Full-coverage iterative design method and system for extra-heavy ice area portal tower applied to digital power grid

Abstract

The application provides a full-compass iterative design method and system of a special heavy ice area door-type tower applied to a digital power grid, and relates to the technical field of digital power grids.In the application, first, basic parameter information of the door-type tower is acquired.Then, the minimum value of the height difference of the sub-tower is determined based on the maximum slope of the terrain, and the height of the sub-tower is configured.Next, the vertical length value range of the tower leg of the sub-tower is determined according to the angle threshold value between the sub-tower inclined material and the horizontal plane and the main material, and the self-adaptive terrain slope value of the sub-tower is calculated, and the tower leg length meeting the requirements is selected for configuration.Further, based on the principle that any tower leg may be the longest or shortest tower leg, the tower leg lengths are randomly combined to obtain multiple configuration schemes.Finally, the internal force of the main material of the door-type tower under each scheme is calculated, and the most unfavorable internal force is selected for bearing capacity judgment.The application improves the design precision, enhances the safety of the power grid, improves the design efficiency, adapts to complex terrain, and promotes the transformation of the power grid to digitization and intelligentization.

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:

[0007] Obtain the foundation parameter information of the portal tower, which includes terrain parameter information, design parameter information, and material specification information;

[0008] 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.

[0009] 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.

[0010] The vertical length of the longest tower leg of the sub-tower and the vertical length of the shortest tower leg of the sub-tower are calculated based on the adaptive terrain slope value of the sub-tower, the vertical length of the longest tower leg of the sub-tower and the vertical length of the shortest tower leg of the sub-tower corresponding to the adaptive terrain slope value of the sub-tower meeting the terrain slope requirement are selected, and the tower leg length configuration is performed;

[0011] Based on the principle that any tower leg may be the longest tower leg or the shortest tower leg, the tower leg length configuration is randomly combined to obtain several tower leg length configuration schemes.

[0012] The internal force of the main material of the portal tower under each tower leg length configuration scheme is calculated, the maximum value in the calculation result is selected as the most unfavorable internal force of the main material of the portal tower, and whether the bearing capacity of the main material of the portal tower meets the most unfavorable internal force requirement is judged.

[0013] The all-around iterative design method for the portal tower in the extra-heavy ice area of the digital power grid according to the technical scheme can further have the following additional technical features:

[0014] In the above technical scheme, the minimum value of the sub-tower height difference of the portal tower is determined based on the maximum slope of the terrain through which the portal tower passes, and then the sub-tower height of the portal tower is configured, which includes:

[0015]

[0016] Among them, represents the maximum height of the sub-tower of the portal tower; represents the minimum height of the sub-tower of the portal tower; represents the sub-tower spacing; represents the maximum slope of the terrain through which the portal tower passes.

[0017] In the above technical scheme, the value range of the vertical length of the longest tower leg of the sub-tower and the vertical length of the shortest tower leg of the sub-tower is determined based on the threshold requirement of the angle between the diagonal material of the shortest tower leg of the sub-tower and the horizontal plane and the angle between the diagonal material of the longest tower leg of the sub-tower and the main material of the tower leg, which includes:

[0018]

[0019]

[0020] Among them, represents the angle between the diagonal material of the shortest tower leg of the sub-tower and the horizontal plane; represents the vertical length of the shortest tower leg of the sub-tower; represents the angle between the main material of the tower body and the vertical plane; represents the width of the tower leg diaphragm; represents the angle between the diagonal material of the longest tower leg of the sub-tower and the main material of the tower leg; represents the vertical length of the longest tower leg of the sub-tower.

[0021] 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:

[0022]

[0023] wherein, represents the height below the tower body slope position of the sub-tower; represents the width of the tower body slope of the sub-tower.

[0024] In the above technical solution, the calculation of the sub-tower adaptive terrain slope value based on the vertical length of the longest tower leg of the sub-tower and the vertical length of the shortest tower leg of the sub-tower comprises:

[0025]

[0026] wherein, represents the sub-tower adaptive terrain slope value;

[0027] By adjusting the values of the vertical length of the longest tower leg of the sub-tower and the vertical length of the shortest tower leg of the sub-tower within the range of the vertical length of the longest tower leg of the sub-tower and the vertical length of the shortest tower leg of the sub-tower, the final values of the vertical length of the longest tower leg of the sub-tower and the vertical length of the shortest tower leg of the sub-tower are determined to match the terrain slope at the location of the sub-tower.

[0028] In the above technical solution, the random combination of tower leg length configurations is based on the principle that any tower leg may be the longest tower leg or the shortest tower leg, and a plurality of tower leg length configuration schemes are obtained, comprising:

[0029] For a single sub-tower, each tower leg is the longest tower leg or the shortest tower leg, and the following is obtained:

[0030]

[0031] wherein, m represents the number of tower leg length combination schemes of a single sub-tower, and t represents the number of tower legs.

[0032] For the whole portal tower, the following is obtained:

[0033]

[0034] wherein, M represents the number of tower leg length configuration schemes of the portal tower.

[0035] In the above technical solution, the calculation of the internal force of the main material of the portal tower under each tower leg length configuration scheme comprises:

[0036] Based on the length of each tower leg determined in the tower leg length configuration scheme, the spatial stiffness matrix of the portal tower rod unit corresponding to each tower leg length configuration scheme is further determined;

[0037] In the most unfavorable working condition, the internal force of the main material of the portal tower is calculated by using the spatial stiffness matrix of the portal tower rod unit.

[0038] In the above technical solution, the internal force of the main material of the portal tower is calculated by using the spatial stiffness matrix of the portal tower rod unit, including:

[0039]

[0040]

[0041] Among them, Indicates the component length matrix; Indicates the strain matrix of the rod unit of the portal tower; Indicates the deformation matrix; Indicates the internal force matrix of the portal tower component in the most unfavorable working condition, including the internal force of all components; Indicates the spatial stiffness matrix of the rod unit of the portal tower.

[0042] In the above technical solution, the judgment whether the bearing capacity of the main material of the portal tower meets the most unfavorable internal force requirement includes:

[0043] When the calculated most unfavorable internal force of the main material of the portal tower is less than the bearing capacity of the main material of the portal tower, it indicates that the bearing capacity of the main material of the portal tower can meet the most unfavorable internal force requirement;

[0044] When the calculated most unfavorable internal force of the main material of the portal tower is not less than the bearing capacity of the main material of the portal tower, it indicates that the bearing capacity of the main material of the portal tower cannot meet the most unfavorable internal force requirement.

[0045] The application provides a kind of application in digital power grid's extra heavy ice area portal tower all-around iterative design system, it is applied to as in any one of the above technical solutions Portal tower all-around iterative design method for application in digital power grid, system includes:

[0046] Database, for storing portal tower basic parameter information;

[0047] Portal tower all-around iterative design center, connected with database, is equipped with terrain self-adapting long and short leg planning criterion algorithm and all-around iterative criterion algorithm;The terrain self-adapting long and short leg planning criterion algorithm is used to determine the vertical length of the longest tower leg of the sub-tower and the vertical length of the shortest tower leg of the sub-tower that meet the terrain slope requirement;The all-around iterative criterion algorithm is used to determine the tower leg length configuration scheme, and under each tower leg length configuration scheme, the internal force of the main material of the portal tower is calculated to determine the most unfavorable internal force of the main material of the portal tower.

[0048] The output unit is connected with the door-type tower all-around iterative design center, obtains the calculation result of the most unfavorable internal force of the main material of the door-type tower, judges whether the bearing capacity of the main material of the door-type tower meets the requirement of the most unfavorable internal force, and outputs the judgment result.

[0049] In summary, due to the adoption of the above technical features, the present application has the following advantages:

[0050] The present application provides a special heavy ice area door-type tower all-around iterative design method and system applied to digital power grids, which is specially designed for digital power grids. The method can efficiently, comprehensively and intelligently realize the iterative design of different terrains and different long and short legs of twin-tower door-type towers, and provides strong digital support for power grid design.

[0051] Specifically, the present application avoids the shortcomings of traditional empirical design by accurately calculating the height difference of the door-type tower sub-tower and the tower leg length, so that the main material internal force calculation result is more accurate. It has been verified that the main material internal force error and the inclined material internal force error are significantly reduced, and the design accuracy is significantly improved. Through the calculation of the self-adaptive terrain slope value and the tower leg length configuration, the complex terrain such as steep mountainous area can be better adapted, and the application range of the door-type tower is improved. The all-around iterative design method reduces the time and workload of the design of multiple sub-towers, improves the design efficiency, and promotes the digital and intelligent transformation of power grids.

[0052] Additional aspects and advantages of the present application will become apparent in the light of the following description and accompanying drawings. BRIEF DESCRIPTION OF DRAWINGS

[0053] The above and / or additional aspects and advantages of the present application will become apparent and more readily appreciated from the following description of the embodiments, taken in conjunction with the accompanying drawings, in which:

[0054] Figure 1 is a flowchart of the special heavy ice area door-type tower all-around iterative design method applied to digital power grids according to an embodiment of the present application;

[0055] Figure 2 is a schematic diagram of the typical structure of the door-type tower in the special heavy ice area door-type tower all-around iterative design method applied to digital power grids according to an embodiment of the present application;

[0056] Figure 3 is a schematic diagram of the tower leg length configuration principle of the sub-tower in the special heavy ice area door-type tower all-around iterative design method applied to digital power grids according to an embodiment of the present application;

[0057] Figure 4 is a schematic diagram of the tower leg length configuration combination 1 of the sub-tower in the special heavy ice area door-type tower all-around iterative design method applied to digital power grids according to an embodiment of the present application;

[0058] Figure 5 is a schematic view of a sub-tower leg length configuration combination 2 in a full-orientation iterative design method of a portal tower applied to a digital power grid in a special heavy icing area according to an embodiment of the present application;

[0059] Figure 6 is a schematic view of a sub-tower leg length configuration combination 3 in a full-orientation iterative design method of a portal tower applied to a digital power grid in a special heavy icing area according to an embodiment of the present application;

[0060] Figure 7 is a schematic view of a sub-tower leg length configuration combination 4 in a full-orientation iterative design method of a portal tower applied to a digital power grid in a special heavy icing area according to an embodiment of the present application;

[0061] Figure 8 is a schematic view of a sub-tower leg length configuration combination 5 in a full-orientation iterative design method of a portal tower applied to a digital power grid in a special heavy icing area according to an embodiment of the present application;

[0062] Figure 9 is a schematic view of a running of a full-orientation iterative design system of a portal tower applied to a digital power grid in a special heavy icing area according to an embodiment of the present application. DETAILED DESCRIPTION

[0063] In order to more clearly understand the above-mentioned purposes, features and advantages of the present application, the present application will be further described in detail below with reference to the accompanying drawings and specific embodiments. It should be noted that the embodiments of the present application and the features in the embodiments can be combined with each other without conflict.

[0064] In the following description, many specific details are set forth in order to provide a thorough understanding of the present application, however, the present application can also be implemented in other different ways from those described herein, therefore, the scope of protection of the present application is not limited by the specific embodiments disclosed below.

[0065] The application will be described below with reference to Figures 1 to 9 to describe a full-orientation iterative design method and system of a portal tower applied to a digital power grid according to some embodiments of the present application.

[0066] Some embodiments of the present application provide a full-orientation iterative design method of a portal tower applied to a digital power grid in a special heavy icing area.

[0067] As shown in Figure 1 , a first embodiment of the present application proposes a full-orientation iterative design method of a portal tower applied to a digital power grid in a special heavy icing area, including the following steps S1 to S6.

[0068] S1, obtain portal tower basic parameter information, the basic parameter information includes terrain parameter information, design parameter information and material specification information.

[0069] AsFigure 2 As shown, the door-shaped tower is composed of two left and right sub-towers, i.e., ML (left sub-tower) and MR (right sub-tower), and the sub-tower spacing S is determined according to the altitude, ice thickness and voltage level, and is usually not less than twice the width of the bottom of the sub-tower.

[0070] Specifically, the basic parameter information includes basic parameters such as terrain slope, wind speed, ice thickness, load working condition, component specification, and area of the line design.

[0071] S2, determine the minimum value of the height difference of the door-shaped tower sub-tower based on the maximum slope of the terrain crossed by the door-shaped tower, and then configure the height of the door-shaped tower sub-tower.

[0072] The height of the left and right sub-towers of the door-shaped tower must first meet the requirements of the terrain. It can be understood that the height difference of the door-shaped tower sub-tower is the height difference between the left sub-tower and the right sub-tower.

[0073] In some embodiments, step S2 includes:

[0074]

[0075] wherein, represents the maximum height of the door-shaped tower sub-tower; represents the minimum height of the door-shaped tower sub-tower; represents the sub-tower spacing; represents the maximum slope of the terrain crossed by the door-shaped tower.

[0076] When configuring the height of the door-shaped tower sub-tower, in addition to meeting the known design requirements, the above height difference requirements should also be met.

[0077] S3, for each sub-tower of the door-shaped tower, based on the threshold requirements of the angle between the sub-tower shortest tower leg inclined material and the horizontal plane and the angle between the sub-tower longest tower leg inclined material and the tower leg main material, determine the value range of the vertical length of the sub-tower longest tower leg and the vertical length of the sub-tower shortest tower leg.

[0078] In some embodiments, as Figure 3 shown, the determination of the value range of the vertical length of the sub-tower longest tower leg and the vertical length of the sub-tower shortest tower leg based on the threshold requirements of the angle between the sub-tower shortest tower leg inclined material and the horizontal plane and the angle between the sub-tower longest tower leg inclined material and the tower leg main material includes:

[0079]

[0080]

[0081] wherein, represents the angle between the sub-tower shortest tower leg inclined material and the horizontal plane; represents the vertical length of the sub-tower shortest tower leg; 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.

[0082] 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.

[0083] 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:

[0084]

[0085] 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.

[0086] 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.

[0087] 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.

[0088] 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:

[0089]

[0090] in, This indicates the adaptive terrain slope value of the sub-tower;

[0091] 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.

[0092] 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.

[0093] 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.

[0094] Through the above step S4, the four legs of a single sub-tower meet the terrain slope requirements.

[0095] 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.

[0096] 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.

[0097] 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.

[0098] 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.

[0099] Therefore, all the shortest legs and the longest legs of the left and right sub-towers are considered in the disclosure, and it should be noted that based on the consideration of the most unfavorable working condition, the four tower feet of the sub-tower are only considered to be valued according to the vertical length of the longest tower leg or the vertical length of the shortest tower leg of the sub-tower, and not considered to be valued according to the intermediate length.

[0100] Therefore, for a single sub-tower, each tower leg is the longest tower leg or the shortest tower leg, and the following is obtained:

[0101]

[0102] Wherein, m represents the number of tower leg length combination schemes of a single sub-tower, and t represents the number of tower legs.

[0103] For the whole portal tower (two sub-towers), the following is obtained:

[0104]

[0105] Wherein, M represents the number of tower leg length configuration schemes of the portal tower.

[0106] Based on the fact that the number of tower legs of a single sub-tower is currently configured as 4, the final tower leg length configuration scheme of the portal tower can be obtained as 256.

[0107] S6, the internal force of the main material of the portal tower under each tower leg length configuration scheme is calculated, the maximum value in the calculation result is selected as the most unfavorable internal force of the main material of the portal tower, and whether the bearing capacity of the main material of the portal tower meets the most unfavorable internal force requirement is judged.

[0108] It should be noted that the tower leg linear stiffness is related to the length of the main diagonal material of the tower leg, and under different long and short leg combinations, the linear stiffness contribution in the spatial stiffness matrix is different, which further causes the change of the spatial stiffness matrix, so the internal force of the longest and shortest main diagonal material obtained by solving is different. The principle is as follows:

[0109]

[0110] Wherein, is the linear stiffness of the component; is the elastic modulus of the steel material; is the cross-sectional moment of inertia of the component; is the length of the component.

[0111] In some embodiments, the calculation of the internal force of the main material of the portal tower under each tower leg length configuration scheme includes:

[0112] Based on the length of each leg determined in the tower leg length configuration scheme, the spatial stiffness matrix of the portal tower bar unit corresponding to each tower leg length configuration scheme is further determined. It should be noted that after the tower leg length configuration scheme is determined, the spatial stiffness matrix of the corresponding portal tower bar unit is known to those skilled in the art, and will not be described here.

[0113] Under the most unfavorable working condition, the internal force of the portal tower main material is calculated by using the spatial stiffness matrix of the portal tower bar unit. The most unfavorable working condition can be set by the designer, that is, the load configuration condition with the greatest risk is considered.

[0114] Specifically, based on the set load configuration condition and the corresponding spatial stiffness matrix determined based on the tower leg length configuration scheme, the specific algorithm for solving the internal force of the portal tower main material is known to those skilled in the art, such as calculating based on the relationship between load configuration condition, spatial stiffness, deformation, strain, and component size. Here is a simple illustration. The internal force of the portal tower main material is calculated by using the spatial stiffness matrix of the portal tower bar unit, including:

[0115]

[0116]

[0117] Among them, denotes the component length matrix; denotes the strain matrix of the bar unit of the portal tower; denotes the deformation matrix; denotes the internal force matrix of the portal tower component under the most unfavorable working condition, including the internal force of all components; denotes the spatial stiffness matrix of the bar unit of the portal tower.

[0118] Through the above process, the most unfavorable internal force of each component of the portal tower under different tower leg length configuration schemes and the most unfavorable working condition can be calculated. Then, the maximum value of the most unfavorable internal force is selected from the calculation results corresponding to all tower leg length configuration schemes for subsequent bearing capacity analysis.

[0119] In some embodiments, the judgment whether the bearing capacity of the portal tower main material meets the most unfavorable internal force requirement comprises:

[0120] 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 indicates that the bearing capacity of the portal tower main material can meet the most unfavorable internal force requirement;

[0121] When the calculated most unfavorable internal force of the portal tower main material is not less than the bearing capacity of the portal tower main material, it indicates that the bearing capacity of the portal tower main material cannot meet the most unfavorable internal force requirement.

[0122] It can be understood that in the calculation process of the above most unfavorable internal force, 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 can be obtained, so that whether the bearing capacity of the inclined material of the portal tower meets the requirements can be determined, and the specific process will not be repeated.

[0123] Some other embodiments of the application provide a full-orientation iterative design system for a portal tower in a special heavy ice area applied to a digital power grid. Figure 9 As shown in the figure, the system comprises a database, a portal tower full-orientation iterative design center and an output unit.

[0124] The database is used to store the basic parameter information of the portal tower; three sub-databases can be configured according to the parameter types, including a terrain parameter library, a design parameter library and a material specification library, which facilitates data classification and calling. Specifically, the basic parameter information can be imported into the three sub-databases in.xls or.xlsx format.

[0125] The portal tower full-orientation iterative design center is connected with the database and is configured with a terrain adaptive long-short leg planning criterion algorithm and a full-orientation iterative criterion algorithm; the terrain adaptive long-short leg planning criterion algorithm is used to determine the vertical length of the longest tower leg and the vertical length of the shortest tower leg of the sub-tower that meet the terrain slope requirement; the full-orientation iterative criterion algorithm is used to determine the tower leg length configuration scheme, and under each tower leg length configuration scheme, the internal force of the main material of the portal tower is calculated to determine the most unfavorable internal force of the main material of the portal tower.

[0126] The output unit is connected with the portal tower full-orientation iterative design center, obtains the calculation result of the most unfavorable internal force of the main material of the portal tower, judges whether the bearing capacity of the main material of the portal tower meets the requirement of the most unfavorable internal force, and outputs the judgment result. Figure 9 In the embodiment shown in the figure, the output unit is shown as a visual interface and an output terminal.

[0127] The portal tower full-orientation iterative design center outputs the most unfavorable internal force calculation result to the visual interface in the form of data stream, and the visual interface visually displays whether the bearing capacity of the main material of the portal tower meets the requirement of the most unfavorable internal force.

[0128] 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 evaluated as “component bearing capacity meets the requirement”, which is displayed as “green”;

[0129] When the most unfavorable internal force of the main material of the portal tower is not less than its own bearing capacity, it is evaluated as “component bearing capacity is insufficient, and the specification needs to be increased”, which is displayed as “red”.

[0130] 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.

[0131] 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.

[0132] 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 full-azimuth iterative design method for a special heavy ice area portal tower applied to a digital power grid, characterized in that, The method comprises the following steps: Obtain the tower foundation parameter information of the portal tower, which comprises terrain parameter information, design parameter information and material specification information; Determine the minimum value of the height difference of the sub-towers of the portal tower based on the maximum slope of the terrain through which the portal tower passes, and then configure the height of the sub-towers of the portal tower; For each sub-tower of the portal tower, determine the value range of the vertical length of the longest tower leg and the vertical length of the shortest tower leg of the sub-tower based on the threshold requirements of the angle between the longest tower leg and the horizontal plane and the angle between the longest tower leg and the main tower leg of the sub-tower; Calculate the terrain-adaptive slope value of the sub-tower based on the vertical length of the longest tower leg and the vertical length of the shortest tower leg of the sub-tower, select the vertical length of the longest tower leg and the vertical length of the shortest tower leg of the sub-tower corresponding to the terrain-adaptive slope value that meets the terrain slope requirement, and configure the tower leg length; Randomly combine the tower leg length configurations based on the principle that any tower leg may be the longest tower leg or the shortest tower leg, to obtain a plurality of tower leg length configuration schemes; Calculate the internal force of the main tower material under each tower leg length configuration scheme, select the maximum value in the calculation results as the most unfavorable internal force of the main tower material, and determine whether the bearing capacity of the main tower material meets the most unfavorable internal force requirement.

2. The method according to claim 1, wherein the method is characterized in that, The step of determining the minimum value of the height difference of the sub-towers of the portal tower based on the maximum slope of the terrain through which the portal tower passes, and then configuring the height of the sub-towers of the portal tower, comprises the following steps: wherein, represents the maximum height of the door tower sub-tower; represents the minimum height of the door tower sub-tower; represents the sub-tower spacing; represents the maximum slope of the door tower through the terrain.

3. The method according to claim 2, characterized in that, The step of determining the value range of the vertical length of the longest tower leg and the vertical length of the shortest tower leg of the sub-tower based on the threshold requirements of the angle between the longest tower leg and the horizontal plane and the angle between the longest tower leg and the main tower leg of the sub-tower, comprises the following steps: wherein, represents the angle between the shortest tower leg diagonal of the sub-tower and the horizontal plane; represents the vertical length of the shortest tower leg of the sub-tower; represents the angle between the tower body main member and the vertical plane; represents the width of the tower leg diaphragm; represents the angle between the longest tower leg diagonal of the sub-tower and the tower leg main member; represents the vertical length of the longest tower leg of the sub-tower.

4. The method 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: wherein represents the height below the slope position of the tower body of the sub-tower; represents the width of the slope of the tower body of the sub-tower.

5. The method according to claim 3, wherein the method is characterized in that, The step of calculating the terrain-adaptive slope value of the sub-tower based on the vertical length of the longest tower leg and the vertical length of the shortest tower leg of the sub-tower, comprises the following steps: wherein, represents the sub-tower adaptive terrain slope value; Adjust the values of the vertical length of the longest tower leg and the vertical length of the shortest tower leg of the sub-tower within the value range of the vertical length of the longest tower leg and the vertical length of the shortest tower leg of the sub-tower, so that the terrain-adaptive slope value of the sub-tower matches the terrain slope at the position of the sub-tower, and determine the final values of the vertical length of the longest tower leg and the vertical length of the shortest tower leg of the sub-tower.

6. The method according to claim 1, wherein the method is characterized in that, The step of randomly combining the tower leg length configurations based on the principle that any tower leg may be the longest tower leg or the shortest tower leg, to obtain a plurality of tower leg length configuration schemes, comprises the following steps: For a single sub-tower, make each tower leg the longest tower leg or the shortest tower leg, to obtain: Wherein, m represents the number of tower leg length combination schemes of a single sub-tower, and t represents the number of tower legs. For the whole portal tower, there are: Wherein, M represents the number of tower leg length configuration schemes of the portal tower.

7. The method according to claim 1, wherein the method is characterized in that, The step of calculating the internal force of the main tower material under each tower leg length configuration scheme, comprises the following steps: Further determine the spatial stiffness matrix of the portal tower rod unit corresponding to each tower leg length configuration scheme based on the length of each tower leg determined in the tower leg length configuration scheme; Under the most unfavorable working condition, the internal force of the main tower material is calculated by using the spatial stiffness matrix of the portal tower rod unit.

8. The method according to claim 7, wherein the method is characterized in that, The step of calculating the internal force of the main tower material by using the spatial stiffness matrix of the portal tower rod unit, comprises the following steps: wherein, represents a member length matrix; represents a strain matrix of the bar element of the portal frame; represents a deformation matrix; represents an internal force matrix of the portal frame member under the most unfavorable working condition, including the internal forces of all members; represents a spatial stiffness matrix of the bar element of the portal frame.

9. The method according to claim 1, wherein the method is characterized in that, The judgment whether the bearing capacity of the portal tower main material meets the most unfavorable internal force requirement comprises: 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 indicates that the bearing capacity of the portal tower main material can meet the most unfavorable internal force requirement; When the calculated most unfavorable internal force of the portal tower main material is not less than the bearing capacity of the portal tower main material, it indicates that the bearing capacity of the portal tower main material cannot meet the most unfavorable internal force requirement.

10. A special heavy ice area portal type tower all-around iterative design system applied to a digital power grid, characterized in that, The system comprises: A database for storing portal tower foundation parameter information; A portal tower all-around iterative design center connected with the database and configured with a terrain self-adaptive long-short leg planning criterion algorithm and an all-around iterative criterion algorithm; the terrain self-adaptive long-short leg planning criterion algorithm is used to determine the vertical length of the longest tower leg of a sub-tower and the vertical length of the shortest tower leg of the sub-tower that meet the terrain slope requirement; the all-around iterative criterion algorithm is used to determine a tower leg length configuration scheme and, under each tower leg length configuration scheme, to calculate the internal force of the portal tower main material and determine the most unfavorable internal force of the portal tower main material; An output unit connected with the portal tower all-around iterative design center, obtains the calculation result of the most unfavorable internal force of the portal tower main material, judges whether the bearing capacity of the portal tower main material meets the most unfavorable internal force requirement, and outputs the judgment result.

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