Flexible support photovoltaic gallery with brace rod arch structure

Abstract

The invention discloses a flexible support photovoltaic gallery with a strut arch structure. The flexible support photovoltaic gallery comprises bearing inhaul cables, double-system arch side beam structures, single-system arch middle beam structures, diagonal draw bars, side stand columns, middle stand columns, ground anchor foundations and photovoltaic assemblies. The two sets of double-system arch edge beam structures are located at the head end and the tail end respectively, the transverse single span crosses the width direction of the long and narrow terrain, and the two ends of each set of double-system arch edge beam structures are supported on the ground through edge stand columns respectively, fixedly connected with ground anchor foundations through diagonal draw bars and anchored to the ground. The two ends of the bearing inhaul cable are connected with the two sets of double-system arch edge beam structures correspondingly. A plurality of groups of single-system arch middle beam structures supported by middle stand columns are arranged in a span interval of the two groups of double-system arch side beam structures in the length direction of the long and narrow land parcel, and the single-system arch middle beam structures transversely cross the width direction of the long and narrow terrain in a single span mode; the photovoltaic assembly is installed on the load-bearing inhaul cable through a buckle. A continuous multi-span structure in the width direction and the length direction of the strip-shaped long and narrow terrain can be transversely spanned in a single span mode, and land-saving type photovoltaic power generation is achieved.

Description

Technical Field

[0001] The present invention relates to the technical fields of photovoltaic power generation and building structures, and in particular to a photovoltaic corridor with a flexible support frame having a bracing arch structure. Background Art

[0002] Photovoltaic power generation, based on the photovoltaic effect, uses photovoltaic modules to directly convert sunlight into electricity. It is the primary method of solar power generation. However, due to the low energy density of solar energy, photovoltaic power generation systems require a large area. As the installed capacity of photovoltaic power plants continues to expand, land resources for photovoltaic power generation are becoming increasingly scarce. Currently, in mountainous, desert, and plain areas with favorable conditions, the construction of photovoltaic power plants mainly relies on fixed rigid steel supports. Fixed rigid steel supports are lightweight steel frames with limited spans, typically less than 10 meters, making them difficult to implement in areas with deep water or fish ponds, mountainous areas with rugged terrain, and some hilly areas with fragmented topography. In narrow, strip-like terrain such as road ditches, using fixed rigid steel supports to construct photovoltaic power plants cannot span the narrow terrain in one go, requiring foundations and support columns within the plot, which limits the use of space under the panels. Furthermore, a relatively dense arrangement of foundations and support columns is still required along the banks of the ditches.

[0003] In recent years, cable-structured flexible photovoltaic scaffolding systems have emerged. Single-layer cable structures typically have longitudinal spans of up to 25 meters, while cable-truss structures typically have longitudinal spans of up to 50 meters. However, cable-structured flexible photovoltaic scaffolding cables require anchoring at their ends, and the prestressed internal forces exerted by the cables are significant, requiring a larger anchoring foundation. Therefore, multiple consecutive spans are often used to reduce the engineering workload associated with anchoring foundations and improve the structure's economic efficiency. Existing flexible photovoltaic scaffolding technologies only increase the longitudinal span of the scaffolding, but do not increase the transverse span between rows. Using cable-structured flexible photovoltaic scaffolding to construct a photovoltaic power station, its large longitudinal span advantage allows it to span the width of narrow, long strips of terrain, such as roads and ditches, in a single span. However, this approach cannot span the width of narrow, strip-shaped terrain, resulting in a high proportion of cable side anchors and poor project economics. Furthermore, existing cable-structured flexible scaffolding systems have relatively small transverse spans between rows, necessitating a dense arrangement of foundations and columns along the ditch banks, which also impacts the space beneath the slabs. In summary, increasing the transverse span of flexible photovoltaic scaffolding systems remains an urgent challenge. Summary of the Invention

[0004] In view of this, the present invention provides a photovoltaic corridor with a flexible support structure of a strut arch, which has a single span across the width direction of the narrow strip terrain and a continuous multi-span structure in the length direction, thereby realizing land-saving photovoltaic power generation with composite utilization of land and space.

[0005] The present invention is achieved through the following technical solutions: a photovoltaic corridor with a flexible support structure of a strut arch, comprising load-bearing cables, a double-arch side beam structure, a single-arch center beam structure, a diagonal tie rod, a side column, a center column, a ground anchor foundation and a photovoltaic module; two groups of double-arch side beam structures are respectively located at the head and tail ends, and both span the width direction of the narrow and long terrain with a single span, and both ends of each group of double-arch side beam structures are supported on the ground by side columns, and are respectively fixed and anchored to the ground through diagonal tie rods; the load-bearing cables extend along the length direction of the narrow and long plot, and the two ends of the load-bearing cables are respectively connected to the two groups of double-arch side beam structures, and prestress is applied to the load-bearing cables; within the span interval of the two groups of double-arch side beam structures along the length direction of the narrow and long plot, a number of groups of single-arch center beam structures supported by the center column are arranged, and the single-arch center beam structures all span the width direction of the narrow and long terrain with a single span, and are used to support the load-bearing cables; the photovoltaic module is installed on the load-bearing cables by snaps.

[0006] Furthermore, the double-arch side beam structure includes side beams, arch cables, arch rods, horizontal struts, vertical struts, and tie rods; the side beams are arranged parallel to the width direction of the narrow and long plot, and the top of the side beams is anchored to the end of the load-bearing cable; the inner side of the side beams is fixed to a number of horizontal struts, the horizontal struts are parallel to the load-bearing cables, the connecting line of the ends of the several horizontal struts is arched, the ends of the horizontal support rods are in conflict with the arch cables, the ends of the arch cables are respectively fixed to the two ends of the side beams, and prestress is applied to the arch cables; the side beams, arch cables and horizontal struts The rods form a horizontal strut arch structure, which is used to bear tension; the bottom of the side beam is fixedly connected to several vertical struts, the vertical struts correspond to the horizontal struts in position, and the vertical struts are perpendicular to each other, the connecting line of the ends of the vertical struts is arched, the ends of the vertical struts are rotatably connected to the arch rod body, and the ends of the arch rods are respectively fixed to the two ends of the side beams; the side beams, arch rods and vertical struts form a vertical strut arch structure, which is used to bear pressure; the horizontal strut arch structure and the vertical strut arch structure are connected by tie rods to form a double-tie arch side beam structure.

[0007] Furthermore, the single-arch center beam structure includes a center beam, center beam vertical struts, and center beam arch rods; the center beam is parallel to the side beams, the bottom of the center beam is fixedly connected to several center beam vertical struts, and the center beam vertical struts are perpendicular to the center beam; the connecting line of the ends of the center beam vertical struts is arched, the ends of the center beam vertical struts are rotatably connected to the center beam arch rod body, and the ends of the center beam arch rods are respectively fixedly connected to the two ends of the center beam.

[0008] Furthermore, an arc-shaped notch is provided at the end of the horizontal support rod to form a saddle that contacts the arched cable; the other end of the horizontal support rod is connected to the welding plate on the side of the side beam through the horizontal support rod bottom plate through fasteners, and a fan-shaped notch is provided on the top of the horizontal support rod bottom plate for the load-bearing cable to pass through.

[0009] Furthermore, the lengths of the horizontal and vertical struts are controlled by the arch equation, which is as follows: Where: y is the length of the horizontal brace or the length of the vertical brace, h is the arch height at the arch crown, l is the arch span, and x is the distance from the horizontal brace or the vertical brace to the arch foot.

[0010] Furthermore, it also includes an inverted V-shaped stabilizing cable, a V-shaped stabilizing cable and a stabilizing rod arranged below the surface of the load-bearing cable; the inverted V-shaped stabilizing cable and the V-shaped stabilizing cable are arranged opposite to each other in the longitudinal single span, and the open ends of the inverted V-shaped stabilizing cable and the V-shaped stabilizing cable are respectively fixed to the double-arch side beam structure or the single-arch middle beam structure, and the main bodies of the inverted V-shaped stabilizing cable and the V-shaped stabilizing cable are obliquely connected to the load-bearing cable through damping springs; the stabilizing rod is parallel to the side beam and is arranged in the middle of the longitudinal single span, the stabilizing rod body is connected to the load-bearing cable, and the two ends of the stabilizing rod are respectively connected to the closed end of the inverted V-shaped stabilizing cable and the closed end of the V-shaped stabilizing cable.

[0011] Furthermore, the positions of the connection points between the horizontal braces and the side beams correspond to the positions of the connection points between the load-bearing cables and the side beams; the positions of the connection points between the vertical braces and the center beams correspond to the positions of the abutment points between the load-bearing cables and the side beams.

[0012] Furthermore, the diagonal brace is anchored to the ground in an eight-shaped manner and obliquely downward.

[0013] Compared with the existing technology, the beneficial effects of the present invention are:

[0014] 1. The present invention uses a double-arch side beam structure and a single-arch center beam structure to greatly improve the lateral spanning capacity of the flexible photovoltaic bracket, so that it can span a narrow strip of land at one time. At the same time, it takes advantage of the large longitudinal span to form a continuous multi-span structure, and builds a photovoltaic power station to form a photovoltaic corridor. While reducing the amount of structural steel and the number of foundations and improving the economic efficiency of the project, it does not affect the use of the space under the board.

[0015] 2. The present invention improves the spanning capacity of the side beams and the center beam through the horizontal strut arch structure and the vertical strut arch structure, so as to achieve a single span across the strip terrain such as the road, avoids the construction of foundations and columns in narrow plots, and greatly reduces the number of foundations and columns.

[0016] 3. The flexible support rows of the present invention improve the wind resistance and vibration reduction capabilities of the structure through the coordinated action of the inverted V-shaped stabilizing cables, V-shaped stabilizing cables, stabilizing rods and damping springs.

[0017] 4. The inclined tie rod of the present invention extends outward in an eight-shaped shape and is anchored obliquely downward to the ground, which can effectively bear the internal force of the arch cable, reduce the axial compressive load borne by the side beam, and further reduce the amount of structural steel. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] Figure 1 It is a structural schematic diagram of the present invention.

[0019] Figure 2It is a schematic diagram of the double-system arch side beam structure of the present invention.

[0020] Figure 3 This is a cross-sectional drawing of the double-system arch side beam structure of the present invention.

[0021] Figure 4 It is a schematic diagram of the single-arch center beam structure of the present invention.

[0022] Figure 5 This is a top view of the photovoltaic corridor with a flexible support structure of a strut arch.

[0023] Figure 6 Schematic diagram of the stabilizing assembly of the present invention being affected by wind force.

[0024] Figure 7 This is a schematic diagram of the end anchoring of the present invention (top view).

[0025] Among them, 1-load-bearing cable, 1.1-steel strand body, 1.2-clip anchor; 2-double-arch side beam structure, 2.1-side beam, 2.1.1-anchor plate, 2.2-arch cable, 2.3-arch rod, 2.4-horizontal strut, 2.4.1-horizontal strut base plate, 2.4.2-saddle, 2.5-vertical strut, 2.5.1-vertical strut base plate, 2.5.2-welded ear plate, 2.6-tie rod, 3-diagonal stay, 4-single arch center beam structure, 4.1-center beam, 4.2-center beam vertical strut, 4.3-center beam arch rod, 5-side column, 6-center column, 7-multi-pile cap anchor foundation, 8-inverted V-shaped stabilizing cable, 9-V-shaped stabilizing cable, 10-stabilizing rod, 11-damping spring, 12-angle steel connector, 13-photovoltaic module. DETAILED DESCRIPTION

[0026] In order to make the purpose, technical solutions and advantages of the present invention more clearly understood, the present invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not intended to limit the present invention.

[0027] The present invention provides a flexible photovoltaic support corridor with a pole arch structure. The double-arch side beam structure increases the horizontal span of the flexible photovoltaic support, which can span the width of narrow strips of land such as roads and ditches at one time. It also takes advantage of the large longitudinal span of the flexible photovoltaic support. Along the length of the narrow strip, multiple spans of flexible support structures are continuously arranged to construct an overhead photovoltaic power station. Figure 1 As shown, the strut arch structure flexible support photovoltaic corridor includes load-bearing cables 1, double-arch side beam structure 2, inclined rods 3, single-arch middle beam structure 4, side columns 5, middle column 6, multi-pile foundation anchor foundation 7 and photovoltaic modules 13.

[0028] Two sets of double-arch side beam structures 2 are located at the head and tail ends, and both span the width of the narrow plot in a single horizontal span. The bottoms of each set of double-arch side beam structures 2 are supported on the ground on both sides of the narrow plot by two side columns 5. The sides of the double-arch side beam structures 2 are connected to the multi-pile cap anchor foundation 7 via two diagonal tie rods 3, anchoring them to the ground on both sides of the narrow plot. Several sets of load-bearing cables 1 (each set includes two load-bearing cables 1, and the two load-bearing cables 1 in the same set support the same photovoltaic module 13) are evenly distributed along the width of the narrow plot. The load-bearing cables 1 extend along the length of the narrow plot, and the ends of the load-bearing cables 1 are respectively connected to the two sets of double-arch side beam structures 2. The photovoltaic modules 13 are installed on each set of load-bearing cables 1 through buckles. When the load-bearing cables 1 are installed on two sets of double-arch side beam structures 2, prestress is applied to the load-bearing cables 1 to give them stress stiffness capable of carrying the photovoltaic modules 13 across narrow strips of land such as roads, ditches, and rivers, and to build photovoltaic power stations overhead to form photovoltaic corridors.

[0029] The prestress applied by the load-bearing cable 1, its own weight, and the internal forces generated by wind and snow loads are borne by the double-arch side beam structure 2 at both ends. This force is then transmitted to the ground through the side columns 5 and diagonal tie rods 3, connecting to the multi-pile cap anchor foundation 7. The internal forces F generated by the weight of the load-bearing cable 1 and the increased forces generated by wind and snow loads are proportional to the square of the single longitudinal span distance L, as shown in the following equation:

[0030]

[0031] Where: F is the internal force of the cable, q is the linear load generated on the load-bearing cable 1 by its own weight and loads such as wind and snow, L is the single longitudinal span of the load-bearing cable 1, and f is the deflection of the load-bearing cable 1 under the action of load.

[0032] Therefore, the single longitudinal span distance L should not be too large. Therefore, along the length direction of the narrow and long plot, a number of single-system arch middle beam structures 4 supported by the central column 6 are set within the longitudinal span interval of the two groups of double-system arch side beam structures 2. The single-system arch middle beam structure 4 is used to support the load-bearing cable 1. The single-system arch middle beam structure 4 all spans the width direction of the narrow and long plot in a single span; the two groups of double-system arch side beam structures 2 and the single-system arch middle beam structure 4 between their spans form a continuous multi-span structure.

[0033] like Figure 2As shown, the double-tie arch side beam structure 2 primarily consists of a side beam 2.1, arch cables 2.2, arch rods 2.3, horizontal struts 2.4, vertical struts 2.5, and tie rods 2.6. The side beam 2.1 is parallel to the width of the narrow plot, and the top of the side beam 2.1 is anchored to the end of the load-bearing cable 1. Specifically, the load-bearing cable 1 consists of a steel strand 1.1 and a clip anchor 1.2. The steel strand 1.1 passes through a wedge-shaped anchor plate 2.1.1 welded to the top of the side beam 2.1 and is anchored using the clip anchor 1.2. After the steel strand 1.1 is tensioned to the specified prestress using a through-hole jack, the clip anchor 1.2 clamps the steel strand 1.1 against the wedge-shaped anchor plate 2.1.1.

[0034] The load-bearing cable 1 generates a horizontal tensile force Fh and a vertical upward pull or downward pressure Fv1 at the connection node of the double-arch side beam structure 2 at both ends. The calculation formula for Fv1 generated at the connection node of the side beam 2.1 is as follows:

[0035]

[0036] Where: Fv1 is the vertical pullout or downward pressure generated by the load-bearing cable 1 at the connection node of the two sets of double-arch side beam structures 2; when calculating the downward pressure, q v1 The downward pressure load on the cable caused by the weight of the load-bearing cable 1 and the loads such as wind and snow. When calculating the upward pull force, q v1 It is the upward linear load on the cable after deducting the deadweight of the load-bearing cable 1 from the upward wind load; L is the single longitudinal span of the load-bearing cable 1.

[0037] The side beam 2.1, the arch cable 2.2, and the horizontal brace 2.4 form a horizontal brace arch structure. The horizontal tension Fh is borne by the horizontal brace arch structure and transmitted to the ground by the diagonal brace 3 connected to the two ends of the side beam 2.1. Figure 3 As shown, the inner side of the side beam 2.1 (the side facing each other of the side beams 2.1 of the two sets of double-arch side beam structures 2 is the inner side) is fixedly connected to a number of horizontal struts 2.4, the horizontal struts 2.4 are parallel to the load-bearing cables 1, and the connection points of the horizontal struts 2.4 and the side beam 2.1 are as close as possible to the connection points of the load-bearing cables 1 and the side beam 2.1. Preferably, the positions of the several horizontal struts 2.4 correspond to the positions of the load-bearing cables 1. Several horizontal struts 2.4 are of different lengths and the connecting line at the ends is arched. One end (end) of the horizontal strut 2.4 is provided with an arc-shaped notch to form a saddle 2.4.2 that contacts the arched cable 2.2, and the ends of the arched cable 2.2 are respectively fixed to the two ends of the side beam 2.1; the other end of the horizontal strut 2.4 is welded to the middle of the horizontal strut base plate 2.4.1 with a fan-shaped notch on the top, and is connected to the welding plate on the side of the side beam 2.1 by bolts; the fan-shaped notch of the horizontal strut base plate 2.4.1 is used for the load-bearing cable 1 to pass through.

[0038] Both ends of the arch cable 2.2 are anchored to the side beam 2.1, and prestress is applied to the arch cable 2.2, so that most of the horizontal tension Fh is transmitted to the arch cable 2.2 through the horizontal strut 2.4, and only a small part of the horizontal tension Fh is distributed to the side beam 2.1. The side beam 2.1 mainly bears compression, and the bending moment on the beam body is small. All the members in the horizontal strut arch structure bear tension, forming an integral tension structure, which can maximize the performance of materials and save the steel consumption of the structure.

[0039] The side beam 2.1, the arch rod 2.3, and the vertical strut 2.5 form a vertical strut arch structure. The upward or downward force Fv1 in the vertical direction is borne by the vertical strut arch structure and transmitted to the ground by the side columns 5 supported at both ends of the side beam 2.1. Specifically, the bottom of the side beam 2.1 is fixedly connected to several vertical struts 2.5. The positions of the several vertical struts 2.5 correspond to the positions of the horizontal strut 2.4, and the vertical struts 2.5 are perpendicular to the horizontal strut 2.4. The lengths of the several vertical struts 2.5 are different, and the connecting line of the ends is arched. The welding ear plates 2.5.2 at the ends of the vertical struts 2.5 are rotatably connected to the rod body of the arch rod 2.3 through pin shafts. The ends of the arch rod 2.3 are respectively fixedly connected to both ends of the side beam 2.1. In a specific implementation, the bearing points of the connection points of the side beam 2.1 with the inclined tie rod 3, the side column 5, the arch rod 2.3, and the arch cable 2.2 are set at one place to facilitate the force transmission. The other end of the vertical strut 2.5 is welded with a vertical strut bottom plate 2.5.1 and connected to the welding plate at the bottom of the side beam 2.1 through bolts. The arch rod 2.3 is assembled into a continuous arched structure by flange joints of multiple prefabricated arc-shaped beams, with modular design, which is convenient for transportation and on-site assembly. The vertical strut bottom plate 2.5.1 and the horizontal strut bottom plate 2.4.1 can be a Z-shaped folded surface structure. The flat part of the horizontal strut bottom plate 2.4.1 is vertically butted with the welding plate on the side of the side beam 2.1, and the flat part of the vertical strut bottom plate 2.5.1 is horizontally butted with the welding plate at the bottom of the side beam 2.1, that is, the flat part of the horizontal strut bottom plate 2.4.1 and the flat part of the vertical strut bottom plate 2.5.1 are perpendicular to each other. The inclined parts of the horizontal strut bottom plate 2.4.1 and the inclined parts of the vertical strut bottom plate 2.5.1 are fitted and butted with each other and fixed with fasteners.

[0040] The downward force Fv1 borne by the vertical strut arch structure under its own weight and the downward wind load is compressed by the vertical struts 2.5 and transmitted to the arch rod 2.3 in tension, so that only a small part of the downward force Fv1 is distributed to the side beam 2.1, and the bending moment on the beam body is small. The upward force Fv1 borne by the structure under the action of the upward wind load is tensioned by the vertical struts 2.5 and transmitted to the arch rod 2.3 in compression, so that only a small part of the upward force Fv1 is distributed to the side beam 2.1, and the bending moment on the beam body is small. All the members in the vertical strut arch structure bear compression, forming an integral tension structure, which can maximize the performance of materials and save the steel consumption of the structure.

[0041] Furthermore, the horizontal and vertical strut arch structures are connected by tie rods 2.6. Tie rods 2.6 are pinned to the ends of vertical struts 2.5 and horizontal struts 2.4, respectively, forming a triangular stabilization system that enhances structural stability. Together, tie rods 2.6, the horizontal and vertical strut arch structures form a double-tie arch side beam structure 2. This double-tie arch side beam structure 2 allows for a single horizontal span across narrow plots of land. The space beneath the slab is free of foundations and column support, preserving its usability.

[0042] The lengths of the horizontal braces 2.4 and the vertical braces 2.5 in the double-arch structure edge beam 2 are controlled by the arch equation, which is as follows:

[0043]

[0044] Where: y is the arch height of the arch line, that is, the length of the horizontal support 2.4 or the length of the vertical support 2.5; h is the arch height at the arch top position of the arch line; l is the arch span, that is, the distance between the two arch feet; x is the distance from the horizontal support 2.4 or the vertical support 2.5 to the arch foot.

[0045] The load-bearing cable 1 is supported by the single arch center beam structure 4 between the two sets of double arch side beam structures 2 in the longitudinal span, and the load-bearing cable 1 conflicts with the single arch center beam structure 4 along the length direction. Figure 4 As shown, the single-arch center beam structure 4 comprises a center beam 4.1, center beam vertical braces 4.2, and center beam arch bars 4.3. Their connection relationship and force-bearing principle are consistent with those of the side beams 2.1, arch bars 2.3, and vertical braces 2.5. That is, the center beam 4.1, center beam vertical braces 4.2, and center beam arch bars 4.3 also form a vertical brace arch structure. Center beam 4.1 is parallel to the side beams 2.1. The bottom of center beam 4.1 is fixedly connected to several center beam vertical braces 4.2. The positions of the several center beam vertical braces 4.2 preferably correspond to the abutment points of the load-bearing cables 1 and center beam 4.1. The center beam vertical braces 4.2 are perpendicular to center beam 4.1. Several vertical support rods 4.2 of the center beam have different lengths and the end connection line is arched. The end of the vertical support rod 4.2 of the center beam is rotatably connected to the rod body of the center beam arch rod 4.3 through a pin, and the end of the center beam arch rod 4.3 is fixed to the two ends of the center beam 4.1 respectively; the other end of the vertical support rod 4.2 of the center beam is welded to the bottom plate, and is connected to the welding plate at the bottom of the center beam 4.1 by bolts.

[0046] The horizontal tension Fh on both sides of the connection node between the load-bearing cable 1 and the single-arch center beam structure 4 is balanced, generating only a vertical upward pull or downward pressure Fv2 at the center beam 4.1 connection node. The calculation formula for Fv2 generated at the center beam 4.1 connection node is as follows.

[0047]

[0048] Where: Fv2 is the vertical pullout or downward force generated by the connection node of the center beam 4.1; when calculating the downward force, q v2 The downward pressure load on the cable caused by the weight of the load-bearing cable 1 and the loads such as wind and snow. When calculating the upward pull force, q v2 It is the upward wind load minus the upward linear load generated on the cable by the deadweight of the load-bearing cable 1; L1 is the single span of the load-bearing cable 1 on the left side of the single-corrugated arch beam structure 4; L2 is the single span of the load-bearing cable 1 on the right side of the single-corrugated arch beam structure 4.

[0049] The vertical upward pull or downward pressure Fv2 of the single-arch center beam structure 4 is borne by the vertical strut arch structure and transmitted to the earth by the center column 6 connected to the vertical strut arch structure at both ends. The downward pressure Fv2 borne by the single-arch center beam structure 4 under its own weight and downward wind load is compressed by the vertical struts 4.2 and transferred to the center beam arch bars 4.3 to bear tension. This allows the side beams 4.1 to only distribute a small portion of the downward force Fv2, resulting in a small bending moment on the beam. The upward pull Fv2 borne by the structure under upward wind load is also tensile by the center beam vertical struts 4.2 and transferred to the center beam arch bars 2.3 to bear compression. This allows the center beam 4.1 to similarly only distribute a small portion of the downward pull Fv2, resulting in a small bending moment on the beam.

[0050] In order to enhance the integrity of the load-bearing cables 1 in the multi-row structure, enhance the wind vibration stability of the single-row photovoltaic modules 13 under wind load, and dissipate the horizontal wind kinetic energy perpendicular to the cables 1, after the photovoltaic modules 13 are installed, a stabilizing component is set below the cable surface of the load-bearing cables 1, such as Figure 5 As shown, the stabilizing assembly includes an inverted V-shaped stabilizing cable 8, a V-shaped stabilizing cable 9, and a stabilizing rod 10. The inverted V-shaped stabilizing cable 8 and the V-shaped stabilizing cable 9 are both connected to the load-bearing cables 1. The stabilizing rod 10 is disposed in the longitudinal mid-span and is connected to the load-bearing cables 1, the inverted V-shaped stabilizing cable 8, and the V-shaped stabilizing cable 9. Specifically, the inverted V-shaped stabilizing cable 8 and the V-shaped stabilizing cable 9 are disposed opposite each other in the longitudinal span of a double-arch side beam structure or a single-arch center beam structure. Their open ends are respectively fixed to the side beam 2.1 or center beam 4.1 of the single span. The main bodies of the inverted V-shaped stabilizing cable 8 and the V-shaped stabilizing cable 9 are obliquely connected to each group of load-bearing cables 1 via two damping springs 11. The stabilizing rod 10 is located in the middle of the longitudinal single span and is disposed parallel to the side beam 2.1 and center beam 4.1. The stabilizing rod 10 is connected to each group of load-bearing cables 1 via angle steel connectors 12. The ends of the stabilizing rod 10 are respectively connected to the closed ends of the inverted V-shaped stabilizing cable 8 and the closed ends of the V-shaped stabilizing cable 9. The stabilizer bar 10 enhances the integrity of the multi-row structure of the load-bearing cables 1 and can transmit wind forces from different directions to the inverted V-shaped stabilizer cables 8 and the V-shaped stabilizer cables 9 for dissipation. Specifically, when the wind blows from the open end of the V-shaped stabilizer cable 9 to its closed end (e.g. Figure 6As shown, north wind), the photovoltaic module 13 pulls the damping spring 11 to extend, so that the V-shaped stabilizing cable 9 is tightened to resist the north wind and dissipate the wind kinetic energy; when the wind blows from the open end of the inverted V-shaped stabilizing cable 8 to its closed end (as shown Figure 6 As shown, south wind), the photovoltaic module 13 pulls the damping spring 11 to extend, and the inverted V-shaped stabilizing rope 8 is tightened to resist the action of the south wind and dissipate the wind kinetic energy.

[0051] When the construction site is not restricted and the geological conditions are good, the diagonal brace 3 is preferably extended outward in an X-shape on the plane and anchored diagonally downward to the ground. This can effectively bear the internal force of the arch cable 2.2 of the double-arch side beam 2, reduce the axial compressive load borne by the side beam 2.1, and further reduce the amount of structural steel.

[0052] The present invention is applicable to different regions. According to the solar altitude angle in different regions, the installation angle of the photovoltaic module 13 can be adjusted by adjusting the height difference between the two load-bearing cables 1, so that the photovoltaic module 13 can obtain the best power generation angle. The present invention can be applied to strip areas such as roads, ditches, and rivers, and a number of longitudinal continuous spans can be set according to the length of the terrain to form a photovoltaic corridor; it can also be applied to block areas such as industrial parks, fish ponds, and pastures, and a number of transverse continuous arches can be added according to the terrain and open space to form a large-area photovoltaic array with a multi-arch and multi-span structure. The internal force and span of the load-bearing cable 1 of the present invention should be determined by calculation based on the wind pressure in the use area and the type of photovoltaic module 13; the specific form and size of the ground anchor and column foundation should be calculated based on the wind pressure, site layout, span and geological parameters in the specific area. The height of the photovoltaic bracket of the present invention from the ground can be adjusted accordingly according to the use function of the space under the board, and sufficient clearance height can be reserved without affecting the land use function.

[0053] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the scope of protection of the present invention.

Claims

1. A flexible support photovoltaic corridor with a braced arch structure, characterized in that: Including load-bearing cables, double-arch side beam structure, single-arch center beam structure, inclined rods, side columns, center columns, ground anchor foundations and photovoltaic modules; Two sets of double-arch side beam structures are located at the head and tail ends respectively, and both span the width of the narrow terrain in a single span. Both ends of each set of double-arch side beam structures are supported on the ground by side columns and are fixed to the ground anchor foundation and anchored to the ground by diagonal tie rods. The load-bearing cables extend along the length of the narrow and long plot, and the two ends of the load-bearing cables are respectively connected to two groups of double-arch side beam structures, and prestress is applied to the load-bearing cables; within the span interval of the two groups of double-arch side beam structures along the length of the narrow and long plot, several groups of single-arch middle beam structures supported by central columns are set up. The single-arch middle beam structures all span the width direction of the narrow and long terrain with a single span horizontally to support the load-bearing cables; the photovoltaic modules are installed on the load-bearing cables by snaps.

2. The flexible support photovoltaic corridor with a braced arch structure according to claim 1, characterized in that: The double-tie arch side beam structure includes side beams, arch cables, arch rods, horizontal struts, vertical struts, and tie rods. The side beams are set parallel to the width of the narrow and long plot of land, and the top of the side beams is anchored to the end of the load-bearing cables. The inner side of the side beam is fixedly connected to several horizontal struts, which are parallel to the load-bearing cables. The connecting line of the ends of the horizontal struts is arched, and the ends of the horizontal struts contact the arched cables. The ends of the arched cables are respectively fixed to the two ends of the side beam, and prestress is applied to the arched cables. The side beams, arched cables and horizontal struts form a horizontal strut arch structure for bearing tension. The bottom of the side beam is fixedly connected to a number of vertical struts. The vertical struts correspond to the horizontal struts and are perpendicular to each other. The connecting line of the ends of the vertical struts is arched. The ends of the vertical struts are rotatably connected to the arch rod body. The ends of the arch rods are respectively fixed to the two ends of the side beams. The side beams, arch rods and vertical struts form a vertical strut arch structure for bearing pressure. The horizontal strut arch structure and the vertical strut arch structure are connected by tie rods to form a double-tie arch side beam structure.

3. The flexible support photovoltaic corridor with a braced arch structure according to claim 2, characterized in that: The single-arch center beam structure includes a center beam, center beam vertical struts, and center beam arch rods; the center beam is parallel to the side beams, the bottom of the center beam is fixedly connected to several center beam vertical struts, and the center beam vertical struts are perpendicular to the center beam; the connecting line of the ends of the center beam vertical struts is arched, the ends of the center beam vertical struts are rotatably connected to the center beam arch rod body, and the ends of the center beam arch rods are respectively fixedly connected to the two ends of the center beam.

4. The flexible support photovoltaic corridor with a braced arch structure according to claim 3, characterized in that: An arc-shaped notch is provided at the end of the horizontal support rod to form a saddle that contacts the arched cable; the other end of the horizontal support rod is connected to the welding plate on the side of the side beam through the horizontal support rod bottom plate through fasteners, and a fan-shaped notch is provided on the top of the horizontal support rod bottom plate for the load-bearing cable to pass through.

5. The photovoltaic corridor with a flexible support structure of a pole arch according to claim 3, characterized in that: The lengths of both the horizontal and vertical braces are governed by the arch equation, which is as follows: Where: y is the length of the horizontal brace or the length of the vertical brace, h is the arch height at the arch crown, l is the arch span, and x is the distance from the horizontal brace or the vertical brace to the arch foot.

6. The photovoltaic corridor with a flexible support structure of a pole arch according to claim 1, characterized in that: It also includes an inverted V-shaped stabilizing cable, a V-shaped stabilizing cable and a stabilizing rod arranged below the surface of the load-bearing cable; The inverted V-shaped stabilizing cable and the V-shaped stabilizing cable are arranged opposite to each other in the longitudinal single span. The open ends of the inverted V-shaped stabilizing cable and the V-shaped stabilizing cable are respectively fixedly connected to the double-arch side beam structure or the single-arch middle beam structure. The main bodies of the inverted V-shaped stabilizing cable and the V-shaped stabilizing cable are obliquely connected to the load-bearing cables through damping springs. The stabilizer bar is parallel to the side beam and is set in the middle of the longitudinal single span. The stabilizer bar body is connected to the load-bearing cable, and the two ends of the stabilizer bar are respectively connected to the closed end of the inverted V-shaped stabilizer cable and the closed end of the V-shaped stabilizer cable.

7. The photovoltaic corridor with a flexible support structure of a braced arch structure according to any one of claims 3 to 5, characterized in that: The positions of the connection points between the horizontal braces and the side beams correspond to the positions of the connection points between the load-bearing cables and the side beams; The position of the connection point between the vertical support rod of the center beam and the center beam corresponds to the position of the abutment point between the load-bearing cable and the side beam.

8. The photovoltaic corridor with a flexible support structure of a brace arch according to any one of claims 1 to 6, characterized in that: The diagonal brace is anchored to the ground in an eight-shaped manner and tilted downward.

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