modifications can be made based on the above description. It is neither necessary nor possible to exhaustively list all possible implementations here. However, obvious variations or modifications derived therefrom are still within the scope of protection of this invention.

Claims

1. A rigid offshore photovoltaic platform with claws, characterized in that, include: At least two sets of support components are spaced apart along a first horizontal direction, the support components including at least two corrosion-resistant steel pipe piles (100) spaced apart along a second horizontal direction, the first horizontal direction and the second horizontal direction being perpendicular to each other; A planar truss assembly (200) for mounting photovoltaic modules, the planar truss assembly (200) being disposed between the tops of a plurality of the support assemblies; Multiple support claws (300) are connected one by one between the corresponding corrosion-resistant steel pipe pile (100) and the planar truss assembly (200); each support claw (300) includes multiple inclined claw portions (310) arranged circumferentially, one end of the multiple inclined claw portions (310) converges to one place and is fixedly connected to the top of the corresponding corrosion-resistant steel pipe pile (100), and the other end of the multiple inclined claw portions (310) spreads outward and is connected to the planar truss assembly (200) through welded ball nodes (400); the welded ball node (400) includes a hollow welded ball (410), and the inclined claw portion (310) is welded and fixed to the corresponding hollow welded ball (410).

2. The rigid offshore photovoltaic platform with claws according to claim 1, characterized in that, A reinforcing plate (420) is provided inside the hollow welded ball (410), and the end face of the reinforcing plate (420) abuts against the inner wall of the hollow welded ball (410).

3. The rigid offshore photovoltaic platform with claws according to claim 1, characterized in that, A connecting assembly is provided between the supporting claw (300) and the top end of the corresponding corrosion-resistant steel pipe pile (100), the connecting assembly comprising: A connecting plate (510) is welded and fixed to the top of the corrosion-resistant steel pipe pile (100); A semi-circular welded ball (520) is fixedly connected to the top of the connecting plate (510), and the semi-circular welded ball (520) is welded and fixed to the bottom end of the supporting claw (300); The positioning insert (530) is fixedly connected to the bottom end of the connecting plate (510). The positioning insert (530) is used to position and insert into the corrosion-resistant steel pipe pile (100).

4. The rigid offshore photovoltaic platform with claws according to claim 3, characterized in that, The positioning plate (530) is arranged in a cross shape. The positioning plate (530) includes a first conical steel plate (531) and two second conical steel plates (532). In the thickness direction of the first conical steel plate (531), the two second conical steel plates (532) are symmetrically fixedly connected to both sides of the first conical steel plate (531).

5. The rigid offshore photovoltaic platform with claws according to claim 1, characterized in that, A connecting assembly is provided between the supporting claw (300) and the top end of the corresponding corrosion-resistant steel pipe pile (100), the connecting assembly comprising: A connecting plate (510) abuts against the top of the corrosion-resistant steel pipe pile (100); A semi-circular welded ball (520) is fixedly connected to the top of the connecting plate (510), and the semi-circular welded ball (520) is welded and fixed to the bottom end of the supporting claw (300); A grouting sealing plate (540) is installed inside the corrosion-resistant steel pipe pile (100). The top surface of the grouting sealing plate (540) and the inner wall of the corrosion-resistant steel pipe pile (100) form a grouting groove, which is used to inject high-strength mortar (550). The positioning conduit (560) is fixedly connected to the bottom end of the connecting plate (510), and the positioning conduit (560) is used for positioning and insertion into the grouting groove.

6. The rigid offshore photovoltaic platform with claws according to claim 5, characterized in that, The outer peripheral surface of the positioning conduit (560) is provided with a plurality of guide blocks (570) spaced circumferentially. The side of the guide block (570) away from the positioning conduit (560) is provided as an inclined guide surface (571). The inclined guide surface (571) extends from top to bottom and is inclined towards the center of the positioning conduit (560) radially. And / or, the bottom end of the positioning conduit (560) is configured as a tapered tube portion (561), which extends from top to bottom and the external dimensions of the tapered tube portion (561) gradually decrease.

7. The rigid offshore photovoltaic platform with claws according to claim 5, characterized in that, The outer circumferential surface of the positioning conduit (560) is provided with multiple sets of first shear key assemblies, which are spaced apart in the vertical direction. Each set of first shear key assemblies includes multiple first shear keys (562) spaced apart in the circumferential direction. And / or, the inner wall surface of the corrosion-resistant steel pipe pile (100) is provided with multiple sets of second shear key assemblies, and the multiple sets of second shear key assemblies are arranged at intervals in the vertical direction in the grouting groove. Each set of second shear key assemblies includes multiple second shear keys (110) arranged at intervals in the circumferential direction.

8. The rigid offshore photovoltaic platform with claws according to any one of claims 1 to 7, characterized in that, The planar truss assembly (200) includes a plurality of main trusses and a number of secondary trusses equal to that of the support assembly. The plurality of main trusses are spaced apart along a second horizontal direction, and the plurality of secondary trusses are spaced apart along a first horizontal direction. The projection of the secondary trusses along the vertical direction coincides with the corresponding portion of the support assembly. Both the main trusses and the secondary trusses include an upper chord (210), a lower chord (220), and a web member (230). The upper chords (210) of adjacent main trusses, the upper chords (210) of the secondary trusses, and the web members (230) converge at one end through a welded joint. The inclined claw portion (310) and the lower chords (220) of the main trusses, the lower chords (220) of the secondary trusses, and the web members (230) adjacent to the inclined claw portion (310) are welded and fixed through the same welded ball joint (400).

9. The rigid offshore photovoltaic platform with claws according to claim 8, characterized in that, The photovoltaic module includes: A supporting stiffener (610) is welded and fixed to the top of the upper chord (210); The purlin (620) is connected to the support rib plate (610) by a first high-strength bolt (630); Multiple photovoltaic panels (640) are connected to the top of the purlin (620) by a second high-strength bolt (650); A pressure block (660) is disposed between two adjacent photovoltaic panels (640). The vertical projection of the two adjacent photovoltaic panels (640) facing each other falls within the range of the pressure block (660). The pressure block (660) is connected to the purlin (620) by a third high-strength bolt (670). And / or, a tie rod (240) is welded and fixed between the lower chords (220) of two adjacent main trusses, and a strut (250) is welded and fixed between the upper chords (210) of two adjacent secondary trusses.

10. A construction method, characterized in that, The construction method for obtaining the offshore photovoltaic platform as described in any one of claims 1 to 9 includes the following steps: The components of the planar truss assembly (200) are prefabricated in the factory, and the corrosion-resistant steel pipe piles (100) are fabricated and processed in the factory. At the land-based terminal, the various components are assembled to form the planar truss assembly (200) with welded ball nodes (400), and the photovoltaic module is mounted on the top of the planar truss assembly (200); The inclined claw (310) is welded and fixed to the corresponding welded ball node (400) at the designed angle, so that the planar truss assembly (200) and the supporting inclined claw (300) are assembled to form the upper platform body; Each corrosion-resistant steel pipe pile (100) is transferred from the land-based wharf to the offshore construction area, and each of the corrosion-resistant steel pipe piles (100) is sunk to the corresponding predetermined position to complete the pile driving construction. The upper platform body is transferred from the land-based wharf to the offshore construction area. Then, the upper platform body is lifted and its position in the air is adjusted so that the supporting claw (300) of the upper platform body is aligned with the corresponding corrosion-resistant steel pipe pile (100). Then, the bottom end of the supporting claw (300) is fixed to the top end of the corresponding corrosion-resistant steel pipe pile (100).

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