Omnibearing iterative design method and system for extra-heavy ice area door-shaped tower applied to digital power grid

Abstract

The invention provides an omnibearing iterative design method and system for an extra-heavy ice area door-shaped tower applied to a digital power grid, and relates to the technical field of digital power grids. The method comprises the following steps: firstly, acquiring basic parameter information of the door-shaped tower; then, the minimum value of the subtower expiration height difference is determined based on the maximum gradient of the terrain, and the subtower expiration height is configured; thirdly, determining the value range of the vertical length of the tower leg of the sub-tower according to the threshold value of the included angle between the inclined material of the sub-tower and the horizontal plane and between the inclined material of the sub-tower and the main material, calculating the self-adaptive terrain slope value of the sub-tower, and selecting the tower leg length meeting the requirement for configuration; furthermore, on the basis of the principle that any tower leg may be the longest or shortest tower leg, the lengths of the tower legs are combined randomly, and various configuration schemes are obtained. And finally, calculating the internal force of the main material of the door-shaped tower under each scheme, and selecting the most unfavorable internal force to judge the bearing capacity. According to the method, the design precision is improved, the power grid safety is enhanced, the design efficiency is improved, the method adapts to complex terrains, and digital and intelligent transformation of the power grid is promoted.

Description

Technical Field

[0001] This invention relates to the field of digital power grid technology, and more specifically, to a comprehensive iterative design method and system for portal towers in heavy ice-prone areas applied to digital power grids. Background Technology

[0002] With the rapid development of new energy and power grid industries, the environments traversed by my country's power grid lines are becoming increasingly extreme and complex. Conductor sizes are gradually increasing, and load effects are also gradually increasing. Under the superposition of factors such as ultra-high voltage AC, extremely heavy icy areas, and steep mountainous areas, the main load-bearing structure has exceeded the scope of four-combination angle steel. Conventional goblet-shaped tension towers are no longer suitable for steep mountainous areas. Twin-tower portal towers have become a typical structural form in ultra-high voltage AC and extremely heavy icy areas. This can effectively reduce the load on a single tower. However, to date, its long and short leg combination design is still based on experience. The calculation conditions are simple, only considering single-side slope and the longest flat leg condition. Moreover, multiple towers need to be designed separately, which is time-consuming, has low digital efficiency, and the calculation results are too optimistic. The internal force of the main material is underestimated by about 5%, and the internal force of the diagonal material is underestimated by about 50%, which poses a potential threat to the safety of the power grid system and hinders the pace of the power grid's transformation towards digitalization and intelligence. Summary of the Invention

[0003] The present invention aims to solve at least one of the aforementioned technical problems existing in the prior art.

[0004] Therefore, the first aspect of the present invention provides a comprehensive iterative design method for portal towers in heavy ice-affected areas applied to digital power grids.

[0005] The second aspect of this invention provides a comprehensive iterative design system for portal towers in heavy ice-affected areas applied to digital power grids.

[0006] This invention provides a comprehensive iterative design method for portal towers in extremely icy regions applied to digital power grids, comprising: Obtain the foundation parameter information of the portal tower, which includes terrain parameter information, design parameter information, and material specification information; The minimum difference in elevation between the portal tower and its sub-towers is determined based on the maximum slope of the terrain through which the portal tower traverses, and then the elevation of the portal tower and its sub-towers is configured accordingly. For each sub-tower of the portal tower, based on the threshold requirements of the angle between the shortest leg diagonal member of the sub-tower and the horizontal plane and the angle between the longest leg diagonal member of the sub-tower and the main member of the leg, the range of values ​​for the vertical length of the longest leg and the vertical length of the shortest leg of the sub-tower are determined. The adaptive terrain slope value of the sub-tower is calculated based on the vertical length of the longest and shortest sub-tower legs. The vertical lengths of the longest and shortest sub-tower legs corresponding to the adaptive terrain slope value of the sub-tower that meet the terrain slope requirements are selected, and the leg length is configured accordingly. Based on the principle that any tower leg may be the longest or the shortest tower leg, the tower leg length configuration is randomly combined to obtain several tower leg length configuration schemes. For each tower leg length configuration, the internal forces of the portal tower main material are calculated, the maximum value in the calculation results is selected as the most unfavorable internal force of the portal tower main material, and it is determined whether the bearing capacity of the portal tower main material meets the requirements of the most unfavorable internal force.

[0007] The comprehensive iterative design method for portal towers in heavy ice-affected areas applied to digital power grids according to the above-described technical solution of the present invention may also have the following additional technical features: In the above technical solution, the step of determining the minimum difference in elevation between the portal tower sub-towers based on the maximum slope of the terrain traversed by the portal tower, and then configuring the elevation of the portal tower sub-towers, includes:

[0008] in, Indicates the maximum height of the portal-shaped tower sub-tower; Indicates the minimum height of a portal-type sub-tower; Indicates the spacing between sub-towers; This indicates the maximum slope of the terrain through which the portal tower traverses.

[0009] In the above technical solution, the determination of the value range of the vertical length of the longest tower leg and the vertical length of the shortest tower leg based on the threshold requirements of the angle between the shortest tower leg's inclined member and the horizontal plane and the angle between the longest tower leg's inclined member and the main tower leg member includes:

[0010]

[0011] in, This indicates the angle between the shortest leg of the sub-tower and the horizontal plane; This represents the vertical length of the shortest leg of the sub-tower; Indicates the angle between the main material of the tower body and the vertical plane; Indicates the width of the diaphragm surface of the tower leg; This indicates the angle between the longest diagonal member of the sub-tower leg and the main member of the leg. This indicates the vertical length of the longest leg of the sub-tower.

[0012] In the above technical solution, the relationship between the width of the tower leg diaphragm and the vertical length of the longest tower leg of the sub-tower is as follows:

[0013] in, This indicates the height below the point where the sub-tower body changes slope; This indicates the width of the slope of the sub-tower.

[0014] In the above technical solution, the calculation of the adaptive terrain slope value of the sub-tower based on the vertical length of the longest and shortest legs of the sub-tower includes:

[0015] in, This indicates the adaptive terrain slope value of the sub-tower; By adjusting the range of values ​​for the vertical lengths of the longest and shortest legs of the sub-tower, the adaptive terrain slope value of the sub-tower is matched with the terrain slope at the location of the sub-tower, thus determining the final values ​​for the vertical lengths of the longest and shortest legs of the sub-tower.

[0016] In the above technical solution, based on the principle that any tower leg may be the longest or shortest tower leg, the tower leg length configuration is randomly combined to obtain several tower leg length configuration schemes, including: For a single sub-tower, by making each tower leg either the longest or the shortest tower leg, we obtain:

[0017] Where m represents the number of possible combinations of leg lengths for a single sub-tower, and t represents the number of legs; For the portal tower as a whole:

[0018] Where M represents the number of configuration options for the leg length of the portal tower.

[0019] In the above technical solution, the calculation of the internal forces of the main material of the portal tower under each tower leg length configuration includes: Based on the length of each tower leg determined in the tower leg length configuration scheme, the spatial stiffness matrix of the portal tower unit corresponding to each tower leg length configuration scheme is further determined. Under the most unfavorable working conditions, the internal forces of the main material of the portal tower are calculated using the spatial stiffness matrix of the portal tower element.

[0020] In the above technical solution, the calculation of the internal forces of the main material of the portal tower using the spatial stiffness matrix of the portal tower element includes:

[0021]

[0022] in, Represents the component length matrix; The strain matrix of the pole element in a portal tower; Represents the deformation matrix; This represents the internal force matrix of the portal tower components under the most unfavorable working conditions, including the internal forces of all components; This represents the spatial stiffness matrix of the pole element of a portal tower.

[0023] In the above technical solution, determining whether the bearing capacity of the main material of the portal tower meets the most unfavorable internal force requirements includes: When the calculated most unfavorable internal force of the portal tower main material is less than the bearing capacity of the portal tower main material, it means that the bearing capacity of the portal tower main material can meet the most unfavorable internal force requirements. If the calculated most unfavorable internal force of the portal tower's main material is not less than the bearing capacity of the portal tower's main material, it means that the bearing capacity of the portal tower's main material cannot meet the most unfavorable internal force requirement.

[0024] This invention provides a comprehensive iterative design system for portal towers in heavy-ice-prone areas applied to digital power grids, applicable to the comprehensive iterative design method for portal towers in heavy-ice-prone areas applied to digital power grids as described in any of the above technical solutions. The system includes: The database is used to store parameter information for portal tower foundations; The portal tower omnidirectional iterative design center is connected to a database and is equipped with a terrain-adaptive long / short leg planning criterion algorithm and an omnidirectional iterative criterion algorithm. The terrain-adaptive long / short leg planning criterion algorithm is used to determine the vertical length of the longest and shortest legs of the sub-tower that meet the terrain slope requirements. The omnidirectional iterative criterion algorithm is used to determine the leg length configuration scheme and, under each leg length configuration scheme, calculate the internal forces of the portal tower main material and determine the most unfavorable internal forces of the portal tower main material. The output unit is connected to the portal tower all-round iterative design center to obtain the calculation results of the most unfavorable internal force of the main material of the portal tower, determine whether the bearing capacity of the main material of the portal tower meets the requirements of the most unfavorable internal force, and output the judgment result.

[0025] In summary, due to the adoption of the above-mentioned technical features, the beneficial effects of the present invention are: This invention provides a comprehensive iterative design method and system for portal towers in icy regions applied to digital power grids, specifically tailored for digital power grids. This method can efficiently, comprehensively, and intelligently achieve iterative design of twin-tower portal towers for different terrains and varying leg lengths, providing strong digital support for power grid design.

[0026] Specifically, this invention avoids the shortcomings of traditional empirical design by accurately calculating the height difference and leg length of the portal tower sub-towers, resulting in more accurate calculations of the internal forces of the main materials. Verification has shown that the errors in the internal forces of both the main materials and the diagonal members are significantly reduced, significantly improving design accuracy. Through adaptive calculation of terrain slope values ​​and configuration of leg lengths, it can better adapt to complex terrains such as steep mountainous areas, expanding the applicability of the portal tower. The adoption of a comprehensive iterative design method reduces the time and workload of designing multiple sub-towers individually, improving design efficiency and promoting the digital and intelligent transformation of the power grid.

[0027] Additional aspects and advantages of the invention will become apparent in the following description or may be learned by practice of the invention. Attached Figure Description

[0028] The above and / or additional aspects and advantages of the present invention will become apparent and readily understood from the description of the embodiments taken in conjunction with the following drawings, in which: Figure 1 This is a flowchart illustrating an embodiment of the present invention of a comprehensive iterative design method for portal towers in heavy ice-affected areas applied to digital power grids; Figure 2 This is a schematic diagram of a typical portal tower structure in the all-round iterative design method of portal towers in heavy ice-affected areas applied to digital power grids, according to an embodiment of the present invention. Figure 3 This is a schematic diagram illustrating the principle of sub-tower leg length configuration in an all-round iterative design method for portal towers in heavy ice-affected areas, applied to digital power grids, according to an embodiment of the present invention. Figure 4 This is a schematic diagram of the sub-tower leg length configuration combination 1 in the all-round iterative design method of portal towers in heavy ice areas applied to digital power grids according to an embodiment of the present invention; Figure 5 This is a schematic diagram of the sub-tower leg length configuration combination 2 in the all-round iterative design method of portal tower in heavy ice areas applied to digital power grid according to an embodiment of the present invention; Figure 6 This is a schematic diagram of the sub-tower leg length configuration combination 3 in the all-round iterative design method of portal tower in heavy ice areas applied to digital power grid according to an embodiment of the present invention; Figure 7 This is a schematic diagram of the sub-tower leg length configuration combination 4 in the all-round iterative design method of portal towers in heavy ice areas applied to digital power grids according to an embodiment of the present invention; Figure 8 This is a schematic diagram of the sub-tower leg length configuration combination 5 in the all-round iterative design method of portal towers in heavy ice areas applied to digital power grids according to an embodiment of the present invention; Figure 9This is a schematic diagram of the operation of an all-round iterative design system for portal towers in heavy ice-affected areas, applied to digital power grids, according to an embodiment of the present invention. Detailed Implementation

[0029] To better understand the above-mentioned objectives, features, and advantages of the present invention, the present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments. It should be noted that, unless otherwise specified, the embodiments and features described in these embodiments can be combined with each other.

[0030] Many specific details are set forth in the following description in order to provide a full understanding of the invention. However, the invention may also be practiced in other ways different from those described herein, and therefore the scope of protection of the invention is not limited to the specific embodiments disclosed below.

[0031] The following reference Figures 1 to 9 This invention describes a comprehensive iterative design method and system for portal towers in heavy ice-affected areas, applicable to digital power grids, provided by some embodiments of the present invention.

[0032] Some embodiments of this application provide a comprehensive iterative design method for portal towers in heavy ice-affected areas applied to digital power grids.

[0033] like Figure 1 As shown, the first embodiment of the present invention proposes an all-round iterative design method for portal towers in heavy ice-affected areas applied to digital power grids, including the following steps S1 to S6.

[0034] S1. Obtain the foundation parameter information of the portal tower, which includes terrain parameter information, design parameter information and material specification information.

[0035] like Figure 2 As shown, the portal tower consists of two sub-towers, namely ML (left sub-tower) and MR (right sub-tower), with a spacing of S between the sub-towers. The value of S is determined based on the altitude, ice thickness and voltage level, and is usually not less than twice the width of the bottom of the sub-tower.

[0036] Specifically, the basic parameter information includes basic parameters such as terrain slope, wind speed, ice thickness, load conditions, component specifications, and area of ​​the route design.

[0037] S2. Determine the minimum difference in elevation between the portal tower sub-towers based on the maximum slope of the terrain traversed by the portal tower, and then configure the elevation of the portal tower sub-towers.

[0038] Portal towers must adapt to steep mountainous terrain. The height difference between the left and right sub-towers must first meet the requirements of the terrain. It can be understood that the height difference between the portal tower sub-towers is the height difference between the left and right sub-towers.

[0039] In some embodiments, step S2 includes:

[0040] in, Indicates the maximum height of the portal-shaped tower sub-tower; Indicates the minimum height of a portal-type sub-tower; Indicates the spacing between sub-towers; This indicates the maximum slope of the terrain through which the portal tower traverses.

[0041] When configuring the call height of portal tower sub-towers, in addition to meeting the known design requirements, the aforementioned call height difference requirements should also be met.

[0042] S3. For each sub-tower of the portal tower, based on the threshold requirements of the angle between the shortest leg diagonal member of the sub-tower and the horizontal plane and the angle between the longest leg diagonal member of the sub-tower and the main leg member, determine the range of values ​​for the vertical length of the longest leg and the vertical length of the shortest leg of the sub-tower.

[0043] In some embodiments, such as Figure 3 As shown, the threshold requirements for determining the vertical length range of the longest and shortest subtotal legs based on the angle between the shortest subtotal leg's diagonal member and the horizontal plane and the angle between the longest subtotal leg's diagonal member and the main member of the subtotal leg include:

[0044]

[0045] in, This indicates the angle between the shortest leg of the sub-tower and the horizontal plane; This represents the vertical length of the shortest leg of the sub-tower; Indicates the angle between the main material of the tower body and the vertical plane; Indicates the width of the diaphragm surface of the tower leg; This indicates the angle between the longest diagonal member of the sub-tower leg and the main member of the leg. This indicates the vertical length of the longest leg of the sub-tower.

[0046] Based on the above formula, we can determine the range of values ​​for the vertical length of the longest leg and the vertical length of the shortest leg of the sub-tower that satisfy the above formula.

[0047] In some embodiments, the width of the tower leg diaphragm can be a fixed design value, or it can be calculated by substituting the relationship between the width of the tower leg diaphragm and the vertical length of the longest leg of the sub-tower into the above formula. Specifically, the relationship between the width of the tower leg diaphragm and the vertical length of the longest leg of the sub-tower is as follows:

[0048] in, This indicates the height below the point where the sub-tower body changes slope; This indicates the width of the slope of the sub-tower.

[0049] In one specific embodiment, the vertical length of the longest leg of the sub-tower can be determined first. Then, the width of the leg diaphragm can be calculated based on the vertical length of the longest leg of the sub-tower. Finally, the vertical length of the shortest leg of the sub-tower can be calculated by substituting it into the corresponding formula to establish the correspondence between the vertical length of the longest leg of the sub-tower and the vertical length of the shortest leg of the sub-tower. It should be noted that this correspondence is not unique and can be adjusted according to the subsequent step S4.

[0050] S4. Calculate the adaptive terrain slope value of the sub-tower based on the vertical length of the longest and shortest sub-tower legs, select the vertical length of the longest and shortest sub-tower legs corresponding to the adaptive terrain slope value of the sub-tower that meets the terrain slope requirements, and configure the leg length.

[0051] In some embodiments, calculating the adaptive terrain slope value of the sub-tower based on the vertical length of the longest and shortest legs of the sub-tower includes:

[0052] in, This indicates the adaptive terrain slope value of the sub-tower; By adjusting the range of values ​​for the vertical lengths of the longest and shortest legs of the sub-tower, the adaptive terrain slope value of the sub-tower is matched with the terrain slope at the location of the sub-tower, thus determining the final values ​​for the vertical lengths of the longest and shortest legs of the sub-tower.

[0053] It should be noted that the adaptive terrain slope value of the sub-tower is matched with the terrain slope of the sub-tower's location, but they do not have to be strictly equal. They can be approximately equal as long as the deviation requirement is met.

[0054] For example, when the terrain slope is 30 / 40 / 45 degrees, if the calculated adaptive terrain slope value of the sub-tower matches the terrain slope, it can be determined that the vertical length of the longest and shortest legs of the currently selected sub-tower meets the requirements and can be substituted into subsequent steps for calculation; if the calculated adaptive terrain slope value of the sub-tower does not match the terrain slope, the vertical length of the longest leg of the sub-tower can be increased or the vertical length of the shortest leg of the sub-tower can be decreased until the adaptive terrain slope value of the sub-tower matches the terrain slope.

[0055] Through the above step S4, the four legs of a single sub-tower meet the terrain slope requirements.

[0056] S5. Based on the principle that any tower leg may be the longest or the shortest tower leg, the tower leg length configuration is randomly combined to obtain several tower leg length configuration schemes.

[0057] Specifically, in traditional solutions, when configuring the lengths of the tower legs, only two scenarios are considered: a single-slope arrangement and the arrangement with the longest leg. Figure 4 Combination 1 shown: Single-slope arrangement, where each sub-tower has two long and two short legs (the vertical length of the longest leg is used as the long leg, and the vertical length of the shortest leg is used as the short leg), and as shown in... Figure 5 The combination shown is the longest flat leg combination, in which the legs of each sub-tower are considered based on the vertical length of the longest leg.

[0058] However, in actual construction, various factors such as terrain and construction conditions may influence the actual configuration scheme, which may not be limited to the two situations mentioned above. Figure 6 The combination shown is 3: the shortest combination, where the legs of each sub-tower are considered based on the vertical length of the shortest leg; for example... Figure 7 Combination 4 shown: the longest and shortest combination on both sides of the ridge; such as Figure 8 Combination 5 shown: the longest and shortest combination on both sides of the valley.

[0059] In other words, in reality, each leg of a sub-tower can be either the longest or the shortest, and they can be combined in any way, such as three long legs and one short leg, or three short legs and one long leg.

[0060] Therefore, this disclosure considers random combinations of all the shortest and longest legs of the left and right sub-towers. It should be noted that, based on the consideration of the most unfavorable working conditions, the four tower legs of the sub-tower are only considered according to the vertical length of the longest tower leg or the vertical length of the shortest tower leg of the sub-tower, without considering the intermediate length.

[0061] Therefore, for a single sub-tower, by making each tower leg either the longest or the shortest tower leg, we obtain:

[0062] Where m represents the number of possible combinations of leg lengths for a single sub-tower, and t represents the number of legs; For a portal tower as a whole (two sub-towers):

[0063] Where M represents the number of configuration options for the leg length of the portal tower.

[0064] Based on the current configuration of 4 legs for each individual sub-tower, the final configuration of the portal tower leg length is 256.

[0065] S6. Calculate the internal forces of the main material of the portal tower under each tower leg length configuration scheme, select the maximum value in the calculation results as the most unfavorable internal force of the main material of the portal tower, and determine whether the bearing capacity of the main material of the portal tower meets the requirements of the most unfavorable internal force.

[0066] It should be noted that the linear stiffness of the tower legs is related to the length of the main diagonal members. Under different combinations of leg lengths, their contribution to the linear stiffness in the spatial stiffness matrix varies, thus causing changes in the spatial stiffness matrix. Therefore, the calculated internal forces of the longest and shortest main diagonal members will differ. The principle is illustrated below:

[0067] in, The linear stiffness of the component; The elastic modulus of steel; Let be the moment of inertia of the component's cross section; The length of the component.

[0068] In some embodiments, the calculation of the internal forces of the portal tower main material for each tower leg length configuration includes: Based on the length of each tower leg determined in the tower leg length configuration scheme, the spatial stiffness matrix of the portal tower element corresponding to each tower leg length configuration scheme is further determined. It should be noted that determining the spatial stiffness matrix of the corresponding portal tower element after clarifying the tower leg length configuration scheme is a matter known to those skilled in the art and will not be elaborated here.

[0069] Under the most unfavorable working conditions, the internal forces of the main members of the portal tower are calculated using the spatial stiffness matrix of the portal tower elements. The most unfavorable working conditions can be set by the designers, i.e., based on the load configuration with the greatest risk.

[0070] Specifically, the algorithm for solving the internal forces of the portal tower's main members based on the set load configuration and the corresponding spatial stiffness matrix determined by the tower leg length configuration scheme is well known to those skilled in the art, such as calculations based on the relationship between load configuration, spatial stiffness, deformation, strain, and component dimensions. A simplified illustration is provided here, showing that the calculation of the internal forces of the portal tower's main members using the spatial stiffness matrix of the portal tower element includes:

[0071]

[0072] in, Represents the component length matrix; The strain matrix of the pole element in a portal tower; Represents the deformation matrix; This represents the internal force matrix of the portal tower components under the most unfavorable working conditions, including the internal forces of all components; This represents the spatial stiffness matrix of the pole element of a portal tower.

[0073] The above process allows us to calculate the most unfavorable internal forces borne by each component of the portal tower under different leg length configurations and the most unfavorable operating conditions. Then, from the calculation results corresponding to all leg length configurations, the maximum value of the most unfavorable internal force is selected for subsequent load-bearing capacity analysis.

[0074] In some embodiments, determining whether the bearing capacity of the main material of the portal tower meets the most unfavorable internal force requirements includes: When the calculated most unfavorable internal force of the portal tower main material is less than the bearing capacity of the portal tower main material, it means that the bearing capacity of the portal tower main material can meet the most unfavorable internal force requirements. If the calculated most unfavorable internal force of the portal tower's main material is not less than the bearing capacity of the portal tower's main material, it means that the bearing capacity of the portal tower's main material cannot meet the most unfavorable internal force requirement.

[0075] It is understandable that in the calculation process of the most unfavorable internal force mentioned above, not only the most unfavorable internal force of the main material of the portal tower can be calculated, but also the most unfavorable internal force of the inclined material of the portal tower. Therefore, it is also possible to determine whether the bearing capacity of the inclined material of the portal tower meets the requirements. The specific process will not be elaborated here.

[0076] Other embodiments of the present invention provide a comprehensive iterative design system for portal towers in heavy icing regions applied to digital power grids, which is applied to the comprehensive iterative design method for portal towers in heavy icing regions applied to digital power grids as described in any of the above embodiments. Figure 9 As shown, the system includes: a database, a portal tower all-round iterative design center, and an output unit.

[0077] The database stores portal tower foundation parameter information. It can be configured with three sub-databases based on parameter type: a terrain parameter database, a design parameter database, and a material specification database, facilitating data classification and retrieval. Specifically, foundation parameter information can be imported into the three sub-databases in .xls or .xlsx format respectively.

[0078] The portal tower omnidirectional iterative design center is connected to a database and is equipped with a terrain-adaptive long / short leg planning criterion algorithm and an omnidirectional iterative criterion algorithm. The terrain-adaptive long / short leg planning criterion algorithm is used to determine the vertical length of the longest and shortest legs of the sub-tower that meet the terrain slope requirements. The omnidirectional iterative criterion algorithm is used to determine the leg length configuration scheme and, under each leg length configuration scheme, calculate the internal forces of the portal tower main material to determine the most unfavorable internal forces of the portal tower main material.

[0079] The output unit, connected to the portal tower's comprehensive iterative design center, obtains the calculation results of the most unfavorable internal forces of the portal tower's main materials, determines whether the bearing capacity of the main materials meets the most unfavorable internal force requirements, and outputs the judgment result. Figure 9 In the illustrated embodiment, the output unit is schematically represented as a visual interface and an output terminal.

[0080] The portal tower's comprehensive iterative design center outputs the calculation results of the most unfavorable internal forces to a visualization interface in the form of a data stream. The visualization interface visually displays whether the bearing capacity of the main materials of the portal tower meets the requirements of the most unfavorable internal forces.

[0081] For example, when the most unfavorable internal force of the main material of the portal tower is less than its own bearing capacity, it is assessed as "the bearing capacity of the component meets the requirements" and displayed as "green". When the most unfavorable internal force of the main material of the portal tower is not less than its own bearing capacity, it is assessed as "the bearing capacity of the component is insufficient and the size needs to be increased", and it is displayed in "red".

[0082] In some embodiments, after obtaining the load-bearing capacity assessment results and recommendations, the visualization interface outputs the data stream to the output terminal. After the output terminal goes through a four-level online review process involving owner design, verification, audit, and approval, it generates a comprehensive iterative design report for the portal tower in the heavy ice zone in .PDF file format, thus forming a finished document for easy use in the project.

[0083] In this specification, the illustrative expressions of the terms used do not necessarily refer to the same embodiments or examples. Moreover, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples.

[0084] Any modifications, equivalent substitutions, or improvements made within the spirit and principles of this invention shall be included within the scope of protection of this invention.

Claims

1. A comprehensive iterative design method for portal towers in heavy ice-prone areas applied to digital power grids, characterized in that, include: Obtain the foundation parameter information of the portal tower, which includes terrain parameter information, design parameter information, and material specification information; The minimum difference in elevation between the portal tower and its sub-towers is determined based on the maximum slope of the terrain through which the portal tower traverses, and then the elevation of the portal tower and its sub-towers is configured accordingly. For each sub-tower of the portal tower, based on the threshold requirements of the angle between the shortest leg diagonal member of the sub-tower and the horizontal plane and the angle between the longest leg diagonal member of the sub-tower and the main member of the leg, the range of values ​​for the vertical length of the longest leg and the vertical length of the shortest leg of the sub-tower are determined. The adaptive terrain slope value of the sub-tower is calculated based on the vertical length of the longest and shortest sub-tower legs. The vertical lengths of the longest and shortest sub-tower legs corresponding to the adaptive terrain slope value of the sub-tower that meet the terrain slope requirements are selected, and the leg length is configured accordingly. Based on the principle that any tower leg may be the longest or the shortest tower leg, the tower leg length configuration is randomly combined to obtain several tower leg length configuration schemes. For each tower leg length configuration, the internal forces of the portal tower main material are calculated, the maximum value in the calculation results is selected as the most unfavorable internal force of the portal tower main material, and it is determined whether the bearing capacity of the portal tower main material meets the requirements of the most unfavorable internal force.

2. The omnidirectional iterative design method for portal towers in heavy ice-prone areas applied to digital power grids according to claim 1, characterized in that, The process of determining the minimum elevation difference between the portal tower's sub-towers based on the maximum slope of the terrain traversed by the portal tower, and then configuring the elevation of the portal tower's sub-towers, includes: in, Indicates the maximum height of the portal-shaped tower sub-tower; Indicates the minimum height of a portal-type sub-tower; Indicates the spacing between sub-towers; This indicates the maximum slope of the terrain through which the portal tower traverses.

3. The all-round iterative design method for portal towers in heavy ice-affected areas applied to digital power grids according to claim 2, characterized in that, The threshold requirements for the angle between the shortest sub-tower leg's diagonal member and the horizontal plane and the angle between the longest sub-tower leg's diagonal member and the main member of the sub-tower leg are used to determine the value range of the vertical length of the longest sub-tower leg and the vertical length of the shortest sub-tower leg, including: in, This indicates the angle between the shortest leg of the sub-tower and the horizontal plane; This represents the vertical length of the shortest leg of the sub-tower; Indicates the angle between the main material of the tower body and the vertical plane; Indicates the width of the diaphragm surface of the tower leg; This indicates the angle between the longest diagonal member of the sub-tower leg and the main member of the leg. This indicates the vertical length of the longest leg of the sub-tower.

4. The all-round iterative design method for portal towers in heavy ice-affected areas applied to digital power grids according to claim 3, characterized in that, The relationship between the width of the tower leg diaphragm and the vertical length of the longest tower leg of the sub-tower is as follows: in, This indicates the height below the point where the sub-tower body changes slope; This indicates the width of the slope of the sub-tower.

5. The all-round iterative design method for portal towers in heavy ice-affected areas applied to digital power grids according to claim 3, characterized in that, The calculation of the adaptive terrain slope value of the sub-tower based on the vertical lengths of the longest and shortest legs of the sub-tower includes: in, This indicates the adaptive terrain slope value of the sub-tower; By adjusting the range of values ​​for the vertical lengths of the longest and shortest legs of the sub-tower, the adaptive terrain slope value of the sub-tower is matched with the terrain slope at the location of the sub-tower, thus determining the final values ​​for the vertical lengths of the longest and shortest legs of the sub-tower.

6. The all-round iterative design method for portal towers in heavy ice-affected areas applied to digital power grids according to claim 1, characterized in that, Based on the principle that any tower leg can be either the longest or the shortest, the tower leg length configurations are randomly combined to obtain several tower leg length configuration schemes, including: For a single sub-tower, by making each tower leg either the longest or the shortest tower leg, we obtain: Where m represents the number of possible combinations of leg lengths for a single sub-tower, and t represents the number of legs; For the portal tower as a whole: Where M represents the number of configuration options for the leg length of the portal tower.

7. The all-round iterative design method for portal towers in heavy ice-affected areas applied to digital power grids according to claim 1, characterized in that, The calculation of the internal forces of the main material of the portal tower under each tower leg length configuration includes: Based on the length of each tower leg determined in the tower leg length configuration scheme, the spatial stiffness matrix of the portal tower unit corresponding to each tower leg length configuration scheme is further determined. Under the most unfavorable working conditions, the internal forces of the main material of the portal tower are calculated using the spatial stiffness matrix of the portal tower element.

8. The all-round iterative design method for portal towers in heavy ice-affected areas applied to digital power grids according to claim 7, characterized in that, The calculation of the internal forces of the main material of the portal tower using the spatial stiffness matrix of the portal tower element includes: in, Represents the component length matrix; The strain matrix of the pole element in a portal tower; Represents the deformation matrix; This represents the internal force matrix of the portal tower components under the most unfavorable working conditions, including the internal forces of all components; This represents the spatial stiffness matrix of the pole element of a portal tower.

9. The omnidirectional iterative design method for portal towers in heavy ice-prone areas applied to digital power grids according to claim 1, characterized in that, The determination of whether the bearing capacity of the main material of the portal tower meets the most unfavorable internal force requirements includes: When the calculated most unfavorable internal force of the portal tower main material is less than the bearing capacity of the portal tower main material, it means that the bearing capacity of the portal tower main material can meet the most unfavorable internal force requirements. If the calculated most unfavorable internal force of the portal tower's main material is not less than the bearing capacity of the portal tower's main material, it means that the bearing capacity of the portal tower's main material cannot meet the most unfavorable internal force requirement.

10. A comprehensive iterative design system for portal towers in heavy ice-affected areas applied to digital power grids, characterized in that: The system, which is applied to the all-round iterative design method for portal towers in heavy ice-affected areas for digital power grids as described in any one of claims 1 to 9, comprises: The database is used to store parameter information for portal tower foundations; The portal tower omnidirectional iterative design center is connected to a database and is equipped with a terrain-adaptive long / short leg planning criterion algorithm and an omnidirectional iterative criterion algorithm. The terrain-adaptive long / short leg planning criterion algorithm is used to determine the vertical length of the longest and shortest legs of the sub-tower that meet the terrain slope requirements. The omnidirectional iterative criterion algorithm is used to determine the leg length configuration scheme and, under each leg length configuration scheme, calculate the internal forces of the portal tower main material and determine the most unfavorable internal forces of the portal tower main material. The output unit is connected to the portal tower all-round iterative design center to obtain the calculation results of the most unfavorable internal force of the main material of the portal tower, determine whether the bearing capacity of the main material of the portal tower meets the requirements of the most unfavorable internal force, and output the judgment result.

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