An equal-span flexible photovoltaic support optimal span calculation method

Abstract

The application discloses a kind of equal-span flexible photovoltaic support optimal span calculation method, the span of entire equal-span flexible photovoltaic support system is used as design object to carry out analysis in the application method, the number of different installation components of each span is calculated to obtain the span of different flexible support structures, under the premise condition that deformation, strength, foundation bearing capacity and arrangement capacity design requirements are met in each load working condition, optimization algorithm is used, with the minimum total single tile cost of flexible support and foundation as optimization target, to determine the optimal span of flexible photovoltaic support structure, it is suitable for the value of equal-span flexible photovoltaic support structure design span.The application has the advantages of improving the efficiency and accuracy of flexible photovoltaic support structure span value, under the premise of meeting the design requirements, by optimizing the flexible photovoltaic support span value, the overall single tile cost of flexible support and its foundation is reduced.

Description

Technical Field

[0001] This invention relates to the field of solar energy application technology, specifically to a method for calculating the optimal span of a flexible photovoltaic support structure with equal spans. Background Technology

[0002] Traditional fixed photovoltaic (PV) systems are mostly built in large, flat areas such as deserts, Gobi, and plains. However, with the tightening of land policies and the continuous development of PV power plants in recent years, high-quality land resources are becoming increasingly scarce, making their limitations in land use more and more apparent. Flexible PV systems, on the other hand, are large-span structures composed of prestressed cable systems. They can adapt to complex scenarios such as steep slopes, gullies, and fishponds, offering advantages such as small footprint and strong site adaptability, making them a powerful tool for addressing the current shortage of land resources.

[0003] Compared to traditional fixed supports, the biggest advantage of flexible photovoltaic (PV) support structures is their large span, which is a key parameter affecting their economy and safety. If the span is too small, the entire structural system will require too many foundations, increasing the land area and significantly raising foundation costs, thus failing to realize the advantages of flexible PV supports. Conversely, if the span is too large, the wind resistance of the structural system will weaken, and the stress on the end supports under extreme conditions will increase significantly, raising the costs of the related end support foundations. However, currently there is no design optimization method for the span of flexible PV support structures, and the selection of the span in engineering projects is highly subjective. Although it may meet design safety requirements, it does not achieve optimal overall (support and foundation) economy and land utilization. Therefore, how to accurately and efficiently design the span of flexible PV supports and further reduce the overall cost of current flexible PV support systems is a critical engineering and technical problem that urgently needs to be solved. Summary of the Invention

[0004] To address the aforementioned engineering challenges, this invention proposes a method for calculating the optimal span of a flexible photovoltaic support structure. Under the premise of meeting the design requirements for deformation, strength, foundation bearing capacity, and layout capacity under various load conditions, this invention uses a particle swarm optimization algorithm with the goal of minimizing the total cost of the flexible support and foundation to determine the optimal span of the flexible photovoltaic support structure, thereby reducing the overall cost of the support and foundation.

[0005] To achieve the above objectives, the technical solution of this invention is as follows: A method for calculating the optimal span of a flexible photovoltaic support system with equal spans includes the following steps: Step 1: Calculate the different spans of the flexible support structure based on the number n of different installation components per span. ; Input the boundary conditions required to build the scaffold model, and calculate the span set of the flexible scaffold structure with different numbers of components n. It can be calculated using the following formula:

[0006] in: For the span of flexible photovoltaic support, it is necessary to meet the following requirements. , To meet the minimum span requirements of the project's functional requirements, The maximum span that the flexible support can meet the requirements for wind resistance and stability; This refers to the number of components per span. The width of the component; The gap between adjacent components; This refers to the gap between the span edge components. Determined by the functional requirements of the project, it should reflect the advantages of flexible supports with large spans, and in engineering, it is generally required to be no less than 25m. Determined by wind tunnel testing, i.e., the wind resistance stability limit. Spacing between span edge components. Due to the influence of steel beam dimensions, pile diameter, and end structure, the commonly used value in engineering is 200~250mm.

[0007] Step 2: Based on different spans Establish a three-dimensional finite element model of the flexible photovoltaic support structure; In step 2, different spans are established based on the boundary conditions input in step 1. Finite element model of flexible support structure; Step 3: Determine the different spans Initial pretension of flexible support structure ; The initial pretension of different cables of the flexible support is set in the calculation model. .

[0008] Initial pretension is a general term representing the physical quantity of initial preload in a cable. For n photovoltaic modules, the span is... The corresponding initial pretension is Specific expressions for different spans.

[0009] Step 4: At different spans The three-dimensional finite element model is input into the external load and deformation stress control standard of the entire flexible support structure system, and the deformation and stress of the structure system under each working condition are calculated to determine whether they meet the requirements. The input external loads include wind load, snow load, temperature load, etc. If the deformation and stress requirements cannot be met, proceed to step 3 to adjust the dimensions of each component, cable specifications, or pretension. Repeat this process until the deformation and stress meet the design requirements.

[0010] Step 5: Calculate and output different spans using the constructed finite element model. Flexible support foundation design reaction force This forms the set of most unfavorable reaction forces in the ultimate state for flexible photovoltaic support structures of different spans and different foundation types. .

[0011] Step 6: Input the boundary conditions required for the design calculation of the flexible support foundation, including the foundation embedment depth, geological survey data, etc., and verify whether the foundation can meet the requirements of bearing capacity, stability and strength by increasing the pile length and reinforcement.

[0012] If the bearing capacity and strength requirements cannot be met by increasing the pile length and reinforcement, proceed to step 2 to adjust the foundation diameter or type; repeat this process until the bearing capacity and strength meet the design requirements.

[0013] Step 7: Output different spans Flexible photovoltaic support foundation pile length and pile diameter Key parameters, including: pile length Pile diameter .

[0014] Step 8: Utilize a layout algorithm within the photovoltaic field area to determine different spans. Flexible support schemes were arranged to obtain the layout capacity for different spans. Total cost of flexible support and foundation and cost per watt This forms a set of multiple solutions: Among them, the layout capacity ; Total cost ; ; Cost per watt ; ; In the formula, , , This refers to the layout capacity corresponding to different span schemes, i.e., the total installed capacity that can be installed in the photovoltaic field area; The total cost of the flexible support and foundation under the nth span scheme; The foundation pile length corresponding to the nth span scheme includes the pile length parameters of the center pile, end pile, and anchor pile; The foundation diameter corresponding to the nth span scheme covers the most unfavorable reaction forces of the center pile, end pile, and anchor pile under the ultimate bearing capacity state and the serviceability limit state; Let $\frac{ ... Cost of the stent portion; Costs related to the basic components.

[0015] Step 9: Utilize optimization algorithms to construct the layout capacity Under the premise of meeting the requirements, the cost per watt Determine the optimal span for the minimum target. Flexible support solution.

[0016] The specific optimization model is as follows: Parameter variables:

[0017] Constraint functions:

[0018] Optimization equation:

[0019] In the formula, This refers to the minimum capacity requirement for the project.

[0020] Furthermore, in step 1 The requirements of the engineering project are generally determined to reflect the advantages of flexible supports. The specific type of the flexible support structure was determined through wind tunnel testing, and the value was taken within the range of (40, 60], with the unit being m; Values ​​are taken within the range [20, 40], and the unit is mm; The value is mainly affected by the dimensions of the steel beams and piles, and is taken within the range of [150, 400], with the unit being mm.

[0021] Furthermore, the boundary conditions upon which the modeling in step 2 is based mainly include component parameters, component tilt angle, component spacing, ground clearance, and foundation type. Component parameters include information such as component size, weight, and capacity of a single component; component tilt angle is within the range of [0, 20°]; ground clearance is determined based on the project's usage conditions or in conjunction with flood control levels, and is within the range of [2, 10], with units in meters; foundation types include pile foundations, pile cap foundations, and expanded borehole anchor cable foundations.

[0022] Furthermore, in step 3, the pretension of each cable of the flexible support can be set to a different value. , The breaking force corresponding to the cable body.

[0023] Furthermore, the wind load, snow load, temperature load, etc. input in step 4 are all taken as 25-year return period loads, and the influence of load combination conditions is considered.

[0024] Furthermore, the foundation reaction forces output in step 5 are divided into three types: center pile, end pile, and anchor pile, and two states: ultimate limit state and serviceability limit state. Each state and each foundation type includes forces and moments with six degrees of freedom. The matrix is ​​6×6, where the six rows correspond to the six degrees of freedom: horizontal force X, horizontal force Y, vertical force Z, bending moment about X, bending moment about Y, and bending moment about Z. The six columns represent the two most unfavorable ultimate load conditions for three different foundation types. The matrix elements are the reaction force or bending moment values ​​for the corresponding degrees of freedom under the most unfavorable ultimate load condition for the corresponding foundation type. This 6×6 foundation reaction matrix serves as the input load, used to determine the triaxial forces and triaxial bending moments of the center piles, end piles, and anchor piles under the two ultimate load conditions. It is the basis for verifying the bearing capacity, stability, and strength of the pile foundation, and for determining the pile length and diameter.

[0025] Furthermore, the bearing capacity in step 6 includes horizontal bearing capacity, tensile bearing capacity, and vertical bearing capacity; stability includes pile stability calculation; and strength requirements mainly include foundation reinforcement calculation.

[0026] Furthermore, the foundation type in step 6 can be precast pipe piles, cast-in-place piles, pile cap foundations, expanded hole anchors, etc., and the diameter of the precast pipe piles can be 300, 400, 500, 600, 700, 800, etc., in mm.

[0027] Furthermore, the length of the foundation piles in step 7... and pile diameter The vector dimensions are consistent with and correspond one-to-one with the basic categories, namely, the middle pile, the end pile, and the anchor pile.

[0028] Furthermore, the layout capacity of different span schemes in step 8. The layout algorithm is applied based on the provided red line range and the corresponding flexible support span. This allows for the filtering of elements that intersect with road paths during the layout process, as well as the elimination of restrictive factors such as unusable areas.

[0029] Furthermore, the arrangement algorithm described in step 8 can adopt a north-south aligned arrangement algorithm. This algorithm divides the arrangement area into a uniform grid, with the center of the span of the flexible photovoltaic support located at the center of the grid, thereby ensuring that the middle piles and end piles of the flexible support are aligned in both row and column directions.

[0030] Furthermore, in step 9, the optimization algorithm can employ the Particle Swarm Optimization (PSO) algorithm, with the lowest cost per watt as the optimization objective and a minimum capacity requirement. The decision is to be made by the construction company.

[0031] The beneficial effects of this invention are as follows: The method of this invention calculates different spans of the flexible support structure based on the number of different installation components per span. Under the premise of meeting the design requirements for deformation, strength, foundation bearing capacity, and layout capacity under various load conditions, the optimal span of the flexible photovoltaic support structure is determined by minimizing the total cost per watt of the flexible support and foundation. This method is applicable to the selection of span values ​​for equal-span flexible photovoltaic support structures. This invention has the advantages of improving the efficiency and accuracy of span selection for flexible photovoltaic support structures. Under the premise of meeting design requirements such as deformation, strength, foundation bearing capacity, and layout capacity, it reduces the overall cost per watt of the support and foundation by optimizing the span value of the flexible photovoltaic support. Attached Figure Description

[0032] Figure 1 A flowchart illustrating the specific method for calculating the optimal span of flexible photovoltaic supports.

[0033] Figure 2 This is a schematic diagram for calculating the span of a flexible photovoltaic support structure.

[0034] Figure 3 A finite element model was calculated for the flexible photovoltaic support structure.

[0035] Figure 4 This is a schematic diagram of a typical span arrangement for a flexible photovoltaic support structure. Detailed Implementation

[0036] The method of the present invention will be further described below with reference to the accompanying drawings.

[0037] Example: A photovoltaic flexible support project plans to use monocrystalline bifacial double-glass 590Wp photovoltaic modules with dimensions of 2278×1134×30mm. The lowest point of the photovoltaic module is 7m above the mud surface. The minimum span requirement for the flexible photovoltaic support is ≥25m. The design process for the span using the optimal span calculation method proposed in this invention is as follows: Figure 1 As shown, the process includes the following steps: Step 1: Input the boundary conditions required to build the support model. The boundary conditions include component parameters, component tilt angle, component spacing, ground clearance, foundation type, load, geological survey data, etc. Component parameters include component size, weight, power, etc. The component tilt angle range can be selected from 0 to 20° in this embodiment of the invention. The ground clearance range is set from 2 to 10m. The foundation type is such as pile foundation, pile cap, expanded hole anchor cable, etc. The load includes wind load, snow load, temperature load, etc. The geological survey data includes soil quality, bearing capacity, etc.

[0038] Calculate the different spans of the flexible support structure based on the number n of different installation components per span. like Figure 2 As shown, the gap between adjacent components Take 20mm as the gap between the span edge components. Take 250mm, Calculate using the following formula: And must meet The set of flexible support spans is obtained as follows:

[0039]

[0040] , unit m.

[0041] Step 2: Based on the boundary conditions input in Step 1, establish a multi-span finite element model of the flexible support structure with different spans. The established model is as follows: Figure 3 As shown, the component inclination angle is 12°, and the structural system adopts a precast pile foundation. The finite element model in this invention is a three-dimensional model of the cable structure combined with the pile foundation and load combination, established using ANSYS / SAP2000 / Midas, etc.

[0042] In step 3, the numerical values ​​are determined first, and then the model is assigned values: In this invention, determining the initial pretension of flexible support structures with different spans is to calculate and determine the initial pretension force that should be applied to each cable before the structure is installed and subjected to force for different span schemes. Setting the initial pretension of each cable of the flexible support in the calculation model is to input the above-determined pretension force values ​​into the finite element model as initial conditions to apply, so that the cable is in a reasonable tension state, providing the correct initial state for subsequent load analysis. In step 3, the numerical values ​​are determined first, and then the model is assigned values.

[0043] Determine different spans Initial pretension of flexible support structure ,in, The initial pretension of the 21.6mm diameter steel strand is taken as follows: , The initial pretension of the 18.9mm diameter steel strand is taken as follows: , The initial pretension of the 17.8mm diameter steel strand is taken as follows: , The initial pretension of the 15.7mm diameter steel strand is taken as follows: , The initial pretension of the 15.2mm diameter steel strand is taken as follows: , The initial pretension of the 12.7mm diameter steel strand is taken as follows: , The initial pretension of the stay cables is calculated based on the principle of equilibrium of the pile top force. The breaking force corresponding to the cable body.

[0044] Step 4: Input the external loads and deformation stress standards required for the entire flexible support structure calculation, where the basic wind pressure for a 25-year return period is 0.33 kN / m. 2 The basic snow load for a 25-year return period is 0.47 kN / m². 2 The maximum temperature difference load is taken as 20℃; the allowable value for deformation control under self-weight condition is taken as... The allowable value for deformation control under normal use extreme conditions is taken as follows: The maximum allowable cable force for each cable body is ; ,in Take 0.6. Calculate whether the deformation and stress of the calculation model for different spans under various working conditions meet the requirements. If not, jump to step 3 to adjust the dimensions of each component, cable specifications, or pretension. The cable pretension is adjusted by 0.1kN each iteration. Commonly used cable diameter specifications for flexible photovoltaic supports are 12.7, 15.2, 15.7, 17.8, 18.9, 21.6, etc., in mm. Repeat this process until the deformation and stress meet the design requirements. Deformation and stress calculations are common techniques in the field of finite element analysis of flexible photovoltaic support structures, and will not be elaborated here.

[0045] Step 5: Calculation of foundation design reaction forces involves applying loads to the established three-dimensional finite element model of the flexible support, completing the structural mechanics analysis, and then outputting the foundation design reaction forces by the finite element software. Input the external loads required for the calculation of the flexible support foundation, where the basic wind pressure for a 50-year return period is 0.40 kN / m. 2 The basic snow load for a 50-year event is 0.55 kN / m². 2 The constructed finite element model is used to calculate and output different spans. Flexible support foundation design reaction force This forms the most unfavorable set of reaction forces for the foundation of flexible photovoltaic support structures with different spans, such as span. When m, the set of most unfavorable reaction forces output is:

[0046] Step 6: Verify whether the foundation can meet the requirements for bearing capacity, stability and strength by increasing the pile length and reinforcement.

[0047] In step 5, the most unfavorable forces, including force and bending moment, with six degrees of freedom, were calculated using a finite element model for the central pile, end piles, and anchor piles under various load conditions in two ultimate states. This yields the foundation reaction force. In this invention, the foundation reaction force is considered the external force that the foundation must withstand. Using the foundation reaction force given in step 5 as the design load, and combining it with geological survey data, pile diameter, and embedment depth, the system verifies whether the pile foundation can resist the external force and meet the requirements for bearing capacity, stability, and strength. The specific values ​​for bearing capacity, stability, and strength are design values ​​or allowable values ​​determined in the field of pile foundation design based on specifications and project geological survey data.

[0048] After completing the finite element calculation of the structure in step 5 and obtaining the foundation reaction force, the conventional methods of pile foundation design are used to verify the vertical bearing capacity, horizontal bearing capacity, tensile bearing capacity, pile stability and pile strength of the central pile, end pile and anchor pile respectively. During the verification, it is permissible to improve the foundation performance by increasing the pile length and adding reinforcement. If it is still not satisfactory, return to step 2 to modify the foundation diameter or foundation type, remodel and recalculate until the foundation fully meets the design requirements.

[0049] Input the foundation diameter, embedment depth, and geological survey data required for the design calculation of the flexible support foundation. This project adopts precast pipe pile foundation. The initial plan is to use 400mm diameter pipe piles for the center piles, 400mm diameter pipe piles for the end piles, and 500mm diameter pipe piles for the anchor piles. Verify whether the bearing capacity, stability, and strength requirements of foundations with different spans can be met by increasing the pile length and reinforcement. If the bearing capacity and strength requirements cannot be met by increasing the pile length and reinforcement, skip to step 2 to adjust the foundation diameter or type. Repeat this process until the bearing capacity and strength meet the design requirements.

[0050] Step 7: Output the foundation pile lengths of flexible photovoltaic support schemes for different spans in the order of center pile, end pile, and anchor pile. and pile diameter Key parameters, such as span When m, the output pile length Pile diameter The unit is meters (m).

[0051] Step 7 is to output the final determined pile length after all the foundation calculations in Step 6 have passed, following the order of center pile → end pile → anchor pile. Pile diameter This serves as the basic design parameter for the span scheme. In step 6, the pile diameter is initially determined. If the verification in step 6 fails to meet the requirements by increasing the pile length or reinforcement, the process returns to step 2 to modify the pile diameter, remodeling and calculating until the requirements are met. This refers to the final pile diameter that meets the requirements of bearing capacity, stability, and strength after iteration. (Pile diameter) The initial value is determined through iterative adjustments; if it does not meet the requirements, the pile diameter or foundation type is modified. Pile length... After determining the pile diameter, calculations are performed by gradually increasing the pile length until the requirements for vertical / horizontal / tension bearing capacity, pile stability, and strength are met. Gradually increase the pile length until the requirements for vertical bearing capacity, horizontal bearing capacity, tensile bearing capacity, pile stability, pile strength, and reinforcement are met. Generally, the minimum pile length that meets the requirements is taken.

[0052] Step 8: As Figure 4As shown, different flexible support schemes with different spans are arranged using different layout algorithms within the photovoltaic field area.

[0053] Within the project's construction land boundary, based on the different span values ​​determined in step 1, the photovoltaic field's conventional layout method is used to arrange the supports. Support locations that conflict with roads or unusable areas are automatically excluded. Finally, the total installed capacity that can be installed under this span scheme is calculated. This includes using a north-south aligned layout algorithm, arranging the supports according to the site boundary, filtering roads and unusable areas, and ensuring the alignment of pile rows and columns to obtain the layout capacity for different span schemes. Total cost of flexible support and foundation and cost per watt This forms a set of multiple solutions: Among them, the layout capacity ; Total cost ; ; Cost per watt ; ; In the formula, For the cost of the stent, The cost is for the basic components. The cost of the support structure is calculated based on the quantity of cables, steel beams, connectors, components, etc., combined with the market unit price; the cost of the foundation is calculated based on the pile length, pile diameter, number of piles, reinforcement, and construction costs.

[0054] Such as span At m, the layout capacity of the photovoltaic field The total cost of flexible support and foundation is (Ten thousand yuan), cost per watt .

[0055] Step 9: Employ the Particle Swarm Optimization (PSO) algorithm at a cost per watt. Fitness values ​​are built upon layout capacity Under the premise of meeting the requirements, the cost per watt Determine the optimal span for the minimum target. Flexible support solution.

[0056] The specific optimization model is as follows: Parameter variables:

[0057] Constraint functions:

[0058] Optimization equation:

[0059] In the formula, The minimum capacity requirement for this project is 24MWp.

[0060] After several iterations of optimization, i.e., iteratively updating the span, the optimal span of the final output flexible support structure scheme is: m.

[0061] The foregoing has shown and described the basic principles and main structural features of the present invention. The present invention is not limited to the above examples; various changes and modifications can be made without departing from the spirit and scope of the invention, and all such changes and modifications fall within the scope of the claimed invention. The scope of protection of the present invention is defined by the appended claims and their equivalents.

Claims

1. An equal-span flexible photovoltaic support optimal span calculation method, characterized in that, Includes the following steps: Step 1: input the boundary conditions required to establish the scaffold model, calculate the set of flexible scaffold structure spans through different component quantities n ; Step 2: based on the span set With the corresponding boundary conditions, the three-dimensional finite element model of the flexible photovoltaic support corresponding to each span is established. Step 3: For each finite element model established in Step 2, set the initial pretension of the cable body for the corresponding span. This provides the initial tension state for structural stress analysis; Step 4: Input external loads into each finite element model for which pretension settings were completed in Step 3, calculate the structural deformation and stress under each working condition. If the design requirements are not met, return to Step 3 to adjust the pretension, component size or cable specifications until the requirements are met. Step 5: Using the finite element model that satisfies the deformation and stress requirements in Step 4, calculate and output the foundation design reaction forces of the middle piles, end piles, and anchor piles under the corresponding span, forming the set of the most unfavorable foundation reaction forces for each span. Step 6: Based on the most unfavorable reaction force of the foundation obtained in Step 5, verify the bearing capacity, stability and strength of the foundation. If the requirements are not met, return to Step 2 to adjust the foundation diameter or form, remodel and calculate until the requirements are met. Step 7: After the foundation verification in Step 6 is qualified, output the set of foundation pile length and pile diameter parameters corresponding to each span; Step 8: Based on the span set from Step 1 and the basic parameters from Step 7, arrange the supports to obtain the arrangement capacity, total cost of supports and foundations, and cost per watt for each span scheme, forming a multi-scheme comparison set; Step 9: With the constraint that the layout capacity meets the minimum capacity requirement and the optimization objective of minimizing the cost per watt, an optimization algorithm is used to determine the optimal span from a set of multiple schemes.

2. The method for calculating the optimal span of a flexible photovoltaic support with equal spans according to claim 1, characterized in that: The span set Represented as: ， Among them, flexible support structures of different spans The following formula can be used for calculation: ； in: For the span of flexible photovoltaic support, it is necessary to meet the following requirements. , To meet the minimum span requirements of the project's functional requirements, The maximum span that the flexible support can meet the requirements for wind resistance and stability; This refers to the number of components per span. The width of the component; The gap between adjacent components; For the gap between the span edge components.

3. The method according to claim 1, characterized in that, The boundary conditions mentioned in step 2 include component parameters, component tilt angle, ground clearance, and foundation type; the component tilt angle is 0°~20°, and the ground clearance is 2m~10m.

4. The method for calculating the optimal span of a flexible photovoltaic support with equal spans according to claim 1, characterized in that: In step 5, the foundation design reaction force is divided into ultimate limit state and serviceability limit state. Each foundation type contains forces and moments with six degrees of freedom, output as a 6×6 matrix. The 6 rows correspond to horizontal force X, horizontal force Y, vertical force Z, bending moment about X, bending moment about Y, and bending moment about Z. The 6 columns represent the most unfavorable load conditions for the two ultimate limit states corresponding to the three different foundation types. The matrix elements are the reaction force values ​​of the corresponding degrees of freedom under the most unfavorable load conditions of the ultimate limit state of the corresponding foundation type.

5. The method for calculating the optimal span of a flexible photovoltaic support with equal spans according to claim 1, characterized in that: The bearing capacity in step 6 includes vertical bearing capacity, horizontal bearing capacity, and tensile bearing capacity. If the requirements are met by adjusting the pile length and reinforcement, and still not met, return to step 2 to adjust the foundation diameter or form.

6. The method for calculating the optimal span of a flexible photovoltaic support with equal spans according to claim 1, characterized in that: The capacity arrangement in step 8 ; Total cost ; ; Cost per watt ; ; In the formula, , , The layout capacity corresponding to different span schemes; The total cost of the flexible support and foundation under the nth span scheme; Let be the foundation pile length corresponding to the nth span scheme; This is the base diameter corresponding to the nth span scheme; Let $\frac{ ... Cost of the stent portion; Costs related to the basic components.

7. The method for calculating the optimal span of a flexible photovoltaic support with equal spans according to claim 1, characterized in that: The optimization algorithm in step 9 is the particle swarm optimization algorithm, which has a certain layout capacity. Under the premise of meeting the requirements, the cost per watt Determine the optimal span for the minimum target. Flexible support solution The specific optimization model is as follows: Parameter variables: ; Constraint functions: ; Optimization equation: ; In the formula, This is the minimum capacity requirement.

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