Offshore photovoltaic net rack platform with rigid diagonal bracing and construction method

Abstract

The application discloses a kind of offshore photovoltaic net rack platform with rigid diagonal bracing and construction method, offshore photovoltaic net rack platform includes four along the interval arrangement of rectangular contour prestressed concrete pipe pile, and the top of four prestressed concrete pipe pile is equipped with installation steel net rack, and the top of installation steel net rack is used to install photovoltaic board;Each prestressed concrete pipe pile and installation steel net rack are equipped with a rigid diagonal bracing between, each rigid diagonal bracing includes multiple inclined support portions arranged along the circumference, and the one end of multiple inclined support portions is mutually close and converges in one place, and is fixedly connected to the top of corresponding prestressed concrete pipe pile, and the other end of multiple inclined support portions diffuses outward, and is connected with installation steel net rack by bolt ball node respectively;Inclined support portion is fixed by the first high-strength bolt and the first screw hole of bolt ball node threadedly connected to realize.The application can comprehensively improve the dynamic stability and load resistance of offshore photovoltaic net rack platform in complex marine environment.

Description

Technical Field

[0001] This invention relates to the field of offshore photovoltaic power generation technology, specifically to an offshore photovoltaic grid platform with rigid diagonal bracing and its construction method. Background Technology

[0002] With the continuous development and progress of the marine new energy industry, marine photovoltaic technology, with its strategic value and market potential, is becoming an innovation focus in the field of clean energy. Compared with traditional terrestrial photovoltaic systems, marine photovoltaic technology not only avoids the problems of land resource occupation and ecological disturbance, but also relies on the unique advantages of the marine environment (such as more uniform solar radiation distribution and continuous and stable sunshine duration). At the same time, by utilizing the cooling effect formed by natural seawater convection, it can significantly reduce the heat loss of photovoltaic modules and achieve a systematic improvement in power generation efficiency.

[0003] Traditional offshore photovoltaic fixed platforms mainly adopt a pile foundation-steel platform combined structure. The top of the pile foundation is directly connected to the upper installation platform through a rigid node, that is, the connection is made by a single point or a small number of supports. This causes the horizontal load of the upper installation platform to be transferred to the pile foundation through a single path. As a result, the bending moment of the pile body increases with the height of the pile top. Under the combined load of wind, waves and currents in the complex marine environment, the pile top node is prone to significant stress concentration characteristics, which leads to a shortened fatigue life of the connection components and cannot meet the usage requirements of complex marine environments. Summary of the Invention

[0004] Therefore, the present invention provides a marine photovoltaic grid platform with rigid diagonal bracing and a construction method to solve the problem that existing marine photovoltaic fixed platforms are prone to significant stress concentration at the pile top nodes under the combined loads of wind, waves and currents in complex marine environments, which leads to a shortened fatigue life of the connectors and fails to meet the usage requirements of complex marine environments.

[0005] In a first aspect, the present invention provides an offshore photovoltaic grid platform with rigid diagonal bracing, 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 prestressed concrete 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 steel grid frame is installed for mounting photovoltaic panels, and the steel grid frame is positioned between the tops of multiple sets of support components; Multiple rigid diagonal braces are connected one by one between the corresponding prestressed concrete pipe piles and the installation steel grid frame. Each rigid diagonal brace includes multiple inclined support parts arranged circumferentially. One end of each inclined support part is brought together and fixedly connected to the top of the corresponding prestressed concrete pipe pile. The other end of each inclined support part extends outward and is connected to the installation steel grid frame through bolt ball joints. Each bolt ball joint includes a connecting ball with a first screw hole. A first high-strength bolt is provided at the end of each inclined support part facing the corresponding connecting ball, and the first high-strength bolt is threaded into the corresponding first screw hole.

[0007] According to the present invention, a marine photovoltaic grid platform with rigid diagonal bracing has at least the following technical advantages: By connecting a rigid diagonal brace between the installed steel space frame and each prestressed concrete pipe pile, each rigid diagonal brace includes multiple inclined support parts arranged circumferentially. The bottom ends of the multiple inclined support parts of the same rigid diagonal brace converge and are fixedly connected to the top of the corresponding prestressed concrete pipe pile. The top ends of the multiple inclined support parts of the same rigid diagonal brace radiate outward in a three-dimensional radial pattern and are connected to the installed steel space frame through a bolt ball joint. The rigid diagonal brace arranged in a three-dimensional radial pattern and the installed steel space frame form a three-dimensional multi-point supported spatial rigid connection system. On the one hand, it can significantly reduce the equivalent span of the installed steel space frame, thereby reducing the amount of steel used in the installed steel space frame. On the other hand, it can transform the horizontal load transmission path into a multi-directional distributed force transmission mode, in which a part of the horizontal force is directly transmitted to the prestressed concrete pipe pile in the form of axial pressure through the rigid diagonal brace. Prestressed concrete pipe piles effectively reduce the bending moment effect of the pile body and the stress concentration effect at the pile top node. Simultaneously, rigid bracing shortens the effective calculation length of the prestressed concrete pipe pile, optimizes the slenderness ratio of the pile body, and, combined with the overall structural synergistic force characteristics, significantly improves the lateral stiffness and wind resistance of the structure, achieving material savings 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, thereby greatly reducing the risk of resonance under wind-induced vibration and seismic wave excitation, while also reducing the amplitude of the structure's dynamic displacement, comprehensively improving the dynamic stability and load-bearing capacity of this offshore photovoltaic grid platform in complex marine environments. The rigid bracing is also fixed to the steel grid frame by a first high-strength bolt at a designed angle, making the top of the rigid bracing integral with the installation steel grid frame, eliminating the need for on-site welding and simplifying assembly.

[0008] In one optional embodiment, the inclined support is provided with a sleeve at one end facing the corresponding connecting ball. The sleeve is fitted over the first high-strength bolt, and a pin is threaded onto the side wall of the sleeve. The pin is used to abut and lock against the outer wall of the first high-strength bolt.

[0009] In one optional embodiment, a connecting assembly is provided between the rigid brace and the top of the corresponding prestressed concrete pipe pile, the connecting assembly comprising: A steel end plate is embedded in the top of the prestressed concrete pipe pile and has a top portion extending outside the prestressed concrete pipe pile. The support tube is welded and fixed to the top end. An insert plate is fixedly connected to the bottom end of the support pipe section, and the insert plate is used for positioning and insertion into the prestressed concrete pipe pile. A semi-circular welded ball is fixedly connected to the top end of the support tube; the semi-circular welded ball is welded and fixed to the bottom end of the rigid diagonal brace.

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

[0011] In one optional embodiment, a cross-shaped stiffening plate is provided inside the semi-circular welded sphere, and each end of the cross-shaped stiffening plate abuts against the inner wall of the semi-circular welded sphere.

[0012] In one optional embodiment, a connecting assembly is provided between the rigid brace and the top of the corresponding prestressed concrete pipe pile, the connecting assembly comprising: A support pipe is provided at the top of the prestressed concrete pipe pile. A plug pipe is fixedly connected to the bottom end of the support pipe. The plug pipe is located inside the prestressed concrete pipe pile. Multiple shear studs are provided at circumferential intervals on the outer circumferential surface of the plug pipe. A reinforcing cage is disposed on the outer periphery of the supporting pipe section. One end of the reinforcing cage is fixedly connected to the bottom end of the supporting pipe section, and the other end is fixedly connected to a grouting sealing plate. The top surface of the grouting sealing plate and the inner wall of the prestressed concrete pipe pile form a grouting groove, which is used to inject high-strength grout. A semi-circular welded ball is fixedly connected to the top end of the support tube; the semi-circular welded ball is welded and fixed to the bottom end of the rigid diagonal brace.

[0013] In one optional embodiment, the installation steel space frame includes an upper frame, a lower frame, and a support frame disposed between the upper and lower frames. The upper frame includes multiple upper chords arranged in a mesh-like interlocking pattern, the lower frame includes multiple lower chords arranged in a mesh-like interlocking pattern, and the support frame includes multiple quadrangular pyramidal units arranged in a matrix. Each quadrangular pyramidal unit is composed of multiple web members arranged in a quadrangular pyramidal shape. One end of each web member is joined to the ends of at least two upper chords and connected via a bolt ball joint. The other end of each web member is joined to the ends of at least two lower chords and connected via a bolt ball joint. The inclined support portion and the web members and lower chords adjacent to the inclined support portion are connected via the same bolt ball joint.

[0014] In one optional embodiment, the bolt ball joint connected to the lower chord is set as a first bolt ball joint, and the lower frame further includes a plurality of bracing rods, the two ends of which are respectively connected to two adjacent first bolt ball joints.

[0015] In one optional embodiment, the bolt ball joint connected to the upper chord is configured as a second bolt ball joint, and a support tube is provided at the top of the mounting steel grid, the threaded portion of the support tube being threadedly connected and fixed to the connecting ball of the second bolt ball joint; a main purlin is provided at the top of the support tube, and a secondary purlin is provided at the top of the main purlin, the arrangement direction of the secondary purlin being perpendicular to the arrangement direction of the main purlin, and the photovoltaic panel being connected to the top of the secondary purlin by fastening bolts.

[0016] Secondly, the present invention also provides a construction method for constructing a marine photovoltaic grid platform with rigid diagonal bracing as provided in the first aspect above. The construction method includes the following steps: The components of the steel space frame are prefabricated and installed in the factory, and the prestressed concrete pipe piles are manufactured and processed in the factory. At the land-based wharf, the various components are assembled to form the installation steel grid with bolted ball joints, and the photovoltaic panels are assembled on the top of the installation steel grid. The first high-strength bolt is embedded in the end of the inclined support facing the installation steel grid, and the first high-strength bolt of the inclined support is threadedly fixed to the first screw hole of the corresponding bolt ball node at the design angle, so that the installation steel grid and the rigid inclined brace are assembled to form the upper platform body. Each prestressed concrete pipe pile is transferred from the land-based wharf to the offshore construction area, and each prestressed concrete pipe pile is 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 rigid diagonal brace of the upper platform body is aligned with the corresponding prestressed concrete pipe pile. The bottom end of the rigid diagonal brace is then fixedly connected to the top end of the corresponding prestressed concrete pipe pile.

[0017] According to a construction method of the present invention, at least the following beneficial effects are achieved: By disassembling the steel grid structure into standardized components and the rigid bracing into multiple inclined support parts, the components, inclined support parts, and bolted ball joints of the steel grid structure can be fabricated and processed in a land-based workshop using an assembly line operation. These components are then transported to the land-based dock for assembly into a steel grid structure with bolted ball joints. The first high-strength bolt of each inclined support part is then threadedly fixed to the first bolt hole of the corresponding bolted ball joint at the designed angle, thus assembling the steel grid structure and rigid bracing to form the upper platform body. The upper platform body is then transported to the offshore construction area, and the rigid bracing of the upper platform body is lifted and aligned with the corresponding prestressed concrete pipe piles. The bottom end of the rigid bracing is then fixedly connected to the top end of the corresponding prestressed concrete pipe pile to complete the construction. This achieves a "modular land-based prefabrication + rapid offshore connection" construction mode. Offshore construction only requires the driving of the prestressed concrete 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

[0018] 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.

[0019] Figure 1 This is a side view of a marine photovoltaic grid platform with rigid diagonal bracing 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 support, lower chord, and web member are connected by the same bolt ball joint. Figure 4 This is a schematic diagram of the assembly of the rigid brace, connecting components, and prestressed concrete pipe pile in the first embodiment of the present invention; Figure 5for Figure 4 A schematic diagram of the structure of the first plate in the middle; Figure 6 for Figure 4 Schematic diagram of the structure of the second plate in the middle; Figure 7 This is a schematic diagram of the assembly of rigid diagonal bracing, connecting components, and prestressed concrete pipe piles in the second embodiment of the present invention; Figure 8 This is a partial structural diagram of this embodiment.

[0020] Explanation of reference numerals in the attached figures: 100 - Prestressed concrete pipe pile; 200 - Install steel space frame, 210 - Top chord, 220 - Bottom chord, 230 - Web member, 240 - Tensioner; 310-Photovoltaic panel, 311-Fasting bolt, 320-Support pipe, 330-Main purlin, 340-Secondary purlin, 351-First connecting plate, 352-First mounting bolt, 361-Second connecting plate, 362-Second mounting bolt; 400-Rigid diagonal brace, 410-Inclined support part, 411-Sleeve, 412-Pin, 413-Conical head, 414-Sealing plate; 500 - Bolted ball joint. 510 - Connecting ball, 511 - First bolt hole, 520 - First high-strength bolt, 530 - First bolted ball joint, 540 - Second bolted ball joint, 550 - Second high-strength bolt; 610-Steel end plate, 620-Support pipe section, 630-Insertion plate, 631-First plate, 632-Second plate, 640-Semi-circular welded ball, 641-Cross-shaped stiffening plate, 650-Insertion pipe, 651-Shear stud, 660-Reinforcing cage, 670-Grouting sealing plate, 680-High-strength grouting material. Detailed Implementation

[0021] 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.

[0022] 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.

[0023] 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.

[0024] The following is combined with Figures 1 to 8 The following describes embodiments of the present invention.

[0025] According to a first aspect of the present invention, a marine photovoltaic grid platform with rigid diagonal bracing is provided, comprising two sets of support components spaced apart along a first horizontal direction. Each support component includes two prestressed concrete pipe piles 100 spaced apart along a second horizontal direction. The bottom ends of the prestressed concrete 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 steel grid 200 is installed between the top ends of the two sets of support components, and the top end of the steel grid 200 is used to install photovoltaic panels 310. Between each prestressed concrete pipe pile 100 and the steel grid 200... Each component is provided with a rigid diagonal brace 400. Each rigid diagonal brace 400 includes multiple inclined support parts 410 arranged circumferentially. One end of the multiple inclined support parts 410 is brought together and fixedly connected to the top of the corresponding prestressed concrete pipe pile 100. The other end of the multiple inclined support parts 410 spreads outward and is connected to the installation steel grid 200 through bolt ball joints 500 respectively. The bolt ball joint 500 includes a connecting ball 510, which is provided with a first screw hole 511. A first high-strength bolt 520 is provided at the end of the inclined support part 410 facing the corresponding connecting ball 510. The first high-strength bolt 520 is threaded into the corresponding first screw hole 511.

[0026] In this embodiment, the offshore photovoltaic grid platform connects a rigid brace 400 between the installed steel grid 200 and each prestressed concrete pipe pile 100. Each rigid brace 400 includes multiple inclined support parts 410 arranged circumferentially. The bottom ends of the multiple inclined support parts 410 of the same rigid brace 400 converge and are fixedly connected to the top of the corresponding prestressed concrete pipe pile 100. The tops of the multiple inclined support parts 410 of the same rigid brace 400 radiate outward in a three-dimensional radial pattern and are connected to the installed steel grid 200 through a bolt ball joint 500. The rigid braces 400 arranged in a three-dimensional radial pattern and the installed steel grid 200 form a three-dimensional multi-point supported spatial rigid connection system. On the one hand, this can significantly reduce the equivalent span of the installed steel grid 200, thereby reducing the amount of steel used in the installed steel grid 200. On the other hand, it can transform the horizontal load transmission path into a multi-directional distributed force transmission mode. Part of the horizontal force is directly transmitted to the prestressed concrete pipe pile 100 in the form of axial pressure through the rigid brace 400, effectively reducing the bending moment effect of the pile body and the stress concentration effect at the pile top node. At the same time, the rigid brace 400 shortens the effective calculation length of the prestressed concrete 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, achieving material savings while ensuring structural safety and reliability. 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, while reducing the dynamic displacement amplitude of the structure, and comprehensively improving the dynamic stability and load resistance of the offshore photovoltaic grid platform in this embodiment in complex marine environments. Furthermore, the first high-strength bolt 520 is threadedly fixed to the corresponding first screw hole 511 at the designed angle, so that the top of the rigid diagonal brace 400 is fixed to the installation steel grid 200 as a whole. No on-site welding or complex leveling work is required in the middle, which has the advantages of high construction efficiency and controllable quality.

[0027] It is understandable that the first horizontal direction and the second horizontal direction are perpendicular to each other. For ease of description, let's use... Figure 1 The first horizontal direction in the text is described as the first horizontal direction, but is not used as a specific limitation on the first horizontal direction.

[0028] It should be noted that the effective calculated length of the prestressed concrete pipe pile 100 refers to the distance from the bottom fixed end of the prestressed concrete pipe pile 100 to the top node of the pile. In this embodiment, after adding the rigid diagonal brace 400, the top of the prestressed concrete pipe pile 100 is reduced without changing the height position of the installed steel grid 200, thus shortening the effective calculated length of the prestressed concrete pipe pile 100.

[0029] It should be noted that the installation steel grid 200 in this embodiment can be assembled on the land-based wharf using modular components, and then fixed with first high-strength bolts 520 at a designed angle to the corresponding first bolt holes 511, so that the top of the rigid diagonal brace 400 is fixed to the installation steel grid 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, and the offshore construction only needs to complete the pile driving operation of the prestressed concrete pipe piles 100 and the pile top node connection construction, which effectively shortens the offshore operation cycle and reduces construction risks, ensuring construction quality while reducing construction costs. At the same time, because the assembly operation of the installation steel grid 200, as well as the assembly operation of the installation steel grid 200 and the rigid diagonal brace 400, are all carried out on land, it is convenient to apply anti-corrosion coating and anti-corrosion treatment to the upper platform body on land to adapt to corrosive environments such as high salt spray, high humidity and marine biofouling.

[0030] 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.

[0031] In practical applications, different processes and methods can be used for corrosion protection of each part of the upper platform according to design requirements. In this implementation example, the corrosion protection method for the rigid diagonal brace 400 is as follows: first, surface pretreatment is performed, followed by 1-2 coats of inorganic zinc-rich primer ≥60μm, ≥3 coats of epoxy intermediate layer and 500μm top layer, with a total dry film thickness of ≥560μm. The corrosion protection method for the steel space frame 200, purlins and their fasteners is as follows: first, surface pretreatment is performed, followed by 1-2 coats of inorganic zinc-rich primer ≥60μm, 2-3 coats of epoxy intermediate layer ≥160μm and 1-2 coats of polyurethane top layer ≥100μm, with a total dry film thickness of ≥320μm. The bolt ball joint 500 is treated with petrolatum tape cold wrapping technology for corrosion protection. Of course, the upper platform can flexibly select composite protection methods such as anti-corrosion coatings, electrochemical cathodic protection, hot-dip galvanizing, and cold wrapping of nodes according to the service environment level (such as atmospheric zone, splash zone, and full immersion zone) and the stress characteristics of the components.

[0032] In specific applications, the number of support components and the number of prestressed concrete pipe piles 100 contained in each support component can be reasonably increased or decreased according to the planar size of the steel grid 200. For example, in other embodiments, the support components are provided in three or four sets, and each set of support components includes three, four or five prestressed concrete pipe piles 100.

[0033] In practical applications, for marine environments with shallow water and small structural loads, prestressed high-strength concrete pipe piles (also known as PHC piles) can be used for prestressed concrete pipe piles 100; for situations with greater water depth and larger bending moments on the pile foundation, ultra-high performance prestressed concrete pipe piles (also known as UHPC piles) with superior performance can be used for prestressed concrete pipe piles 100.

[0034] It should be noted that the size of the steel grid 200 can be adjusted based on factors such as marine environmental conditions (e.g., wind load, snow load), photovoltaic module specifications and dimensions, and the calculated structural bearing capacity; the tilt angle of the steel grid 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 platform tilt angle can be adjusted by adjusting the relative height relationship of the rigid diagonal braces 400 at different positions. In this embodiment, the planar dimensions of the steel grid 200 are 33m x 66m, and the tilt angle is 10°.

[0035] like Figure 3 As shown, in some embodiments, a sleeve 411 is provided at one end of the inclined support 410 facing the corresponding connecting ball 510. The sleeve 411 is fitted over the first high-strength bolt 520. A pin 412 is threaded on the side wall of the sleeve 411. The pin 412 is used to abut and lock against the outer wall of the first high-strength bolt 520. This improves the fixed connection strength between the first high-strength bolt 520 and the inclined support 410, thereby improving the structural safety and reliability.

[0036] In specific applications, the connection and anchorage between the inclined support 410 and the first high-strength bolt 520 can be in the form of a cone head 413 or a sealing plate 414.

[0037] like Figure 4As shown, in some embodiments, a connecting assembly is provided between the rigid diagonal brace 400 and the top end of the corresponding prestressed concrete pipe pile 100. The connecting assembly includes a steel end plate 610 and a support pipe portion 620. The steel end plate 610 is embedded in the top end of the prestressed concrete pipe pile 100 and has a top end portion extending outside the prestressed concrete pipe pile 100. The support pipe portion 620 is welded and fixed to the top end portion. An insert plate 630 is fixedly connected to the bottom end of the support pipe portion 620. The insert plate 630 is used for positioning and inserting into the prestressed concrete pipe pile 100. A semi-circular welded ball 640 is fixedly connected to the top end of the support pipe portion 620. The semi-circular welded ball 640 is welded and fixed to the bottom end of the rigid diagonal brace 400. By pre-embedding the steel end plate 610 at the top of the prestressed concrete pipe pile 100, and welding the top of the semi-circular welded ball 640 with the insert plate 630 to the bottom of the rigid brace 400 at the land dock, the insert plate 630 can be used as a positioning reference to be inserted into the prestressed concrete pipe pile 100 to achieve positioning and docking during the process of aligning and adjusting the rigid brace 400 of the upper platform body with the corresponding prestressed concrete pipe pile 100. This ensures that the top of the rigid brace 400 of the upper platform body is quickly positioned and docked with the top of the corresponding prestressed concrete pipe pile 100, and ensures that the support pipe 620 and the top of the steel end plate 610 are in full contact, thereby ensuring the welding connection strength and achieving a rapid and efficient connection between the rigid brace 400 and the top of the corresponding prestressed concrete pipe pile 100, reducing the construction difficulty.

[0038] In specific applications, the bottom surface of the support tube 620 and the top surface of the steel end plate 610 are fully penetrated welded; the upper arc surface of the semi-circular welded ball 640 and the rigid diagonal brace 400 are rigidly connected by a fully penetrated bevel weld.

[0039] like Figures 4 to 6 As shown, specifically, the insert plate 630 is arranged in a cross shape. The insert plate 630 includes a first plate 631 and two second plates 632. In the thickness direction of the first plate 631, the two second plates 632 are symmetrically fixedly connected to both sides of the first plate 631. By arranging the insert plate 630 in a cross shape, it is easier to accurately and quickly position and connect the rigid diagonal brace 400 with the top of the corresponding prestressed concrete pipe pile 100, shortening the cycle of offshore operations. At the same time, by symmetrically fixing the two second plates 632 to the first plate 631, the amount of steel material used can be reduced based on the welded cross-shaped arrangement of the insert plate 630.

[0040] like Figure 4 As shown, specifically, a cross-shaped stiffening plate 641 is provided inside the semi-circular welded ball 640. Each end of the cross-shaped stiffening plate 641 abuts against the inner wall of the semi-circular welded ball 640 to enhance the overall structural strength of the semi-circular welded ball 640, thereby further improving the structural safety and reliability.

[0041] like Figure 7 As shown, in another alternative embodiment, a connecting assembly is provided between the rigid diagonal brace 400 and the top end of the corresponding prestressed concrete pipe pile 100. The connecting assembly includes a support pipe portion 620, which is disposed at the top end of the prestressed concrete pipe pile 100. A insertion pipe 650 is fixedly connected to the bottom end of the support pipe portion 620. The insertion pipe 650 is located inside the prestressed concrete pipe pile 100, and a plurality of shear studs 651 are arranged at circumferential intervals on the outer peripheral surface of the insertion pipe 650. The outer peripheral surface of the support pipe portion 620 is covered with an outer sleeve. A reinforcing cage 660 is provided, one end of which is fixedly connected to the bottom end of the supporting pipe section 620, and the other end is fixedly connected to a grouting sealing plate 670. The top surface of the grouting sealing plate 670 and the inner wall of the prestressed concrete pipe pile 100 form a grouting groove, so that the reinforcing cage 660, the insertion pipe 650 and the shear nail 651 are located in the grouting groove. The grouting groove is used to inject high-strength grout 680. A semi-circular welded ball 640 is fixedly connected to the top end of the supporting pipe section 620. The semi-circular welded ball 640 is welded and fixed to the bottom end of the rigid diagonal brace 400. By welding the top of a semi-circular welded sphere 640 with a plug pipe 650, a reinforcing cage 660, and a grouting sealing plate 670 to the bottom of a rigid diagonal brace 400 at the land-based wharf, the grouting sealing plate 670 can be used as a positioning reference to be inserted into the prestressed concrete pipe pile 100 during the alignment and adjustment of the rigid diagonal brace 400 of the upper platform body with the corresponding prestressed concrete pipe pile 100. This ensures that a relatively sealed grouting groove is formed, allowing for the injection of high-strength grout 680 into the grouting groove. Once the grout has reached its strength, the node connection can be completed. The shear studs 651 of the reinforcing cage 660 and the plug pipe 650 enhance the mechanical interlocking force at the steel-high-strength grout 680 contact interface, ensuring structural safety and reliability. Furthermore, during the entire process of connecting the bottom of the rigid diagonal brace 400 to the top of the corresponding prestressed concrete pipe pile 100 in the offshore construction area, no on-site welding is required, which helps reduce construction risks.

[0042] Specifically, multiple shear studs 651 arranged at intervals along the circumference are configured as a shear stud group. In this embodiment, multiple shear stud groups are provided, preferably seven shear stud groups. The seven shear stud groups are arranged at intervals along the axial direction of the insertion pipe 650 on the insertion pipe 650, which is beneficial to improving the mechanical interlocking force of the steel-high strength grouting material 680 contact interface.

[0043] like Figure 7 As shown, specifically, a cross-shaped stiffening plate 641 is provided inside the semi-circular welded ball 640. Each end of the cross-shaped stiffening plate 641 abuts against the inner wall of the semi-circular welded ball 640 to enhance the overall structural strength of the semi-circular welded ball 640, thereby further improving the structural safety and reliability.

[0044] like Figures 1 to 3As shown, in some embodiments, the steel space frame 200 includes an upper frame, a lower frame, and a support frame disposed between the upper and lower frames. The upper frame includes multiple upper chords 210 arranged in a mesh-like pattern, the lower frame includes multiple lower chords 220 arranged in a mesh-like pattern, and the support frame includes multiple quadrangular pyramidal units arranged in a matrix. Each quadrangular pyramidal unit is composed of multiple web members 230 arranged in a quadrangular pyramidal shape. One end of each web member 230 is connected to the ends of at least two upper chords 210 and is connected by a bolt ball joint 500. The other end of each web member 230 is connected to the ends of at least two lower chords 220 and is connected by a bolt ball joint 500. The inclined support portion 410 and the web members 230 and lower chords 220 adjacent to the inclined support portion 410 are connected by the same bolt ball joint 500. This configuration allows the steel space frame 200 to form a spatial space frame system. A matrix arrangement of four-corner pyramidal units forms the spatial load-bearing skeleton supporting the upper and lower frames. Furthermore, the connections between components (i.e., the intersections of the web members 230 with multiple upper chords 210 and the web members 230 with multiple lower chords 220) all utilize bolted ball joints, ensuring the overall structural integrity and achieving material savings while maintaining structural safety and reliability. Simultaneously, by connecting the inclined support 410 and the adjacent web members 230 and lower chords 220 through the same bolted ball joint 500, the assembly difficulty of the steel space frame 200 and rigid diagonal braces 400 is simplified. This also facilitates the direct transfer of more horizontal forces to the prestressed concrete pipe piles 100 via the rigid diagonal braces 400 in the form of axial pressure, effectively reducing the pile bending moment effect and the stress concentration effect at the pile top nodes.

[0045] It should be noted that the upper chord 210, lower chord 220 and web members 230 are all standardized components that can be manufactured in a land workshop using an assembly line and then transported to a land port to assemble the various components into an installation steel space frame 200 with bolted ball joints 500.

[0046] like Figure 3As shown, specifically, the bolt ball joint 500 connected to the lower chord 220 is set as the first bolt ball joint 530. The connecting ball 510 of the first bolt ball joint 530 has a second threaded hole at the position corresponding to both the lower chord 220 and the web member 230. A second high-strength bolt 550 is provided at the end of the lower chord 220 and the web member 230 facing the first bolt ball joint 530, and the second high-strength bolt 550 is threaded into the corresponding second threaded hole. During the assembly of the installation steel space frame 200, each second high-strength bolt 550 can be threadedly fixed into the corresponding second threaded hole at a designed angle, eliminating the need for on-site welding or complex leveling operations. This offers advantages of high construction efficiency and controllable quality. More specifically, the bolt ball joint 500 connected to the upper chord 210 is set as the second bolt ball joint 540. The connecting ball 510 of the second bolt ball joint 540 has a third threaded hole at the position corresponding to both the upper chord 210 and the web member 230. A third high-strength bolt is provided at the end of the upper chord 210 and the web member 230 facing the second bolt ball joint 540, and the third high-strength bolt is threaded into the corresponding third threaded hole. During the assembly of the installation steel space frame 200, each third high-strength bolt can be threadedly fixed into the corresponding third threaded hole at a designed angle, eliminating the need for on-site welding or complex leveling operations. This offers advantages of high construction efficiency and controllable quality.

[0047] In specific applications, the first screw hole 511, the second screw hole and the third screw hole are set to be the same screw hole, and the first high-strength bolt 520, the second high-strength bolt 550 and the third high-strength bolt are set to be the same high-strength bolt.

[0048] In specific applications, the connection and anchorage between the lower chord 220 and the second high-strength bolt 550 can adopt the form of a cone head 413 or a sealing plate 414, and the connection and anchorage between the web member 230 and the second high-strength bolt 550 can adopt the form of a cone head 413 or a sealing plate 414; the connection and anchorage between the upper chord 210 and the third high-strength bolt can adopt the form of a cone head 413 or a sealing plate 414, and the connection and anchorage between the web member 230 and the third high-strength bolt can adopt the form of a cone head 413 or a sealing plate 414.

[0049] like Figure 2 As shown, specifically, the lower frame also includes multiple bracing rods 240, with each end of the bracing rod 240 connected to two adjacent first bolt ball joints 530. Considering that the installed steel space frame 200 may be subjected to both tension and compression during actual stress, this embodiment enhances the overall structural integrity and rigidity by using bracing rods 240 to connect two adjacent first bolt ball joints 530 on the plane where the lower chord 220 is located.

[0050] In specific applications, the connecting ball 510 of the first bolt ball node 530 is provided with a second threaded hole at the position corresponding to the position of the bracing rod 240. A second high-strength bolt 550 is provided at one end of the bracing rod 240 facing the first bolt ball node 530. The second high-strength bolt 550 is threaded into the corresponding second threaded hole. The connection anchorage between the bracing rod 240 and the second high-strength bolt 550 can be in the form of a cone head 413 or a sealing plate 414.

[0051] In specific applications, the lower chord 220, the bracing rod 240, the web member 230, and the upper chord 210 are all made of round steel pipes.

[0052] like Figure 8 As shown, specifically, a support pipe 320 is provided at the top of the steel grid frame 200. The threaded part of the support pipe 320 is threadedly connected and fixed to the connecting ball 510 of the second bolt ball joint 540. A main purlin 330 is provided at the top of the support pipe 320, and a secondary purlin 340 is provided at the top of the main purlin 330. The arrangement direction of the secondary purlin 340 is perpendicular to the arrangement direction of the main purlin 330. The photovoltaic panel 310 is connected to the top of the secondary purlin 340 by fastening bolts 311. With this arrangement, the photovoltaic panel 310 is fixed to the secondary purlin 340 by clamping blocks and fastening bolts 311, forming a photovoltaic array support system that has both wind uplift resistance and quick assembly / disassembly characteristics.

[0053] In specific applications, the connecting ball 510 of the second bolt ball node 540 is provided with a third screw hole at the position corresponding to the support tube 320, and the threaded part of the support tube 320 is threaded into the corresponding third screw hole.

[0054] Specifically, the main purlin 330 and the support tube 320 are each provided with a first connecting plate 351 at their opposite ends, and the two first connecting plates 351 are connected by a first mounting bolt 352.

[0055] Specifically, the main purlin 330 is made of box-section steel, and the secondary purlin 340 is made of C-section steel. A second connecting plate 361 is provided at the end of the main purlin 330 facing the secondary purlin 340. The second connecting plate 361 is connected to the secondary purlin 340 by a second mounting bolt 362.

[0056] According to a second aspect of the present invention, a construction method is also provided for constructing a marine photovoltaic grid platform with rigid diagonal bracing as provided in the first aspect of the present invention; the construction method includes the following steps: The components of the steel space frame 200 are prefabricated and installed in the factory. The components include the lower chord 220, web members 230, upper chord 210, tension struts 240 and bolt ball joints 500. The prestressed concrete pipe piles 100 are also fabricated and processed in the factory. At the land-based wharf, the various components are assembled to form an installation steel grid 200 with bolted ball joints 500, and the photovoltaic panels 310 are assembled on the top of the installation steel grid 200. The first high-strength bolt 520 is embedded in the end of the inclined support part 410 facing the installation steel grid 200, and the first high-strength bolt 520 of the inclined support part 410 is threadedly fixed to the first screw hole 511 of the corresponding bolt ball node 500 at the design angle, so that the installation steel grid 200 and the rigid inclined brace 400 are assembled to form the upper platform body. Each prestressed concrete pipe pile 100 was transferred from the land-based wharf to the offshore construction area, and each prestressed concrete 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 rigid diagonal brace 400 of the upper platform body is aligned with the corresponding prestressed concrete pipe pile 100. The bottom end of the rigid diagonal brace 400 is then fixedly connected to the top end of the corresponding prestressed concrete pipe pile 100.

[0057] The construction method of this embodiment involves disassembling the installation steel space frame 200 into standardized components and the rigid diagonal bracing into multiple inclined support parts 410. The components, inclined support parts 410, and bolt ball joints 500 of the installation steel space frame 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 installation steel space frame 200 with bolt ball joints 500. Finally, the first high-strength bolts 520 of the inclined support parts 410 are threadedly fixed to the first bolt holes 511 of the corresponding bolt ball joints 500 at the designed angle, thus assembling the installation steel space frame 200 and the rigid diagonal bracing 400. The upper platform body is then transported to the offshore construction area. The rigid diagonal brace 400 of the upper platform body is lifted and adjusted to align with the corresponding prestressed concrete pipe pile 100. Then, the bottom end of the rigid diagonal brace 400 is fixedly connected to the top end of the corresponding prestressed concrete pipe pile 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 prestressed concrete pipe pile 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.

[0058] The offshore photovoltaic grid platform constructed using the method of this embodiment connects a rigid diagonal brace 400 between the installed steel grid 200 and each prestressed concrete pipe pile 100. Each rigid diagonal brace 400 includes multiple inclined support parts 410 arranged circumferentially. The bottom ends of the multiple inclined support parts 410 of the same rigid diagonal brace 400 converge and are fixedly connected to the top of the corresponding prestressed concrete pipe pile 100. The top ends of the multiple inclined support parts 410 of the same rigid diagonal brace 400 radiate outward in a three-dimensional radial pattern and are connected to the installed steel grid 200 through a bolt ball joint 500. The rigid diagonal braces 400 arranged in a three-dimensional radial pattern and the installed steel grid 200 form a three-dimensional multi-point supported spatial rigid connection system. On the one hand, this can significantly reduce the equivalent span of the installed steel grid 200, thereby reducing the amount of steel used in the installed steel grid 200, and on the other hand, it can transform the horizontal load transfer path into a multi-directional distributed transfer. The force mode involves a portion of the horizontal force being directly transmitted to the prestressed concrete pipe pile 100 in the form of axial pressure through the rigid brace 400, effectively reducing the bending moment effect of the pile body and the stress concentration effect at the pile top node. At the same time, the rigid brace 400 shortens the effective calculation length of the prestressed concrete 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, achieving material savings while ensuring structural safety and reliability. On the other hand, it adds spatial torsional damping to the traditional translational constraints, 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, while reducing the dynamic displacement amplitude of the structure, and comprehensively improving the dynamic stability and load resistance of the offshore photovoltaic grid platform in complex marine environments. Furthermore, the first high-strength bolt 520 is threadedly fixed to the corresponding first screw hole 511 at the designed angle, so that the top of the rigid diagonal brace 400 is fixed to the installation steel grid 200 as a whole. No on-site welding or complex leveling work is required in the middle, which has the advantages of high construction efficiency and controllable quality.

[0059] 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 marine photovoltaic grid platform with rigid diagonal bracing, 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 prestressed concrete 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 steel grid frame (200) is installed for installing photovoltaic panels (310), the steel grid frame (200) being disposed between the tops of multiple sets of the support components; Multiple rigid diagonal braces (400) are connected one by one between the corresponding prestressed concrete pipe piles (100) and the installation steel grid frame (200); each rigid diagonal brace (400) includes multiple inclined support parts (410) arranged circumferentially, one end of the multiple inclined support parts (410) is brought together and fixedly connected to the top of the corresponding prestressed concrete pipe pile (100), and the other end of the multiple inclined support parts (410) spreads outward and is connected to the installation steel grid frame (200) through bolt ball joints (500); the bolt ball joint (500) includes a connecting ball (510), the connecting ball (510) is provided with a first screw hole (511), and the end of the inclined support part (410) facing the corresponding connecting ball (510) is provided with a first high-strength bolt (520), the first high-strength bolt (520) is threaded into the corresponding first screw hole (511).

2. The offshore photovoltaic grid platform with rigid diagonal bracing according to claim 1, characterized in that, The inclined support (410) is provided with a sleeve (411) at one end facing the corresponding connecting ball (510). The sleeve (411) is fitted over the first high-strength bolt (520). A pin (412) is threaded on the side wall of the sleeve (411). The pin (412) is used to abut and lock against the outer wall of the first high-strength bolt (520).

3. The offshore photovoltaic grid platform with rigid diagonal bracing according to claim 1, characterized in that, A connecting assembly is provided between the rigid diagonal brace (400) and the top of the corresponding prestressed concrete pipe pile (100), the connecting assembly comprising: A steel end plate (610) is embedded in the top of the prestressed concrete pipe pile (100) and has a top portion extending outside the prestressed concrete pipe pile (100). The support tube (620) is welded and fixed to the top end; Insert plate (630) is fixedly connected to the bottom end of the support pipe (620), and the insert plate (630) is used for positioning and insertion into the prestressed concrete pipe pile (100); A semi-circular welded ball (640) is fixedly connected to the top end of the support tube (620); the semi-circular welded ball (640) is welded and fixed to the bottom end of the rigid diagonal brace (400).

4. The offshore photovoltaic grid platform with rigid diagonal bracing according to claim 3, characterized in that, The insert plate (630) is arranged in a cross shape. The insert plate (630) includes a first plate (631) and two second plates (632). In the thickness direction of the first plate (631), the two second plates (632) are symmetrically fixedly connected to both sides of the first plate (631).

5. The offshore photovoltaic grid platform with rigid diagonal bracing according to claim 3, characterized in that, The interior of the semi-circular welded ball (640) is provided with a cross-shaped stiffening plate (641), and each end of the cross-shaped stiffening plate (641) abuts against the inner wall of the semi-circular welded ball (640).

6. The offshore photovoltaic grid platform with rigid diagonal bracing according to claim 1, characterized in that, A connecting assembly is provided between the rigid diagonal brace (400) and the top of the corresponding prestressed concrete pipe pile (100), the connecting assembly comprising: A support pipe section (620) is provided at the top of the prestressed concrete pipe pile (100). A plug pipe section (650) is fixedly connected to the bottom end of the support pipe section (620). The plug pipe section (650) is located inside the prestressed concrete pipe pile (100). Multiple shear nails (651) are arranged at circumferential intervals on the outer circumferential surface of the plug pipe section (650). A reinforcing cage (660) is disposed on the outer periphery of the supporting pipe section (620). One end of the reinforcing cage (660) is fixedly connected to the bottom end of the supporting pipe section (620), and the other end is fixedly connected to a grouting sealing plate (670). The top surface of the grouting sealing plate (670) and the inner wall of the prestressed concrete pipe pile (100) form a grouting groove, which is used to inject high-strength grout (680). A semi-circular welded ball (640) is fixedly connected to the top end of the support tube (620); the semi-circular welded ball (640) is welded and fixed to the bottom end of the rigid diagonal brace (400).

7. The offshore photovoltaic grid platform with rigid diagonal bracing according to any one of claims 1 to 6, characterized in that, The installation steel space frame (200) includes an upper frame, a lower frame, and a support frame disposed between the upper frame and the lower frame. The upper frame includes multiple upper chords (210) arranged in a mesh-like interlocking pattern. The lower frame includes multiple lower chords (220) arranged in a mesh-like interlocking pattern. The support frame includes multiple quadrangular pyramidal units arranged in a matrix. Each quadrangular pyramidal unit is composed of multiple web members (230) arranged in a quadrangular pyramidal shape. One end of each web member (230) is connected to the upper frame. The ends of at least two of the upper chords (210) converge at one point and are connected by the bolt ball joint (500). The other end of each of the web members (230) converges at one point with the ends of at least two of the lower chords (220) and is connected by the bolt ball joint (500). The inclined support (410) and the web members (230) and the lower chords (220) adjacent to the inclined support (410) are connected by the same bolt ball joint (500).

8. The offshore photovoltaic grid platform with rigid diagonal bracing according to claim 7, characterized in that, The bolt ball joint (500) connected to the lower chord (220) is set as the first bolt ball joint (530). The lower frame also includes a plurality of bracing rods (240), and the two ends of the bracing rods (240) are respectively connected to two adjacent first bolt ball joints (530).

9. The offshore photovoltaic grid platform with rigid diagonal bracing according to claim 7, characterized in that, The bolt ball joint (500) connected to the upper chord (210) is set as the second bolt ball joint (540). The top of the mounting steel grid (200) is provided with a support tube (320). The threaded part of the support tube (320) is threadedly connected and fixed to the connecting ball (510) of the second bolt ball joint (540). The top of the support tube (320) is provided with a main purlin (330). The top of the main purlin (330) is provided with a secondary purlin (340). The arrangement direction of the secondary purlin (340) is perpendicular to the arrangement direction of the main purlin (330). The photovoltaic panel (310) is connected to the top of the secondary purlin (340) by fastening bolts (311).

10. A construction method, characterized in that, The construction method for obtaining the offshore photovoltaic grid platform as described in any one of claims 1 to 9 includes the following steps: The components of the steel space frame (200) are prefabricated and installed in the factory, and the prestressed concrete pipe piles (100) are fabricated and processed in the factory. At the land-based wharf, the various components are assembled to form the installation steel grid (200) with bolted ball joints (500), and the photovoltaic panels (310) are assembled on the top of the installation steel grid (200); The first high-strength bolt (520) is embedded in one end of the inclined support part (410) facing the installation steel grid (200), and the first high-strength bolt (520) of the inclined support part (410) is threadedly fixed to the first screw hole (511) of the corresponding bolt ball node (500) at the design angle, so that the installation steel grid (200) and the rigid diagonal brace (400) are assembled to form the upper platform body; Each prestressed concrete pipe pile (100) is transferred from the land terminal to the offshore construction area, and each prestressed concrete pipe pile (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 rigid diagonal brace (400) of the upper platform body is aligned with the corresponding prestressed concrete pipe pile (100). The bottom end of the rigid diagonal brace (400) is then fixedly connected to the top end of the corresponding prestressed concrete pipe pile (100).

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