Offshore large-span prestressed concrete-filled steel tube photovoltaic support

Abstract

The present application relates to offshore photovoltaic support technical field, especially to a kind of offshore large-span prestressed concrete filled steel tube photovoltaic support, including multiple upper chords and multiple lower chords located below it, multiple upper chords are connected into grid structure, lower chord corresponds to upper chord one by one, lower chord and its corresponding upper chord are connected by multiple web members to form double-layer grid, and upright stake is provided on double-layer grid;Multiple lower chords are each provided with steel pipe A, and the inner wall of lower chord is filled with concrete between the outer wall of steel pipe A, and prestressed steel bundle A is provided in steel pipe A;The prestressed steel bundle A is provided, which can increase the span of photovoltaic support under the premise of reducing the upright stake, and can also effectively resist offshore wind and wave coupling load.

Description

Technical Field

[0001] This invention relates to the field of marine photovoltaic support technology, and in particular to a marine long-span prestressed steel-concrete composite photovoltaic support. Background Technology

[0002] Offshore photovoltaics, as an important direction for the development of marine new energy, faces the challenge of balancing structural safety and economy in its support structure system. In deep-sea development, pile foundation construction is far more expensive than onshore engineering due to reliance on specialized vessels and complex geological conditions. Reducing the number of piles has become a primary means of cost control. However, this reduction in the number of piles increases the load on each pile, raising the performance requirements for individual piles. Currently used steel pipe piles are highly susceptible to instability under these conditions, failing to meet load-bearing capacity requirements. Furthermore, the reduction in piles leads to a significant increase in the span of the support structure, resulting in a non-linear decrease in structural stiffness and strength, making it prone to instability or material failure under extreme environmental loads such as typhoons and waves.

[0003] Currently, offshore photovoltaic (PV) support systems mainly employ two structural forms: tensioned beams and steel trusses. While both offer significant advantages in land-based applications, they exhibit substantial drawbacks in marine environments. Tensioned beam systems achieve lightweight, large-span structures through a combination of prestressed cables and rigid beams, but their flexibility becomes a fatal weakness in the marine environment—wind and wave coupling easily induces low-frequency resonance, causing the displacement of the support structure to far exceed the installation tolerances of the PV modules. Simultaneously, the high salt spray environment accelerates steel cable corrosion and fatigue damage, seriously threatening long-term safety. Steel truss systems maintain stability through rigid nodes, but the increased material consumption under large spans forces a significant increase in the bearing capacity requirements of the pile foundations, drastically worsening economic efficiency. Furthermore, slender members are prone to overall buckling under typhoon loads, significantly increasing the risk of sudden instability.

[0004] The aforementioned contradictions highlight the difficulty of existing technologies in balancing the demands for large spans, high stiffness, and low costs in marine environments, necessitating breakthroughs through structural innovation and material performance optimization. Summary of the Invention

[0005] In view of the shortcomings of the prior art described above, the purpose of this invention is to provide a large-span prestressed steel-concrete photovoltaic support for marine applications, which solves the technical problems of small span and instability of photovoltaic supports.

[0006] To achieve the above objectives, the present invention provides a large-span prestressed steel-concrete photovoltaic support structure for marine applications, comprising multiple upper chords and multiple lower chords below them. The upper chords are connected to form a grid structure, and each lower chord corresponds to one of the upper chords. The lower chords and their corresponding upper chords are connected by multiple web members to form a double-layer grid structure, on which piles are provided. Each of the lower chords contains a steel pipe A, and the space between the inner wall of the lower chord and the outer wall of the steel pipe A is filled with concrete. The prestressed steel strands A are located inside the steel pipe A.

[0007] Optionally, the steel pipe A in the lower chord in the X-axis direction and the steel pipe A in the lower chord in the Y-axis direction are staggered at their intersection.

[0008] Optionally, the steel pipe A in the lower chord in the X-axis direction is located above or below the steel pipe A in the lower chord in the Y-axis direction.

[0009] Optionally, the double-layer space frame is divided into multiple prefabricated double-layer space frame modules, which are spliced ​​together.

[0010] Optionally, the plurality of web members are divided into a plurality of vertical web members and a plurality of oblique web members, with an oblique web member spaced between two adjacent vertical web members, and the plurality of oblique web members are generally arranged in a sawtooth pattern.

[0011] Optionally, the vertical web members located at the four ends of the double-layer space frame are support vertical web members, and the support vertical web members are detachably connected to the adjacent diagonal web members, the upper chord and the lower chord.

[0012] Optionally, the pile is provided with a prestressed steel strand B.

[0013] Optionally, a steel pipe B is provided inside the pile, and concrete is filled between the inner wall of the pile and the outer wall of the steel pipe B. The prestressed steel strand B is provided inside the steel pipe B.

[0014] Optionally, the web member is a hollow steel pipe C, and part of the steel pipe C is filled with concrete.

[0015] Optionally, the grid structure formed by connecting multiple upper chord rods is an upper grid structure, and a support rod is provided in the grid around the edge of the upper grid structure, and the support rod is arranged in a serrated pattern.

[0016] The beneficial effects of this invention are as follows: After installation, the prestressed steel strand A is located within the lower chord, generating internal prestress. Compared to the commonly used external prestressing structural system, the application of internal prestressing in this invention not only reduces the use of a large amount of prestressed steel bars, but also allows the prestressed steel strand A to deform together with the lower chord, resulting in an anti-arching effect. This significantly offsets the axial tension of the lower chord and reduces structural deformation, thereby reducing the deflection of the double-layer space frame structure. In other words, it resists the deflection deformation caused by the double-layer space frame load at mid-span, effectively resisting the coupled loads of wind and waves at sea, and solving the problem of a sharp increase in deflection of the double-layer space frame and internal force of the lower chord caused by large spans at sea. In summary, the installation of the prestressed steel strand A can increase the span of the photovoltaic support while reducing the number of piles, and effectively resist the coupled loads of wind and waves at sea.

[0017] Meanwhile, the advantages of combining the lower chord with concrete as described in this invention improve the load-bearing capacity, stability, and durability of large-span photovoltaic supports. Furthermore, increasing the concrete wall thickness compared to increasing the lower chord wall thickness to enhance load-bearing capacity reduces the amount of steel used in the lower chord, thus lowering costs. In addition, the steel pipe A can not only withstand the tensile force generated by the upper load on the lower chord but also has pre-drilled channels for pouring concrete and inserting prestressed steel strands A. The bidirectional prestress generated by the lower chord and its internal structure further ensures the effective spatial transmission of bidirectional forces within the grid structure. The prestressed steel strands A pass through the steel pipe A to apply internal prestress, ensuring that while increasing the strength of the lower chord with concrete, there is no bond between the prestressed steel strands A and the concrete, guaranteeing the proper functioning of the prestressed steel strands A. Attached Figure Description

[0018] Figure 1 This is a simplified structural diagram of Embodiment 1 of the present invention;

[0019] Figure 2 This is a schematic diagram of the structure of a single upper chord, a lower chord, and multiple web members according to an embodiment of the present invention;

[0020] Figure 3 This is a simplified schematic diagram of a single upper chord, lower chord, and prestressed steel strand A, as well as multiple web members and vertical piles, according to an embodiment of the present invention.

[0021] Figure 4 This is a partial sectional view of the support vertical web member and related components described in an embodiment of the present invention;

[0022] Figure 5 This is a schematic diagram of the structure of the pile described in an embodiment of the present invention;

[0023] Figure 6 This is a structural schematic diagram of the pile section from one perspective according to an embodiment of the present invention;

[0024] Figure 7 This is a simplified structural diagram of the double-layer space frame spliced ​​according to Embodiment 2 of the present invention;

[0025] Figure 8 This is a simplified structural diagram of the prefabricated double-layer space frame module described in Embodiment 2 of the present invention;

[0026] Figure 9 This is a schematic diagram of one form of the upper splicing component A described in Embodiment 2 of the present invention, wherein... Figure 9 (a) is the front view. Figure 9 (b) is the right view of 9(a);

[0027] Figure 10 This is a schematic diagram of another form of the upper splicing component A described in Embodiment 2 of the present invention, and its front view is the same as its left and right side views;

[0028] Figure 11 This is a schematic diagram of the structure of the upper splicing component B according to Embodiment 2 of the present invention, wherein... Figure 11 (a) is the front view. Figure 11 (b) is the right view of 11(a);

[0029] Figure 12 This is a schematic diagram of one form of the lower splicing component A described in Embodiment 2 of the present invention, wherein... Figure 12 (a) is the front view. Figure 12 (b) is the right view of 12(a);

[0030] Figure 13 This is a schematic diagram of another form of the lower splicing component A described in Embodiment 2 of the present invention. Its front view is the same as its left and right side views.

[0031] Figure 14 This is a schematic diagram of the structure of the lower splicing component B according to Embodiment 2 of the present invention, wherein... Figure 14 (a) is the front view. Figure 14 (b) is the right view of 14(a);

[0032] Figure 15 This is a schematic diagram of the structure of the multiple upper chord rods connected into a grid-like structure and the support rod in Embodiment 3 of the present invention;

[0033] Explanation of reference numerals in the attached figures:

[0034] 101. Upper chord; 102. Upper chord splice A; 103. Upper end splice A of the web member; 104. Upper chord splice B; 105. Upper end splice B of the web member; 106. Upper end splice of the web member.

[0035] 201. Lower chord; 2011. Steel pipe A; 202. Lower chord splice A; 203. Lower chord splice B; 204. Lower end splice A of web member; 205. Lower end splice B of web member; 206. Lower end splice of web member; 207. Spliced ​​steel pipe; 208. Prestressed steel strand A.

[0036] 301. Vertical web member; 302. Diagonal web member; 303. Support vertical web member; 304. Pad; 305. Plug-in component; 306. High-strength bolt; 307. Flange; 308. Stiffening rib.

[0037] 401. Pile erection; 4011 Pile erection section; 402. Steel pipe B;

[0038] 5. Concrete; 6. Precast double-layer space frame module; 7. Support rod. Detailed Implementation

[0039] The following specific examples illustrate the implementation of the present invention. Those skilled in the art can easily understand other advantages and effects of the present invention from the content disclosed in this specification. The present invention can also be implemented or applied through other different specific embodiments, and various details in this specification can also be modified or changed based on different viewpoints and applications without departing from the spirit of the present invention.

[0040] It should be noted that the illustrations provided in this embodiment are only schematic representations of the basic concept of the present invention. Therefore, the drawings only show units relevant to the present invention and are not drawn according to the actual number, shape, and size of units in implementation. In actual implementation, the form, quantity, and proportion of each unit can be arbitrarily changed, and the unit layout may be more complex. The structures, proportions, and sizes shown in the accompanying drawings are only for illustrative purposes to aid those skilled in the art and are not intended to limit the implementation conditions of the present invention. Therefore, they have no substantial technical significance. Any modifications to the structure, changes in proportions, or adjustments to the size, without affecting the effects and objectives of the present invention, should still fall within the scope of the technical content disclosed in the present invention. Furthermore, the terms such as "upper," "lower," "left," "right," "middle," and "one" used in this specification are only for clarity of description and are not intended to limit the scope of the present invention. Changes or adjustments to their relative relationships, without substantially altering the technical content, should also be considered within the scope of the present invention.

[0041] like Figure 1-4As shown, this embodiment provides a large-span prestressed steel-concrete photovoltaic support structure for marine applications, including multiple upper chords 101 and multiple lower chords 201 located below them. The upper chords 101 are connected to form a grid structure. Each lower chord 201 corresponds to one of the upper chords 101. The lower chords 201 and their corresponding upper chords 101 are connected by multiple web members to form a double-layer grid structure. The double-layer grid structure is provided with piles 401 for supporting the double-layer grid structure. Each of the lower chords 201 contains a steel pipe A2011. The space between the inner wall of the lower chord 201 and the outer wall of the steel pipe A2011 is filled with concrete 5. The prestressed steel strands A208 are provided inside the steel pipes A2011. The double-layer grid structure is inclined relative to the piles 401.

[0042] The prestressed steel strand A208 is inserted from one end of the lower chord 201 to the other end. Both ends of the prestressed steel strand A208 are anchored inside the lower chord 201. After installation, the prestressed steel strand A208 is located inside the lower chord 201 and will generate internal prestress. Compared with the commonly used external prestressed structural system, the application of internal prestress in this invention can not only reduce the use of a large amount of prestressed steel bars, but also allow the prestressed steel strand A208 to deform together with the lower chord 201, thus playing an anti-arching effect. This significantly offsets the axial tension of the lower chord 201 and reduces the deformation of the structure, reducing the deflection of the double-layer space frame structure. In other words, it resists the deflection deformation generated by the double-layer space frame load at mid-span, effectively resists the coupled load of wind and waves at sea, and solves the problem of a sharp increase in the deflection of the double-layer space frame and the internal force of the lower chord 201 caused by large spans at sea.

[0043] In summary, the prestressed steel strands A208 enable the present invention to effectively resist the coupling effect of wind and waves at sea. Furthermore, as a long-span structure, the prestress generated by the lower chord 201 creates an anti-arching effect at mid-span, effectively reducing mid-span deflection and thus increasing the span. Simultaneously, the reduced use of the vertical piles 401 ensures the stability of the invention during use. Therefore, the present invention achieves both material conservation and structural efficiency.

[0044] The lower chord 201 is a hollow steel pipe D, that is, the lower chord 201 adopts a hollow sandwich steel pipe concrete structure. In other words, from the outside to the inside, the lower chord 201-concrete 5-steel pipe A2011-prestressed steel strand structure A are arranged in sequence. The lower chord 201 of this invention combines the advantages of concrete 5 to improve the load-bearing capacity, stability and durability of large-span photovoltaic support. Moreover, increasing the wall thickness of the lower chord 201 compared to increasing the concrete 5 reduces the amount of steel used in the lower chord 201 and lowers the cost.

[0045] Furthermore, the steel pipe A2011 can not only withstand the tensile force generated by the upper load on the lower chord 201, but also has pre-drilled channels for pouring concrete 5 and inserting prestressed steel strands A208. The bidirectional prestress generated by the lower chord 201 and its internal structure further ensures the spatial function of the space frame in bidirectional force transmission. The prestressed steel strands A208 pass through the steel pipe A2011 to apply internal prestress, so that while the strength of the lower chord 201 is increased by concrete 5, there is no bonding between the prestressed steel strands A208 and the concrete 5, ensuring the normal functioning of the prestressed steel strands A208. The outer side of the steel pipe D is treated with anti-corrosion coating, so the lower chord 201 has corrosion resistance during long-term use.

[0046] The photovoltaic support structure of this invention comprehensively considers factors such as photovoltaic installation requirements, the difficulty of offshore operations, the combined effects of wind and wave loads, and corrosion resistance, resulting in good economic efficiency and environmental adaptability. The height-to-span ratio of this invention ranges from 1 / 35 to 1 / 25, meeting the application requirements of large-span photovoltaic supports.

[0047] In this example, the upper chord 101 is a hollow steel pipe E with concrete inside, meaning it is a steel-concrete composite structure. Its exterior is treated with anti-corrosion measures, thus providing corrosion resistance during long-term use. The high compressive strength of concrete is utilized to withstand the pressure generated by the upper load at the upper chord 101.

[0048] Furthermore, the steel pipe A2011 in the lower chord 201 in the X-axis direction and the steel pipe A2011 in the lower chord 201 in the Y-axis direction are staggered at the intersection.

[0049] Preferably, the steel pipe A2011 within the lower chord 201 in the X-axis direction is located above or below the steel pipe A2011 within the lower chord 201 in the Y-axis direction. This ensures that the steel pipe A2011 in the X-axis direction and the steel pipe A2011 in the Y-axis direction are not connected at the intersection of the lower chord 201, preventing the prestressed steel strand A208 in the X-axis direction from contacting each other, thus avoiding friction and mutual interference.

[0050] like Figure 1 and 2 As shown, in this example, the multiple web members are divided into multiple vertical web members 301 and multiple diagonal web members 302. Adjacent vertical web members 301 are spaced apart by diagonal web members 302. The multiple diagonal web members 302 are arranged in a generally serrated pattern to ensure the integrity, stability, and uniform stress distribution of the structure. This can be understood as the double-layer space frame adopting a two-way orthogonal cross-truss system.

[0051] In this example, the span of the photovoltaic support structure is relatively small, and the double-layer grid structure is manufactured in a prefabricated manner to reduce on-site assembly work and improve construction efficiency.

[0052] The multiple upper chord members 101, the multiple lower chord members 201, and the upper chord members 101, lower chord members 201, and web members are all interconnected, forming intersecting nodes. These nodes are prefabricated in the factory. Specifically, the unit members constituting the upper chord members 101 and lower chord members 201 are first cut. Then, according to the above connection structure, the upper chord members 101, lower chord members 201, and web members are connected by welds. After that, the steel pipe A2011 is laid inside the lower chord member 201, and then concrete 5 is poured into the upper chord members 101 and lower chord members 201. Finally, they are transported and hoisted to the site for installation.

[0053] like Figure 1 , 4 As shown, the vertical web members located at the four ends of the double-layer space frame are support vertical web members 303. The support vertical web members 303 are detachably connected to the adjacent diagonal web members 302, the upper chord 101, and the lower chord 201. Specifically, a pad 304 is provided on one side of the support vertical web member 303. Flanges 307 are provided at the ends of the upper chord 101 and the lower chord 201. High-strength bolts 306 are used to sequentially pass through the flanges 307, the support vertical web member 303, and the pad 304 before being connected with nuts. Anchors are added to the flanges 307 at the ends of the upper chord 101 and the lower chord 201 to further reinforce the connection with the support vertical web member 303. A plug-in component 305 is provided at the location where the support vertical web member 303 connects to the diagonal web member 302. The diagonal web member 302 is connected to the support vertical web member 303 through the plug-in component 305. The lower end of the support vertical web member 303 is connected to the upper end of the pile 401, in this example, via a flange 307. Stiffening ribs 308 are provided on the exterior of the upper chord member 101 and the lower chord member 201 near the flange 307.

[0054] The web members are hollow steel pipes C, with some sections of the C filled with concrete. Specifically, the vertical web members 301 and diagonal web members 302 employ either a distributed pure steel structure or a steel-concrete composite structure, depending on the stress state. The vertical web members 301 and diagonal web members 302 use a steel-concrete composite structure where the local load is high, and a pure steel structure only where the local load is low. Where the local load is high, there is no need to increase the wall thickness of the steel pipe C; only the concrete is added, thus reducing steel consumption and lowering costs. Specific locations with high and low loads require analysis based on engineering applications. It should be noted that a pure steel structure means the steel pipe C is not filled with concrete, while a steel-concrete composite structure means the steel pipe C is filled with concrete.

[0055] The pile 401 is equipped with prestressed steel strands B. In this example, as... Figure 4 , 5 As shown in Figure 6, a steel pipe B402 is installed inside the pile 401. Concrete 5 is filled between the inner wall of the pile 401 and the outer wall of the steel pipe B402. The prestressed steel strand B is installed inside the steel pipe B402. Specifically, the installation of the prestressed steel strand B involves first inserting one end of the prestressed steel strand B into and anchoring it inside the steel pipe B402, and then tensioning and anchoring the other end to the seabed. The prestress is locked by an anchor and the force is transmitted through the end anchor. Finally, the excess prestressed steel strand B is removed, and the anchor is fully enclosed for corrosion protection. The pile 401 is a square steel pipe, and the steel pipe B402 is a round steel pipe. Concrete 5 is added between the outer square steel pipe and the inner round steel pipe. The prestressed steel strand B passes through the round steel pipe to apply internal prestress. Utilizing the combined advantages of the steel pipe and concrete, the bearing capacity is increased while durability is enhanced.

[0056] In this example, as Figure 1 , 4 As shown, there are four upright piles 401, which correspond to the four ends of the double-layer space frame. The double-layer space frame is connected to the upper end of the upright piles 401 through the support vertical web members 303, which transfer the load of the upper double-layer space frame to the upright piles 401. The lower end of the upright piles 401 is fixed to the seabed.

[0057] To reduce transportation costs, simplify offshore construction operations, and shorten the construction period, the pile 401 is constructed using a segmented prefabrication and on-site assembly method, that is, as follows: Figure 5 and 6 As shown, each of the piles 401 is divided into multiple pile segments 4011, which are detachably connected. In this example, the multiple pile segments 4011 are connected by flanges 307. In addition, stiffening ribs 308 are provided on the outside of the pile 401 near the flanges 307 to further strengthen the connection.

[0058] Furthermore, the span of the double-layer grid structure is approximately the same in both the horizontal X-axis and horizontal Y-axis directions. In other words, the span of the support structure in this invention is close in both directions, i.e., the spans in the length and width directions are similar. This invention, with its close spans in both directions and being a large-span photovoltaic support structure, not only reduces the number of piles 401 in the long span direction compared to commonly used photovoltaic supports, but also achieves a more significant reduction in the number of piles 401 in the short span direction. Moreover, the close spans in both directions ensure uniform stress distribution in both the horizontal X-axis and horizontal Y-axis directions. Compared to the planar structural systems currently used in the photovoltaic field, the structural system of this invention can exert a bidirectional force transmission effect, better adapt to the complex load environment at sea, and possess higher load-bearing capacity and overall stability.

[0059] The structure employed in this invention replaces the traditional tensioned beam and steel truss structural forms. This structure, through the geometric interweaving of the multi-directional lower chord 201 and upper chord 101 in three-dimensional space, and the rigid connection of the intersecting nodes, forms a highly synergistic spatial whole, allowing the load to be transferred three-dimensionally in multiple directions and evenly distributed to all support points. This overcomes the limitations of unidirectional force transmission in planar structures. Simultaneously, the geometric stability of the spatial form significantly improves the structural stiffness and deformation resistance. Compared to traditional photovoltaic support structures, this invention fully utilizes its spatial function, exhibiting superior load-bearing performance and higher structural strength, balancing the requirements of large span, high stiffness, and low cost in a marine environment. While meeting the requirements for resistance to wind and wave coupling, the significant reduction in the number of piles 401 not only lowers construction costs but also reduces its impact on the marine ecological environment. Furthermore, the structure of the lower chord 201 not only provides an anti-arch load effect, further improving the load-bearing capacity of the double-layer space frame, but also further reduces production costs, better balancing the requirements of large span, high stiffness, and low cost. Meanwhile, the factory prefabrication-on-site splicing installation process adopted by the structure, and the on-site splicing of the piles 401, not only helps to improve the quality of the project, but also further simplifies the on-site construction procedures, reduces the construction difficulty of offshore operations, and helps to shorten the overall construction period.

[0060] Example 2

[0061] This embodiment provides a large-span prestressed steel-concrete photovoltaic support structure for offshore applications, including all the contents of Embodiment 1. For details, please refer to Embodiment 1, which will not be repeated here. Additionally, in this example, as... Figure 7 and 8As shown, the photovoltaic support structure has a large span, and the double-layer grid structure is divided into multiple prefabricated double-layer grid structure modules 6, which are spliced ​​together. Splicing components are provided at the splicing nodes of the multiple prefabricated double-layer grid structure modules 6. In the design of the splicing components corresponding to the splicing nodes between the multiple prefabricated double-layer grid structure modules 6, different splicing nodes correspond to different splicing components, but each splicing component has multiple splicing positions. Furthermore, the splicing components are divided into upper splicing components and lower splicing components. The multiple splicing positions of the upper splicing component correspond one-to-one with the upper end of the web member and the splicing node of the upper chord 101; the multiple splicing positions of the lower splicing component correspond one-to-one with the splicing nodes of the upper web member and the upper chord 101. The lower end of the web member corresponds one-to-one with the splicing node of the lower chord member 201, and the splicing part structure corresponding to the splicing node of the lower splicing component is provided with a splicing steel pipe 207 fixed by concrete. The position of the splicing steel pipe 207 is connected to the steel pipe A2011. In short, the structure of the splicing component matches the structure at the splicing node of the multiple prefabricated double-layer space frame modules 6. That is, the structure of the splicing component is different according to the corresponding structure at the splicing node, so as to ensure the stability and rational stress of the structure. Multiple prefabricated double-layer space frame modules 6 can be prefabricated in the factory and connected on site by splicing components to form the entire double-layer space frame. The construction efficiency is high, the material consumption is low, the transportation is convenient, and the prefabrication greatly solves the problem of difficult offshore construction operations. Moreover, the construction quality is guaranteed, and it has broad engineering application prospects.

[0062] like Figure 9-14 The diagram shows structural schematics of several of the aforementioned splicing components. The upper splicing components are divided into upper splicing component A and upper splicing component B, as shown below. Figure 9 and 10 The diagram shows the structure of the upper splicing component A used for splicing the middle part of the double-layer space frame. The upper splicing component A includes an upper chord splicing part A102, which has a generally cross-shaped structure. The upper chord splicing part A102 is filled with concrete 5. The upper chord splicing part A102 is connected to the upper chord 101 via a flange. A web member upper end splicing part A103 is provided on the lower side of the upper chord splicing part A102. The web member upper end splicing part A103 is provided with a web member upper end splice joint 106. Figure 9 (a) and Figure 9 (b) There are three splice joints 106 at the upper end of the web members, two of which are connected to the upper end of the inclined web members 302 and one is connected to the upper end of the vertical web members 301. Figure 10There are 5 splice joints 106 at the upper end of the web members, of which 4 are connected to the upper end of the diagonal web members 302 and 1 is connected to the upper end of the vertical web members 301. The splice joint 106 at the upper end of the web members connected to the upper end of the vertical web members 301 is obscured by the diagonal web members 302 and is therefore not shown in the figure.

[0063] like Figure 11 (a) and Figure 11 (b) shows a schematic diagram of the upper splicing component B used for splicing the ends of the double-layer space frame. The upper splicing component B includes an upper chord splicing part B104, which is generally “⊥” shaped. The upper chord splicing part B104 is filled with concrete 5. The upper chord splicing part B104 is connected to the upper chord 101 through a flange. The lower side of the upper chord splicing part B104 is provided with a web member upper end splicing part B105. The web member upper end splicing part B105 is provided with a web member upper end splice 106. There is one web member upper end splice 106.

[0064] like Figure 12-14 The diagram shown illustrates the structure of several lower-layer splicing components. The lower-layer splicing components are divided into lower-layer splicing component A and lower-layer splicing component B, wherein... Figure 12 and 13 The diagram shows the structure of the lower splicing component A used for splicing the middle part of the double-layer space frame. The lower splicing component A includes a lower chord splicing part A202, which is generally cross-shaped. The lower chord splicing part A202 is connected to the lower chord 201 via a flange. The lower chord splicing part A202 is provided with a splicing steel pipe 207 fixed by concrete 5. That is, the space between the outer side of the splicing steel pipe 207 and the inner side of the lower chord splicing part A202 is filled with concrete 5. The splicing steel pipe 207 is connected to the steel pipe A2011. There are two splicing steel pipes 207 in each lower chord splicing part A202. The two splicing steel pipes 207 are staggered and perpendicular to each other along their axes. The lower chord splice A202 is provided with a lower end splice A204 for the web member on its upper side, and a lower end splice joint 206 for the web member is provided on the lower end splice A204. Figure 12 (a) and Figure 12 (b) There are three splice joints 206 at the lower end of the web members, two of which are connected to the lower end of the diagonal web members 302 and one is connected to the lower end of the vertical web members 301; Figure 13 There are 5 splice joints 206 at the lower end of the web members, of which 4 are connected to the lower end of the diagonal web members 302 and 1 is connected to the lower end of the vertical web members 301. The splice joint 206 at the lower end of the web members connected to the lower end of the vertical web members 301 is obscured by the diagonal web members 302 and is therefore not shown in the figure.

[0065] like Figure 14 (a) and Figure 14 (b) is a structural schematic diagram of the lower splicing component B used for splicing the ends of the double-layer space frame. The lower splicing component B includes a lower chord splicing part B203, which has a generally "⊥" shaped structure. The lower chord splicing part B203 is connected to the lower chord 201 via a flange. The lower chord splicing part B203 is provided with a splicing steel pipe 207 fixed by concrete 5. The internal structure of the lower chord splicing part B203 is similar to that of the lower chord splicing part A. 202, which will not be elaborated here, has a lower end splicing part B205 on the upper side of the lower chord splicing part B203. The lower end splicing part B205 has a lower end splicing joint 206. There are 4 lower end splicing joints 206, of which 3 are connected to the lower end of the diagonal web 302 and 1 is connected to the lower end of the vertical web 301. The lower end splicing joint 206 of the web that is connected to the lower end of the vertical web 301 is covered by the diagonal web 302 and is therefore not shown in the figure.

[0066] In addition, multiple prefabricated double-layer space frame modules 6 can also be formed by other splicing methods.

[0067] The force transmission path of this invention is as follows: the overall force of the upper chord 101 is directly transmitted through the upper chord splice, and the overall force of the lower chord 201 is directly transmitted through the lower chord splice. Only a small portion of the force is transmitted to the web members through the upper and lower splices. The force of the web members is transmitted to the upper chord 101, lower chord 201, and other web members through the upper and lower splices, ensuring a reasonable distribution of load.

[0068] In the prefabricated double-layer space frame module 6, the multiple upper chords 101 and the multiple lower chords 201 are all interconnected, forming intersecting nodes. These nodes are prefabricated in the factory. Specifically, the unit members constituting the upper chords 101 and lower chords 201 are first cut, and then, according to the above connection structure, the upper chords 101 and lower chords 201 are connected to the web members by welding. After that, concrete 5 is poured into the upper chords 101 and lower chords 201. Finally, the prefabricated double-layer space frame module 6 is assembled on-site through transportation, hoisting, etc.

[0069] The factory prefabrication-on-site assembly installation process also fully considers the needs of maritime transportation and construction operations, simplifies the construction procedures, and further shortens the construction cycle.

[0070] Example 3

[0071] This embodiment provides a large-span prestressed steel-concrete photovoltaic support structure for offshore applications, including all the contents of Embodiment 1. For details, please refer to Embodiment 1, which will not be repeated here. Additionally, in this example, as... Figure 15 As shown, the mesh structure formed by connecting multiple upper chord rods 101 is an upper mesh structure. Support rods 7 are provided in the mesh around the edge of the upper mesh structure, and the support rods 7 are arranged in a sawtooth pattern.

[0072] The support rod 7 adopts a hollow steel pipe structure, and the support rod 7 can resist the deflection deformation and lateral displacement caused by the wind and wave coupled load acting on the double-layer space frame.

[0073] The above embodiments are merely illustrative of the principles and effects of the present invention and are not intended to limit the invention. Any person skilled in the art can modify or alter the above embodiments without departing from the spirit and scope of the present invention. Therefore, all equivalent modifications or alterations made by those skilled in the art without departing from the spirit and technical concept disclosed in the present invention should still be covered by the claims of the present invention.

Claims

1. A marine long-span prestressed steel-concrete photovoltaic support structure, characterized in that, The structure includes multiple upper chords and multiple lower chords below them. The upper chords are connected to form a grid structure. Each lower chord corresponds to one of the upper chords. The lower chords and their corresponding upper chords are connected by multiple web members to form a double-layer grid structure. The double-layer grid structure is equipped with upright piles. Each of the lower chords contains a steel pipe A. The space between the inner wall of the lower chord and the outer wall of the steel pipe A is filled with concrete. A prestressed steel strand A is installed inside the steel pipe A. The prestressed steel strand A passes through one end of the lower chord and is anchored at both ends within the lower chord. After installation, the prestressed steel strand A is located within the lower chord and will generate internal prestress. The upper chord is a hollow steel pipe E, which is filled with concrete. The grid structure formed by the multiple upper chords is an upper grid structure. Support rods are provided within the grid around the edge of the upper grid structure. The support rods are arranged in a serrated pattern. The steel pipe A in the lower chord in the X-axis direction and the steel pipe A in the lower chord in the Y-axis direction are staggered at their intersection.

2. The marine long-span prestressed steel-concrete photovoltaic support according to claim 1, characterized in that, The steel pipe A in the lower chord in the X-axis direction is located above or below the steel pipe A in the lower chord in the Y-axis direction.

3. The marine long-span prestressed steel-concrete photovoltaic support according to claim 1, characterized in that, The double-layer space frame is divided into multiple prefabricated double-layer space frame modules, which are spliced ​​together.

4. A marine long-span prestressed steel-concrete photovoltaic support according to claim 1, characterized in that, The plurality of web members are divided into a plurality of vertical web members and a plurality of oblique web members, with an oblique web member spaced between adjacent vertical web members, and the plurality of oblique web members are arranged in a sawtooth pattern.

5. A marine long-span prestressed steel-concrete photovoltaic support according to claim 4, characterized in that, The vertical web members located at the four ends of the double-layer space frame are support vertical web members, and the support vertical web members are detachably connected to the adjacent diagonal web members, the upper chord and the lower chord.

6. A marine long-span prestressed steel-concrete photovoltaic support according to claim 1, characterized in that, The pile is equipped with a prestressed steel strand B.

7. A marine long-span prestressed steel-concrete photovoltaic support according to claim 6, characterized in that, The pile is equipped with a steel pipe B, and the space between the inner wall of the pile and the outer wall of the steel pipe B is filled with concrete. The prestressed steel strand B is installed inside the steel pipe B.

8. A marine long-span prestressed steel-concrete photovoltaic support according to claim 1, characterized in that, The web member is a hollow steel pipe C, and part of the steel pipe C is filled with concrete.

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