Photovoltaic fixed support and flexible support collaborative arrangement method and system

Abstract

The application discloses a photovoltaic fixed support and flexible support collaborative arrangement method and system, comprising: using a terrain crossing model, based on three-dimensional terrain profile data and support material mechanical properties, determining the flexible support crossing area and the fixed support arrangement area; based on three-dimensional terrain profile data, positioning the anchor point, determining the anchor point position of the flexible support; based on the soil bearing property and the support stress state, optimizing the foundation burial depth, obtaining the minimum foundation burial depth at the anchor point position and the foundation burial depth of the fixed support arrangement area, and realizing collaborative arrangement. In the application, based on the terrain crossing model, the three-dimensional terrain profile, the support material mechanical properties and the soil bearing parameters are fused to realize the structure feasibility discrimination of the flexible crossing area, the terrain constraint positioning of the anchor point and the stress-rock coupling optimization of the foundation burial depth, so that the structural safety and economic rationality of the support system under the complex terrain are ensured while the ecological environment is ensured.

Description

Technical Field

[0001] This invention belongs to the field of photovoltaic power generation technology, and in particular to a method and system for the coordinated arrangement of photovoltaic fixed supports and flexible supports. Background Technology

[0002] As photovoltaic (PV) power generation projects rapidly expand into non-flat areas such as mountains, hills, and ravines, these complex terrains, characterized by abrupt changes in elevation, varying slopes, and localized steepness, pose significant challenges to the deployment of PV support systems. Ensuring structural safety while efficiently adapting to undulating terrain has become a crucial aspect of cost reduction and efficiency improvement for mountainous PV power plants.

[0003] Currently, two main conventional support system layout strategies are used in photovoltaic projects with complex terrain. First, rigid fixed supports are widely used, where large-scale earthwork excavation or filling transforms the original terrain into continuous terraces or gentle slopes, and supports are then installed at standard intervals. Second, fully flexible supports (such as cable suspension systems) are used locally in gully or cliff areas to cross uneven elevation differences, while fixed supports are still used in other areas. These approaches typically rely on manual experience to delineate areas and set foundation depths based on a uniform safety factor, lacking systematic modeling of the multi-field coupling relationships between terrain, structure, and soil.

[0004] However, the first approach requires extensive slope cutting or backfilling in areas with significant elevation differences, which not only significantly increases civil engineering costs and construction period, but also easily leads to ecological risks such as slope instability and soil erosion. Although the second approach can reduce earthwork, the deployment of flexible supports is often based solely on visual elevation differences, resulting in excessive deflection or dynamic instability in some crossing sections during operation.

[0005] It is evident that traditional support layout strategies in complex terrain cannot simultaneously ensure the safety of the structure and the ecological environment. Summary of the Invention

[0006] This invention provides a method and system for the coordinated arrangement of photovoltaic fixed supports and flexible supports to solve existing problems.

[0007] To achieve the above objectives, the present invention adopts the following technical solution: A method for coordinating fixed and flexible photovoltaic supports includes: Acquire three-dimensional topographic profile data, soil bearing capacity properties, mechanical properties of support materials, and stress state of the support in the target area; Based on three-dimensional terrain profile data and the mechanical properties of the support material, the terrain crossing model is used to identify the flexible crossing of the target area and determine the flexible support crossing area and the fixed support arrangement area of ​​the photovoltaic module. Based on three-dimensional terrain profile data, the anchorage points of the flexible support are located in the spanning area using a terrain crossing model, thus determining the anchorage points of the flexible support. Based on the soil bearing capacity and the stress state of the support, the foundation depth is optimized using the terrain crossing model to obtain the minimum foundation depth at the anchor point and the foundation depth in the area where the fixed support is arranged. Based on the anchorage locations and minimum foundation depth of the flexible support spanning the area, and the foundation depth of the fixed support layout area, fixed and flexible supports for photovoltaic modules are deployed to achieve coordinated layout.

[0008] A further improvement of this invention lies in that, based on three-dimensional terrain profile data and the mechanical properties of the support material, a terrain crossing model is used to identify flexible crossings in the target area, determining the flexible support crossing area and the fixed support arrangement area for the photovoltaic module, including: Using a terrain crossing model, in three-dimensional terrain profile data, continuous intervals with elevation differences greater than a set elevation difference threshold and excluding lengths not less than a set length threshold and slopes not exceeding a set slope threshold are identified as several elevation change segments. Using a terrain-crossing model, based on the mechanical properties of the support material and combined with the feasible span constraints of the flexible support structure, the upper limit of the flexible feasible span of the flexible support is calculated; the feasible span constraints of the flexible support structure include sag control constraints, buckling stability constraints and wind-induced vibration constraints. Based on each elevation change segment, if the length of the elevation change segment does not exceed the upper limit of the flexible feasible span, then the elevation change segment is determined as the area crossed by the flexible stent. The areas outside the flexible support spanning the target area are designated as the fixed support arrangement area.

[0009] A further improvement of this invention lies in that, based on three-dimensional terrain profile data, an anchorage point is located in the flexible support spanning area using a terrain crossing model, thereby determining the anchorage point position of the flexible support, including: Based on three-dimensional terrain profile data, using a terrain crossing model, and taking the two ends of the flexible support crossing area as a reference, a stable ground location with a slope not exceeding a set slope threshold is searched. Based on the stable ground location, determine a fixed position on both sides of the area crossed by the flexible support.

[0010] A further improvement of this invention lies in optimizing the foundation depth using a terrain-crossing model based on soil bearing capacity and support stress state, thereby obtaining the minimum foundation depth at the anchorage point and the foundation depth in the area where the fixed support is arranged, including: For the anchorage location, based on the vertical pull-out force and horizontal tension force at the end of the flexible support in the stress state of the support, combined with the soil bearing capacity and the preset pull-out safety factor constraint, the minimum burial depth of the foundation is calculated using the limit equilibrium method in the terrain crossing model. For areas with fixed supports, the foundation depth is calculated using a terrain crossing model based on the overturning moment and vertical pressure generated by the wind load on the supports under stress conditions, combined with soil bearing properties and preset overturning safety factor constraints and foundation bearing capacity constraints. Among them, soil bearing properties include soil cohesion, internal friction angle and unit weight.

[0011] A further improvement of this invention is that the terrain crossing model satisfies the following formula:

[0012] Where TSM represents the terrain crossing model, This is three-dimensional terrain profile data. The mechanical properties of the scaffold material. Let q be the soil bearing capacity parameter, and q be the equivalent uniform line load. For buffer distance, To preset the pull-out safety factor, To preset the anti-overturning safety factor, For foundation bearing capacity, , The anchorage points on both sides of the flexible span segment k are shown. Let K be the minimum foundation embedment depth at the anchorage point of the flexible span segment k. The foundation depth for the fixed support arrangement area k is given. To determine the number of areas to be coordinated, A set of segments that cannot be crossed. This represents the total length along the main arrangement direction of the photovoltaic array.

[0013] A further improvement of this invention lies in the process of acquiring three-dimensional terrain profile data, which includes: Acquire 3D point cloud data of the target area; Based on 3D point cloud data, construct a digital elevation model of the target area; The terrain profile curves are extracted along the main arrangement direction of the photovoltaic module array in the digital elevation model to obtain three-dimensional terrain profile data.

[0014] A further improvement of this invention is that the process of obtaining the stress state of the support includes: Based on three-dimensional terrain profile data and external load conditions of photovoltaic modules, the typical mechanical model of the support is calculated to obtain the stress state of the support.

[0015] A photovoltaic fixed support and flexible support coordinated arrangement system, comprising: The acquisition module is used to acquire three-dimensional terrain profile data, soil bearing capacity, mechanical properties of support materials, and stress state of the support in the target area. The collaborative layout scheme generation module is used to identify flexible crossings in the target area based on three-dimensional terrain profile data and the mechanical properties of the support material, and to determine the flexible support crossing area and the fixed support layout area of ​​the photovoltaic module using a terrain crossing model; based on three-dimensional terrain profile data, it uses the terrain crossing model to locate anchor points in the flexible support crossing area and determine the anchor point positions of the flexible support; based on soil bearing capacity and support stress state, it uses the terrain crossing model to optimize the foundation burial depth and obtain the minimum foundation burial depth at the anchor point position and the foundation burial depth of the fixed support layout area. The collaborative arrangement module is used to deploy fixed and flexible supports for photovoltaic modules based on the anchorage locations and minimum foundation depths of the flexible support spanning the area, and the foundation depths of the fixed support arrangement area, thereby achieving collaborative arrangement.

[0016] An electronic device, comprising at least a processor and a memory, wherein the processor is configured to execute a computer program stored in the memory to implement the steps of the method for co-arranging the photovoltaic fixed support and the flexible support.

[0017] A computer-readable storage medium storing a computer program that, when executed by a processor, implements the steps of the method for co-arranging the photovoltaic fixed support and the flexible support.

[0018] Compared with the prior art, the present invention has at least the following beneficial technical effects: This invention provides a method and system for the coordinated arrangement of fixed and flexible photovoltaic supports. The method involves acquiring three-dimensional terrain profile data, soil bearing capacity, mechanical properties of support materials, and stress state of the support in a target area. Based on the three-dimensional terrain profile data and the mechanical properties of the support materials, a terrain crossing model is used to identify flexible crossings in the target area, determining the flexible support crossing area and the fixed support arrangement area for the photovoltaic modules. Based on the three-dimensional terrain profile data, the terrain crossing model is used to locate anchor points in the flexible support crossing area, determining the anchor point positions of the flexible supports. Based on the soil bearing capacity and the stress state of the supports, the terrain crossing model is used to optimize the foundation depth, obtaining the minimum foundation depth at the anchor point location and the foundation depth in the fixed support arrangement area. Based on the anchor point locations and minimum foundation depths in the flexible support crossing area, and the foundation depths in the fixed support arrangement area, the fixed and flexible supports for the photovoltaic modules are deployed, achieving coordinated arrangement. This invention is based on a terrain crossing model, which integrates three-dimensional terrain profiles, mechanical properties of support materials and soil bearing parameters to achieve structural feasibility assessment of flexible crossing areas, terrain constraint positioning of anchor points, and stress-soil coupling optimization of foundation depth. This ensures the structural safety and economic rationality of the support system under complex terrain while protecting the ecological environment. Attached Figure Description

[0019] To more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the specific embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0020] Figure 1 This is a flowchart illustrating a method for the coordinated arrangement of fixed and flexible photovoltaic supports provided by the present invention. Figure 2 This is a schematic diagram of a photovoltaic fixed support and flexible support cooperative arrangement system provided by the present invention; Figure 3 This is a schematic diagram of the structure of an electronic device provided by the present invention. Detailed Implementation

[0021] In the following description, only certain exemplary embodiments are briefly described. As those skilled in the art will recognize, the described embodiments can be modified in various ways without departing from the spirit or scope of the invention. Therefore, the drawings and description are considered to be exemplary in nature and not restrictive.

[0022] In the description of this invention, it should be understood that, when used in this specification and the appended claims, the terms "comprising" and "including" indicate the presence of the described features, integrals, steps, operations, elements and / or components, but do not exclude the presence or addition of one or more other features, integrals, steps, operations, elements, components and / or collections thereof.

[0023] It should also be understood that the terminology used in this specification is for the purpose of describing particular embodiments only and is not intended to limit the invention. As used in this specification and the appended claims, the singular forms “a,” “an,” and “the” are intended to include the plural forms unless the context clearly indicates otherwise.

[0024] It should also be further understood that the term "and / or" as used in this specification and the appended claims refers to any combination of one or more of the associated listed items and all possible combinations, and includes such combinations.

[0025] The accompanying drawings illustrate various structural schematic diagrams according to embodiments disclosed in this invention. These drawings are not to scale, and some details have been enlarged for clarity, and some details may have been omitted. The shapes of the various regions and layers shown in the drawings, as well as their relative sizes and positional relationships, are merely exemplary and may deviate from reality due to manufacturing tolerances or technical limitations. Furthermore, those skilled in the art can design regions / layers with different shapes, sizes, and relative positions as needed.

[0026] The embodiments of the present invention will now be described in detail with reference to the accompanying drawings.

[0027] Example 1: Figure 1 This is a flowchart illustrating a method for the coordinated arrangement of fixed and flexible photovoltaic supports according to the present invention. The process includes the following steps: S101: Obtain three-dimensional terrain profile data, soil bearing capacity, mechanical properties of support materials, and stress state of the support in the target area.

[0028] S102: Based on three-dimensional terrain profile data and the mechanical properties of the support material, the flexible crossing of the target area is identified using the terrain crossing model, and the flexible support crossing area and fixed support arrangement area of ​​the photovoltaic module are determined.

[0029] S103: Based on three-dimensional terrain profile data, use the terrain crossing model to locate anchor points in the area crossed by the flexible support, and determine the anchor point positions of the flexible support.

[0030] S104: Based on the soil bearing capacity and the stress state of the support, the foundation depth is optimized using the terrain crossing model to obtain the minimum foundation depth at the anchor point and the foundation depth in the area where the fixed support is arranged.

[0031] S105: Based on the anchorage location and minimum foundation depth of the flexible support spanning the area, and the foundation depth of the fixed support arrangement area, the fixed and flexible supports of the photovoltaic modules are arranged to achieve coordinated arrangement.

[0032] This invention is based on a terrain crossing model, which integrates three-dimensional terrain profiles, mechanical properties of support materials and soil bearing parameters to achieve structural feasibility assessment of flexible crossing areas, terrain constraint positioning of anchor points, and stress-soil coupling optimization of foundation depth. This ensures the structural safety and economic rationality of the support system under complex terrain while protecting the ecological environment.

[0033] The photovoltaic fixed support and flexible support cooperative arrangement method provided by the present invention can be applied to electronic devices, such as PCs or servers.

[0034] The process of acquiring the three-dimensional terrain profile data in S101 above may include: acquiring three-dimensional point cloud data of the target area; constructing a digital elevation model (DEM) of the target area based on the three-dimensional point cloud data; and extracting terrain profile curves along the main arrangement direction of the photovoltaic module array in the DEM to obtain the three-dimensional terrain profile data. For example, a drone equipped with a lidar or high-resolution photogrammetry system can be used to perform aerial scanning of the target photovoltaic field area, i.e., the target region, to collect three-dimensional spatial coordinate information of the ground surface, generating a high-density, high-precision three-dimensional point cloud dataset. This point cloud data completely records the details of the terrain, such as surface undulations, gullies, and steep slopes, with a spatial resolution down to the centimeter level. After denoising, filtering, and ground point classification processing of the original three-dimensional point cloud dataset, interpolation algorithms (such as inverse distance weighting, Kriging interpolation, or triangular irregular network) can be used to convert the discrete point cloud into a regular grid-based digital elevation model (DEM). This model continuously represents terrain undulations in the form of a raster matrix, which is beneficial for subsequent profile extraction and slope analysis. Then, according to the photovoltaic system design specifications, the main layout direction of the module array (usually north-south or perpendicular to the contour lines) is determined. Elevation values ​​are sampled along this direction on the DEM at a set step size Δs (e.g., 0.5 meters) to form a one-dimensional terrain profile function. Optionally, to further suppress measurement noise interference with slope calculations, the terrain profile data can be processed by moving average or low-pass filtering to output the three-dimensional terrain profile data required for the terrain span model. In this example, the profile is extracted only along the module layout direction, focusing on the terrain components that directly affect the span and tilt angle of the support structure. This avoids redundant calculations caused by full-site three-dimensional modeling and significantly simplifies the computational complexity while retaining the key elevation differences and slope characteristics affecting the support structure layout.

[0035] The soil bearing capacity properties mentioned in S101 above can be obtained through on-site geotechnical engineering investigation. This includes, for example, setting up exploration points in the target area according to specifications, using drilling sampling combined with in-situ testing (such as standard penetration tests, static cone penetration tests, etc.) to obtain the physical and mechanical parameters of each soil layer; then, through laboratory geotechnical testing and analysis, determining the key parameters used for foundation design, including at least one of the following: soil cohesion, internal friction angle, (natural) unit weight, and characteristic value of foundation bearing capacity. These parameters can characterize the site's tensile strength, shear strength, and bearing capacity, serving as input for optimizing foundation depth.

[0036] The mechanical properties of the support material in S101 above can be determined based on the selected support structure material and cross-sectional shape. For example, for steel supports, their mechanical properties include elastic modulus, yield strength, Poisson's ratio, etc., which can be directly obtained from material standards (such as GB / T700 carbon structural steel). For specific cross-sections (such as C-shaped steel or square tubes), their cross-sectional geometric properties can be further calculated, including cross-sectional area, moment of inertia, and radius of gyration, thereby obtaining bending stiffness and equivalent compressive / tensile stiffness. These properties can be used to evaluate the deformation, stability, and vibration characteristics of flexible supports under load. It is understood that the mechanical properties of the support material can also be differentiated based on different considerations when arranging fixed and flexible supports; this is not limited here.

[0037] The process of obtaining the stress state of the support structure in S101 above may include: calculating the typical mechanical model of the support structure based on three-dimensional terrain profile data and external load conditions of photovoltaic modules to obtain the stress state of the support structure. It is understood that this stress state of the support structure does not come from measured data of the already constructed structure, but rather from the design internal forces pre-calculated using a parametric mechanical model based on terrain geometry and standard load conditions before the support layout scheme is generated. This brings the acquisition of the stress state forward to the planning stage, breaking the traditional process of laying out the structure first and then verifying it. This ensures that the subsequent foundation depth and support type selection are synchronized and coordinated, avoiding repeated iterations. Furthermore, the stress state is directly coupled with the terrain, ensuring that the subsequent depth calculation results accurately reflect the local topographical influences. No additional sensors or simulation software are required, facilitating project implementation.

[0038] For example, based on 3D terrain profile data, candidate segments with abrupt elevation changes can be identified. For each candidate segment, its horizontal span and endpoint elevation difference are extracted as candidate crossing segments for which flexible supports are to be used (this is only for candidate segment analysis, i.e., intermediate variables, not the final decision; the final decision is determined in S102). Simultaneously, the standard spacing and installation tilt angle of the fixed support area are determined. Then, according to photovoltaic engineering specifications, external load conditions are determined, including but not limited to the self-weight of the modules, wind pressure, snow load, etc., and combined into an equivalent uniformly distributed line load. Next, assuming that each candidate crossing segment uses a flexible support, based on its horizontal span and equivalent uniformly distributed line load, the horizontal tension and vertical pull-out forces that the anchorage points will bear when flexible crossing is implemented are calculated using a typical mechanical model of the support (such as a parabolic filament model). Simultaneously, for non-candidate crossing segments, the overturning moment and vertical pressure on the base are calculated according to the standard fixed support module, thus determining the stress state of the support. This method of determining the stress state of the support is a forward deduction in the planning stage.

[0039] The Terrain Spanning Model (TSM) includes a height difference abrupt change identification function and feasible span constraints for flexible support structures, thereby enabling the identification of the placement areas for flexible and fixed supports. In one implementation, step S102 may include the following steps: Using a terrain crossing model, in three-dimensional terrain profile data, continuous intervals with elevation differences greater than a set elevation difference threshold and excluding lengths not less than a set length threshold and slopes not exceeding a set slope threshold are identified as several elevation change segments. Using a terrain-crossing model, based on the mechanical properties of the support material and combined with the feasible span constraints of the flexible support structure, the upper limit of the flexible feasible span of the flexible support is calculated; the feasible span constraints of the flexible support structure include sag control constraints, buckling stability constraints and wind-induced vibration constraints. Based on each elevation change segment, if the length of the elevation change segment does not exceed the upper limit of the flexible feasible span, then the elevation change segment is determined as the area crossed by the flexible stent. The areas outside the flexible support spanning the target area are designated as the fixed support arrangement area.

[0040] In this implementation, the identification of abrupt elevation changes can be accomplished by an elevation change identification function. For example, this function can be used to traverse three-dimensional terrain profile data. s represents the arc length coordinate along the deployment direction; based on elevation difference Greater than the set height difference threshold The condition is to identify all continuous intervals. , , These are the arc length coordinates corresponding to the endpoints a and b of the interval, respectively; then, for each continuous interval, further judgment is made: if there is an element within the continuous interval with a length not less than a set length threshold... And the absolute value of the slope does not exceed the set slope threshold. If a sub-interval is identified, the continuous interval is excluded, and the final retained continuous interval is considered as several elevation change segments. Elevation change segments represent areas with drastic terrain undulations and insufficient gentle slopes, which have the potential for using flexible supports. This approach not only focuses on the magnitude of the elevation difference but also excludes pseudo-elevation segments with sufficient gentle slopes, preventing the incorrect classification of terraced areas suitable for fixed supports as flexible zones and avoiding experience-based misjudgments.

[0041] For example, the elevation change abruptness identification function satisfies the following formula:

[0042] in, It is a set of elevation change segments containing several elevation change segments. This refers to the total length along the main arrangement direction of the photovoltaic array, i.e., the spatial range of the terrain profile curve. For interval The maximum elevation value of the inland terrain slope function reflects the altitude of the highest point in that section. For interval The minimum elevation value of the inland terrain slope function reflects the elevation of the lowest point in that section. The coordinates of a starting point along the main layout direction are used to define the sub-interval to be tested. , Indicates a continuous interval There exists a continuous interval with a length not less than a set length threshold. And the absolute value of the slope does not exceed the set slope threshold. When the sub-interval is defined, exclude that continuous interval. Elevation difference threshold. This represents the minimum elevation difference that must be crossed in a terrain profile, used to filter out areas with significant undulations (flat sections). (Length threshold) This represents the minimum length required for a continuous and stable ground surface. If there is a gentle section within a certain elevation difference that is not less than this length threshold, then a fixed support can be installed, and it is not considered a sudden change. (Slope (upper limit) threshold) This indicates the maximum permissible slope for determining whether a surface is "stable" or "anchorable." Areas exceeding this slope threshold are not suitable for installing fixed supports or anchor foundations. These three thresholds can be flexibly set based on the terrain complexity, soil stability, and photovoltaic system design specifications of the target area. For example, in mountainous and gully areas, [the threshold value can be specified]. It is 4 meters. It is 5 meters. The threshold is set at 15 degrees, but in hilly areas, the threshold can be appropriately lowered to reduce the proportion of flexible stents used.

[0043] Considering that not all abrupt elevation changes are suitable for flexible crossings, this implementation method also defines feasible span constraints for the flexible support structure in the terrain crossing model to calculate the upper limit of the flexible support's feasible span. The mechanical properties of the support material are related to the selected support material and its cross-sectional shape, including, for example, the support's elastic modulus E and equivalent bending stiffness. Mass per unit length Mechanical properties. For example, in this step, based on the mechanical properties of the support material and the equivalent uniformly distributed line load q, the maximum allowable span under three types of structural constraints is calculated respectively. Then, the minimum value among the three maximum allowable spans is taken as the upper limit of the flexible feasible span. For example, the vertical control constraint requirement is to avoid excessive deflection of the component mounting surface and limit the sag-to-span ratio. The upper limit of the span is determined based on the vertical control constraint. Satisfy the following formula:

[0044] For example, buckling stability constraints consider Euler buckling of flexible master cables or compression members under axial force, and their corresponding adjacent spans. Satisfy the following formula:

[0045] in, EI is the critical pressure estimated from the relationship between load and geometry, and EI is the bending stiffness, which represents the ability of a member to resist bending deformation.

[0046] For example, to avoid resonance, the constraint requirements for wind-induced vibrations require that the first-order transverse natural frequency not be lower than a frequency threshold. The corresponding upper limit of the span satisfies the following formula:

[0047] This example uses a flexible support structure with feasible span constraints. By comprehensively determining the upper limit of the span through triple mechanical constraints, it can ensure that the final layout scheme meets the strength and adaptability requirements throughout the entire life cycle. Furthermore, by incorporating the mechanical properties of the support material into the calculation, it can also avoid cost waste caused by conservative design and improve the effective utilization rate of support material.

[0048] In this implementation, for each abrupt change in elevation, its actual horizontal span is calculated. The length of the elevation change segment: If satisfied , As the upper limit of the flexible feasible span, if it is determined that the section can be safely crossed by flexible supports structurally, it is marked as a flexible support crossing area; otherwise, it is considered uncrossable and classified as a fixed support layout area. All parts of the target area not marked as flexible support crossing areas are uniformly divided into fixed support layout areas, which are applicable to standard rigid support installations. This method is suitable for quick and reliable zoning in complex mountainous scenarios.

[0049] Because the flexible support spans areas with abrupt elevation changes and steep slopes, making it unsuitable as a foundation anchorage location, this invention proposes a technical concept where the anchorage point is not within the spanning section but in a stable region outside it. This involves searching for stable surface points on both sides of the flexible support spanning area. In one implementation, the terrain spanning model may further include an anchorage point location function. The process in S103 described above can be completed by this function, for example, including the following steps: based on three-dimensional terrain profile data, using the terrain spanning model, with the two endpoints of the flexible support spanning area as references, searching for stable surface locations with slopes not exceeding a set slope threshold; based on the stable surface locations, determining a fixed position on each side corresponding to the flexible support spanning area. This method eliminates the need for additional steep slope excavation for anchorage points, reducing earthwork and ecological disturbance. Furthermore, the anchorage point is directly located in a mechanically stable surface region, effectively ensuring the anchorage reliability of the flexible support under extreme conditions such as wind and snow loads.

[0050] In one example, when searching for stable ground locations, the anchor point location function employs an optimal solution selection mechanism based on minimizing distance. It is assumed that the two endpoints (also known as the left and right boundaries) of the area spanned by the flexible support are respectively... and Introducing buffer distance This is used to avoid anchor points being too close to the edge of the crossing area, preventing structural interference or slope instability. The left-hand candidate domain is defined as... The candidate domain on the right is In the left-hand candidate domain, search for all cases where the slope does not exceed a set slope threshold. The points, selected from them The smallest point is used as the left anchor point. It satisfies the formula: Similarly, in the candidate domain on the right, we search for the slope condition and select the one that satisfies it. The smallest point is used as the right-side anchor point. It satisfies the formula: If no point on either side meets the conditions, the crossing area is deemed infeasible. The technical concept of this example is to find the stable point closest to the crossing area, rather than the first stable point. This reduces unnecessary deployment distances, shortens cable length, reduces tension, and avoids construction conflicts.

[0051] In another example, the anchor point location function employs a traversal search mechanism when searching for stable ground locations. For instance, within the area spanned by the flexible support, the local slope is calculated point-by-point along the main layout direction with a set compensation until the first location with a slope not exceeding a set slope threshold is found. The first two locations satisfying this stability condition are then designated as anchor point locations. This mechanism, through programmed traversal and slope verification, achieves objective and repeatable determination of anchor point locations, avoiding biases from human experience.

[0052] The terrain crossing model may also include a minimum foundation burial depth optimization function. In one implementation, step S104 above may include the following steps: For the anchorage location, based on the vertical pull-out force and horizontal tension force at the end of the flexible support under the stress state of the support, combined with the soil bearing capacity and the preset pull-out safety factor constraint, the minimum burial depth of the foundation is calculated using the limit equilibrium method in the terrain crossing model.

[0053] For example, first, based on the soil bearing capacity properties, the soil cohesion c, the foundation width B, and the bearing capacity coefficient of the cohesion term. (From the internal friction angle in soil bearing capacity properties) (Determine) Calculate the contribution of cohesion; then, based on the soil unit weight in the soil bearing capacity properties... Foundation depth d and bearing capacity coefficient of surcharge item (From the internal friction angle) (Determine) Calculate the contribution of overburden pressure; then, based on the soil unit weight... Foundation depth d, foundation width B, and soil weight bearing capacity coefficient (From the internal friction angle) (Determine) the contribution of soil gravity, and finally use the contribution of cohesion, the contribution of overlying earth pressure, and the contribution of soil gravity to calculate the foundation's uplift bearing capacity. For example, the tensile strength of the foundation. Satisfy the following formula:

[0054] Optionally, the foundation's uplift bearing capacity can be modified using sidewall resistance. In this example, the foundation's uplift bearing capacity is incorporated into the minimum foundation depth optimization function, i.e., the minimum foundation depth is calculated by satisfying the uplift safety condition. For example, satisfying the following formula:

[0055] in, To predetermine the pull-out safety factor, V represents the vertical pull-out force in the support's stress state. This formula directly uses the pull-out bearing capacity as a constraint condition, which avoids the problems of overly conservative or unsafe values ​​caused by traditional empirical values.

[0056] For areas with fixed supports, the foundation depth is calculated using a terrain-crossing model based on the overturning moment and vertical pressure generated by the wind load on the supports under stress, combined with soil bearing properties, preset overturning safety factor constraints, and foundation bearing capacity constraints.

[0057] For example, the preset overturning safety factor constraint satisfies the following formula: ,in To resist the overturning moment, the product of the base weight, the fill weight W, and the eccentricity e of the center of gravity is used. For overturning moment, To predetermine the overturning safety factor, the foundation bearing capacity constraint satisfies the following formula: This indicates that the maximum compressive stress in the foundation does not exceed the bearing capacity of the foundation. Let N be the maximum compressive stress of the foundation, N be the vertical pressure under stress on the support, A be the base area, and L be the foundation length. The bearing capacity of the foundation is considered. The minimum burial depth satisfying these two constraints is found through iterative solution. For example, satisfying the following formula:

[0058] in, The overturning moment is related to the foundation depth d, and it is positively correlated with the foundation depth d. This represents the maximum compressive stress in the foundation soil related to the foundation depth d.

[0059] This approach aims to minimize burial depth, which reduces construction difficulty and engineering costs, and makes it applicable to different geological conditions.

[0060] The terrain crossing model satisfies the following formula:

[0061] Where TSM represents the terrain crossing model, This is three-dimensional terrain profile data (along the main arrangement direction of the photovoltaic array). The mechanical properties of the scaffold material. Let q be the soil bearing capacity parameter, and q be the equivalent uniform line load. This is the minimum buffer distance between the anchor point and the end point of the span. To preset the pull-out safety factor, To preset the anti-overturning safety factor, For foundation bearing capacity, , The anchorage points on both sides of the flexible span segment k are shown. Let K be the minimum foundation embedment depth at the anchorage point of the flexible span segment k. The foundation depth for the fixed support arrangement area k is given. To determine the number of areas to be coordinated, This refers to a set of uncrossable sections, generally encompassing terrain areas with significant elevation differences, lack of stable anchoring platforms, or where the required burial depth exceeds the feasible range for the project. These sections require solutions such as slope cutting, filling, or abandoning the project altogether. This represents the total length along the main arrangement direction of the photovoltaic array.

[0062] The Terrain Crossing Model (TSM) provided by this invention not only identifies areas of abrupt elevation changes, but also automatically completes anchor point positioning, foundation depth optimization, and determination of uncrossable sections by combining geological and structural conditions, thereby forming an integrated design framework of 'terrain perception - structural response - foundation adaptation'.

[0063] In one implementation, S105 above specifies two key areas: the flexible support crossing area (steep slopes or gullies where elevation changes abruptly, making it impossible to install conventional fixed supports) and the fixed support placement area (stable gentle slopes or platform areas located on both sides of the crossing area). For the flexible support crossing area, based on the determined left and right anchor points and the corresponding minimum foundation depth, pull-out resistant foundations (such as micropiles, helical anchors, or gravity blocks) can be constructed, and flexible support structures (such as steel cables, suspension cables, or adjustable tension beams) can be installed on them. This flexible structure crosses the unusable terrain in the middle, enabling continuous arrangement of the component array. For the fixed support placement area, based on the foundation depth calculated from the terrain crossing model, standardized rigid fixed supports (such as concrete independent foundations + steel column structures) can be laid, provided that overturning resistance and foundation bearing capacity requirements are met, and photovoltaic modules can be installed. Throughout the entire deployment process, the flexible and fixed supports achieve mechanical connection and force transfer at the anchor points, forming a "rigid-flexible-rigid" hybrid support system. This system is seamlessly integrated spatially and works synergistically mechanically: the fixed supports provide stable support and wind pressure resistance, while the flexible supports adapt to terrain undulations and transfer tension to the anchor foundation. Together, they ensure the flatness of the component installation surface and the overall structural stability. This arrangement can achieve full coverage of complex mountainous areas, significantly improving land utilization and avoiding the abandonment of large usable areas due to local terrain limitations.

[0064] Optionally, the flexible support can be in the form of pre-tensioned steel cables, curved beams or hinged trusses, and its span and tension can be dynamically adjusted according to the length of the crossing area and the wind load; the fixed support adopts a modular design, which is convenient for mass production and rapid installation.

[0065] Example 2: Based on the same concept, Figure 2 This invention provides a structural schematic diagram of a photovoltaic fixed support and flexible support collaborative arrangement system, comprising: The acquisition module is used to acquire three-dimensional terrain profile data, soil bearing capacity, mechanical properties of support materials, and stress state of the support in the target area. The collaborative layout scheme generation module is used to identify flexible crossings in the target area based on three-dimensional terrain profile data and the mechanical properties of the support material, and to determine the flexible support crossing area and the fixed support layout area of ​​the photovoltaic module using a terrain crossing model; based on three-dimensional terrain profile data, it uses the terrain crossing model to locate anchor points in the flexible support crossing area and determine the anchor point positions of the flexible support; based on soil bearing capacity and support stress state, it uses the terrain crossing model to optimize the foundation burial depth and obtain the minimum foundation burial depth at the anchor point position and the foundation burial depth of the fixed support layout area. The collaborative arrangement module is used to deploy fixed and flexible supports for photovoltaic modules based on the anchorage locations and minimum foundation depths of the flexible support spanning the area, and the foundation depths of the fixed support arrangement area, thereby achieving collaborative arrangement.

[0066] In one possible implementation, the collaborative layout scheme generation module is specifically used for: Using a terrain crossing model, in three-dimensional terrain profile data, continuous intervals with elevation differences greater than a set elevation difference threshold and excluding lengths not less than a set length threshold and slopes not exceeding a set slope threshold are identified as several elevation change segments. Using a terrain-crossing model, based on the mechanical properties of the support material and combined with the feasible span constraints of the flexible support structure, the upper limit of the flexible feasible span of the flexible support is calculated; the feasible span constraints of the flexible support structure include sag control constraints, buckling stability constraints and wind-induced vibration constraints. Based on each elevation change segment, if the length of the elevation change segment does not exceed the upper limit of the flexible feasible span, then the elevation change segment is determined as the area crossed by the flexible stent. The areas outside the flexible support spanning the target area are designated as the fixed support arrangement area.

[0067] In one possible implementation, the collaborative layout scheme generation module is specifically used for: Based on three-dimensional terrain profile data, using a terrain crossing model, and taking the two ends of the flexible support crossing area as a reference, a stable ground location with a slope not exceeding a set slope threshold is searched. Based on the stable ground location, determine a fixed position on both sides of the area crossed by the flexible support.

[0068] In one possible implementation, the collaborative layout scheme generation module is specifically used for: For the anchorage location, based on the vertical pull-out force and horizontal tension force at the end of the flexible support in the stress state of the support, combined with the soil bearing capacity and the preset pull-out safety factor constraint, the minimum burial depth of the foundation is calculated using the limit equilibrium method in the terrain crossing model. For areas with fixed supports, the foundation depth is calculated using a terrain crossing model based on the overturning moment and vertical pressure generated by the wind load on the supports under stress conditions, combined with soil bearing properties and preset overturning safety factor constraints and foundation bearing capacity constraints. Among them, soil bearing properties include soil cohesion, internal friction angle and unit weight.

[0069] In one possible implementation, the terrain crossing model satisfies the following formula:

[0070] Where TSM represents the terrain crossing model, This is three-dimensional terrain profile data. The mechanical properties of the scaffold material. Let q be the soil bearing capacity parameter, and q be the equivalent uniform line load. For buffer distance, To preset the pull-out safety factor, To preset the anti-overturning safety factor, For foundation bearing capacity, , The anchorage points on both sides of the flexible span segment k are shown. Let K be the minimum foundation embedment depth at the anchorage point of the flexible span segment k. The foundation depth for the fixed support arrangement area k is given. To determine the number of areas to be coordinated, A set of segments that cannot be crossed. This represents the total length along the main arrangement direction of the photovoltaic array.

[0071] In one possible implementation, the acquisition module is specifically used for: Acquire 3D point cloud data of the target area; Based on 3D point cloud data, construct a digital elevation model of the target area; The terrain profile curves are extracted along the main arrangement direction of the photovoltaic module array in the digital elevation model to obtain three-dimensional terrain profile data.

[0072] In one possible implementation, the acquisition module is specifically used for: Based on three-dimensional terrain profile data and external load conditions of photovoltaic modules, the typical mechanical model of the support is calculated to obtain the stress state of the support.

[0073] Example 3: Figure 3This is a schematic diagram of the structure of an electronic device provided by the present invention. Based on the above embodiments, the present invention also provides an electronic device, including a processor 301, a communication interface 302, a memory 303 and a communication bus 304, wherein the processor 301, the communication interface 302 and the memory 303 communicate with each other through the communication bus 304. The memory 303 stores a computer program, which, when executed by the processor 301, causes the processor 301 to perform the steps in the photovoltaic fixed support and flexible support cooperative arrangement method shown in the above embodiment.

[0074] The communication bus mentioned in the above electronic devices can be a Peripheral Component Interconnect (PCI) bus or an Extended Industry Standard Architecture (EISA) bus, etc. This communication bus can be divided into address bus, data bus, control bus, etc. For ease of illustration, only one thick line is used to represent it in the diagram, but this does not mean that there is only one bus or one type of bus.

[0075] Communication interface 302 is used for communication between the above-mentioned electronic device and other devices.

[0076] The memory may include random access memory (RAM) or non-volatile memory (NVM), such as at least one disk storage device. Optionally, the memory may also be at least one storage device located remotely from the aforementioned processor.

[0077] The processors mentioned above can be general-purpose processors, including central processing units, network processors (NPs), etc.; they can also be digital signal processors (DSPs), application-specific integrated circuits, field-programmable gate arrays or other programmable logic devices, discrete gate or transistor logic devices, discrete hardware components, etc.

[0078] Example 4: Based on the above embodiments, the present invention also provides a computer-readable storage medium storing a computer program, which is processed by the above-described method for co-arranging photovoltaic fixed brackets and flexible brackets.

[0079] As is known from common technical knowledge, this invention can be implemented through other embodiments that do not depart from its spirit or essential characteristics. Therefore, the disclosed embodiments described above are merely illustrative in all respects and are not the only ones. All modifications within the scope of this invention or equivalent to the scope of this invention are included in this invention.

[0080] The embodiments described in this invention are only some, not all, of the embodiments of this invention. All other embodiments obtained by those skilled in the art based on the embodiments of this invention without inventive effort are within the scope of protection of this invention. Furthermore, the terms "comprising" and "having," and any variations thereof, are intended to cover non-exclusive inclusion. For example, a process, method, system, product, or apparatus that comprises a series of steps or units is not necessarily limited to those steps or units explicitly listed, but may include other steps or units not explicitly listed or inherent to these processes, methods, products, or apparatuses.

[0081] Those skilled in the art will understand that embodiments of the present invention can be provided as methods, systems, or computer program products. Therefore, the present invention can take the form of a completely hardware embodiment, a completely software embodiment, or an embodiment combining software and hardware aspects. Furthermore, the present invention can take the form of a computer program product embodied on one or more computer-usable storage media (including, but not limited to, disk storage, CD-ROM, optical storage, etc.) containing computer-usable program code.

[0082] This invention is described with reference to flowchart illustrations and / or block diagrams of methods, apparatus (systems), and computer program products according to the invention. It will be understood that each block of the flowchart illustrations and / or block diagrams, and combinations of blocks in the flowchart illustrations and / or block diagrams, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, special-purpose computer, embedded processor, or other programmable data processing apparatus to produce a machine, such that the instructions, which execute via the processor of the computer or other programmable data processing apparatus, generate instructions for implementing the flowchart illustrations and / or block diagrams. Figure 1 One or more processes and / or boxes Figure 1 A device that provides the functions specified in one or more boxes.

[0083] These computer program instructions may also be stored in a computer-readable storage medium that can direct a computer or other programmable data processing device to function in a particular manner, such that the instructions stored in the computer-readable storage medium produce an article of manufacture including instruction means, which are implemented in a process Figure 1 One or more processes and / or boxes Figure 1 The function specified in one or more boxes.

[0084] These computer program instructions may also be loaded onto a computer or other programmable data processing equipment to cause a series of operational steps to be performed on the computer or other programmable equipment to produce a computer-implemented process, thereby providing instructions that execute on the computer or other programmable equipment for implementing the process. Figure 1 One or more processes and / or boxes Figure 1 The steps of the function specified in one or more boxes.

[0085] The foregoing has shown and described the basic principles, main features, and advantages of the present invention. It will be apparent to those skilled in the art that the invention is not limited to the details of the exemplary embodiments described above, and that the invention can be implemented in other specific forms without departing from its spirit or essential characteristics. Therefore, the embodiments should be considered illustrative and non-limiting in all respects, and the scope of the invention is defined by the appended claims rather than the foregoing description. Thus, all variations falling within the meaning and scope of equivalents of the claims are intended to be included within the scope of the invention. No reference numerals in the claims should be construed as limiting the scope of the claims.

[0086] Furthermore, it should be understood that although this specification describes embodiments, not every embodiment contains only one independent technical solution. This narrative style is merely for clarity. Those skilled in the art should consider the specification as a whole, and the technical solutions in each embodiment can be appropriately combined to form other embodiments that can be understood by those skilled in the art. The above content is only for illustrating the technical concept of the present invention and should not be construed as limiting the scope of protection of the present invention. Any modifications made based on the technical concept proposed in this invention shall fall within the scope of protection of the claims of this invention.

Claims

1. A method for coordinating the arrangement of fixed and flexible photovoltaic supports, characterized in that, include: Acquire three-dimensional topographic profile data, soil bearing capacity properties, mechanical properties of support materials, and stress state of the support in the target area; Based on three-dimensional terrain profile data and the mechanical properties of the support material, the terrain crossing model is used to identify the flexible crossing of the target area and determine the flexible support crossing area and the fixed support arrangement area of ​​the photovoltaic module. Based on three-dimensional terrain profile data, the anchorage points of the flexible support are located in the spanning area using a terrain crossing model, thus determining the anchorage points of the flexible support. Based on the soil bearing capacity and the stress state of the support, the foundation depth is optimized using the terrain crossing model to obtain the minimum foundation depth at the anchor point and the foundation depth in the area where the fixed support is arranged. Based on the anchorage locations and minimum foundation depth of the flexible support spanning the area, and the foundation depth of the fixed support layout area, fixed and flexible supports for photovoltaic modules are deployed to achieve coordinated layout.

2. The method for coordinating the arrangement of photovoltaic fixed supports and flexible supports according to claim 1, characterized in that, Based on three-dimensional terrain profile data and the mechanical properties of the support materials, a terrain crossing model is used to identify flexible crossings in the target area, determining the flexible support crossing areas and fixed support arrangement areas for photovoltaic modules, including: Using a terrain crossing model, in three-dimensional terrain profile data, continuous intervals with elevation differences greater than a set elevation difference threshold and excluding lengths not less than a set length threshold and slopes not exceeding a set slope threshold are identified as several elevation change segments. Using a terrain-crossing model, based on the mechanical properties of the support material and combined with the feasible span constraints of the flexible support structure, the upper limit of the flexible feasible span of the flexible support is calculated; the feasible span constraints of the flexible support structure include sag control constraints, buckling stability constraints and wind-induced vibration constraints. Based on each elevation change segment, if the length of the elevation change segment does not exceed the upper limit of the flexible feasible span, then the elevation change segment is determined as the area crossed by the flexible stent. The areas outside the flexible support spanning the target area are designated as the fixed support arrangement area.

3. The method for coordinating the arrangement of photovoltaic fixed supports and flexible supports according to claim 1, characterized in that, Based on three-dimensional terrain profile data, the anchorage points of the flexible support are located in the crossing area using a terrain crossing model, and the anchorage point positions of the flexible support are determined, including: Based on three-dimensional terrain profile data, using a terrain crossing model, and taking the two ends of the flexible support crossing area as a reference, a stable ground location with a slope not exceeding a set slope threshold is searched. Based on the stable ground location, determine a fixed position on both sides of the area crossed by the flexible support.

4. The method for coordinating the arrangement of photovoltaic fixed supports and flexible supports according to claim 1, characterized in that, Based on soil bearing capacity and support stress state, the foundation depth is optimized using a terrain-crossing model to obtain the minimum foundation depth at anchorage points and the foundation depth in the area where the fixed support is located, including: For the anchorage location, based on the vertical pull-out force and horizontal tension force at the end of the flexible support in the stress state of the support, combined with the soil bearing capacity and the preset pull-out safety factor constraint, the minimum burial depth of the foundation is calculated using the limit equilibrium method in the terrain crossing model. For areas with fixed supports, the foundation depth is calculated using a terrain crossing model based on the overturning moment and vertical pressure generated by the wind load on the supports under stress conditions, combined with soil bearing properties and preset overturning safety factor constraints and foundation bearing capacity constraints. Among them, soil bearing properties include soil cohesion, internal friction angle and unit weight.

5. The method for coordinating the arrangement of photovoltaic fixed supports and flexible supports according to claim 1, characterized in that, The terrain crossing model satisfies the following formula: Where TSM represents the terrain crossing model, This is three-dimensional terrain profile data. The mechanical properties of the scaffold material. Let q be the soil bearing capacity parameter, and q be the equivalent uniform line load. For buffer distance, To preset the pull-out safety factor, To preset the anti-overturning safety factor, For foundation bearing capacity, , The anchorage points on both sides of the flexible span segment k are shown. Let K be the minimum foundation embedment depth at the anchorage point of the flexible span segment k. The foundation depth for the fixed support arrangement area k is given. To determine the number of areas to be coordinated, A set of segments that cannot be crossed. This represents the total length along the main arrangement direction of the photovoltaic array.

6. The method for coordinating the arrangement of photovoltaic fixed supports and flexible supports according to claim 1, characterized in that, The process of acquiring 3D terrain profile data includes: Acquire 3D point cloud data of the target area; Based on 3D point cloud data, construct a digital elevation model of the target area; The terrain profile curves are extracted along the main arrangement direction of the photovoltaic module array in the digital elevation model to obtain three-dimensional terrain profile data.

7. The method for coordinating the arrangement of photovoltaic fixed supports and flexible supports according to claim 1, characterized in that, The process of obtaining the stress state of the stent includes: Based on three-dimensional terrain profile data and external load conditions of photovoltaic modules, the typical mechanical model of the support is calculated to obtain the stress state of the support.

8. A photovoltaic fixed support and flexible support cooperative arrangement system, characterized in that, include: The acquisition module is used to acquire three-dimensional terrain profile data, soil bearing capacity, mechanical properties of support materials, and stress state of the support in the target area. The collaborative layout scheme generation module is used to identify flexible crossings in the target area based on three-dimensional terrain profile data and mechanical properties of support materials, and to determine the flexible support crossing area and fixed support layout area of ​​photovoltaic modules using a terrain crossing model. Based on three-dimensional terrain profile data, the anchorage point is located in the flexible support crossing area using the terrain crossing model to determine the anchorage point location of the flexible support; based on soil bearing capacity and support stress state, the foundation depth is optimized using the terrain crossing model to obtain the minimum foundation depth at the anchorage point location and the foundation depth of the fixed support layout area. The collaborative arrangement module is used to deploy fixed and flexible supports for photovoltaic modules based on the anchorage locations and minimum foundation depths of the flexible support spanning the area, and the foundation depths of the fixed support arrangement area, thereby achieving collaborative arrangement.

9. An electronic device, characterized in that, The electronic device includes at least a processor and a memory, wherein the processor is used to execute a computer program stored in the memory to implement the steps of the photovoltaic fixed support and flexible support cooperative arrangement method as described in any one of claims 1 to 7.

10. A computer-readable storage medium, characterized in that, It stores a computer program that, when executed by a processor, implements the steps of the photovoltaic fixed support and flexible support cooperative arrangement method as described in any one of claims 1 to 7.

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