Wind power steel-concrete tower drum hole design method, electronic device, and program product

Abstract

The application discloses a wind power steel and concrete tower drum door hole design method, electronic equipment and program product, the design method, including the following steps: S1, the establishment of the overall structure of the steel and concrete tower drum fine simulation model; wherein, the fine simulation model refers to the fine finite element model; S2, based on the working condition combination analysis and stress trajectory analysis of the fine simulation model, according to the analysis result, the direction of the main stress reinforcement is determined, and the reinforcement zoning design and the differential reinforcement mode design are adopted to optimize the reinforcement scheme of the door hole area; S3, based on the optimized reinforcement scheme of the door hole area, the crack development under the condition of the door hole area is determined, the sensitive parameters are determined, and the crack control strategy is formulated. The application can optimize the reinforcement scheme under the premise of ensuring the safety of the structure, prevent excessive dense reinforcement, and predict the crack development, so as to provide a scientific basis for the safety design and construction of the steel and concrete tower drum door hole area.

Description

Technical Field

[0001] This invention relates to the field of wind power generation technology, specifically to a design method for the portal opening of a wind turbine steel-concrete tower, electronic equipment, and program products. Background Technology

[0002] As the capacity of wind turbine generators continues to increase, the height and structural dimensions of wind turbine towers are also growing. Traditional pure steel towers face problems such as insufficient local buckling stability, transportation difficulties, and poor economic efficiency in ultra-high power applications. Therefore, steel-concrete composite tower structures are widely used in the wind power industry, with the concrete tower section typically located at the bottom to provide better stability and economy. However, the portal area of ​​steel-concrete towers suffers from structural continuity interruption due to the opening effect, resulting in complex stress distribution and a tendency for stress concentration. The high stress concentration coefficient in the portal area seriously affects structural safety. Currently, in engineering practice, dense reinforcement is typically used to strengthen the portal area, but this leads to new problems such as incomplete concrete pouring and difficulty in controlling construction quality. Furthermore, in terms of crack analysis in the portal area, existing technologies mostly rely on the "Code for Design of Concrete Structures" to calculate crack width, without considering the stress conditions and distribution in the portal area under different working conditions. Therefore, the crack development predicted by this calculation is not accurate enough.

[0003] Therefore, a design method is needed for the portal area of ​​wind turbine steel-concrete towers, which can optimize the reinforcement scheme, prevent excessive reinforcement density, and predict crack development while ensuring structural safety, thus providing a scientific basis for the safe design and construction of the portal area of ​​steel-concrete towers. Summary of the Invention

[0004] In view of this, the purpose of this invention is to provide a design method, electronic equipment and program product for the portal opening of a wind turbine steel-concrete tower, which can optimize the reinforcement scheme, prevent excessive dense reinforcement and predict crack development while ensuring structural safety, thus providing a scientific basis for the safe design and construction of the portal opening area of ​​the steel-concrete tower.

[0005] A method for designing the portal opening of a wind turbine reinforced concrete tower according to the present invention includes the following steps: S1. Establish a refined simulation model of the overall structure of the steel-concrete tower; where the refined simulation model refers to the refined finite element model. S2. Based on the refined simulation model, perform working condition combination analysis and stress trajectory analysis. Based on the analysis results, determine the direction of the main reinforcing steel bars, and adopt reinforcement zoning design and differentiated reinforcement design to optimize the reinforcement scheme of the doorway area. S3. Based on the optimized reinforcement scheme for the doorway area, determine the crack development under multiple working conditions in the doorway area, identify sensitive parameters, and formulate crack control strategies.

[0006] This setup, through a refined simulation model of the overall structure of the steel-concrete tower, can accurately reflect the actual stress state of the portal area, avoiding the limitations of local analysis. By combining working condition combinations and stress trajectory analysis to optimize reinforcement, it can ensure the structural strength of the portal area while avoiding problems such as loose concrete pouring and difficulty in controlling construction quality caused by excessively dense reinforcement, thus balancing structural safety and construction economy. Through crack development analysis and sensitive parameter identification, the crack development law can be accurately predicted, and the highly sensitive crack areas and their control factors can be identified, so as to formulate targeted control strategies and provide a scientific basis for the safe design and construction of the portal area of ​​the steel-concrete tower.

[0007] Furthermore, step S2 specifically includes: S201. Working Condition Combination Analysis: Based on the refined simulation model, calculate the stress conditions and stress distribution in the doorway area under various working condition combinations; S202, Stress Trajectory Analysis: Based on the stress conditions and stress distribution in the doorway area, the main force transmission paths in the doorway area are determined through principal stress trajectory analysis. S203. Determine the direction of the main reinforcing steel bars based on the main force transmission path in the doorway area; S204. Based on the stress distribution, adopt reinforcement zoning design and differentiated reinforcement design to optimize the reinforcement scheme of the doorway area.

[0008] This design further enhances the rationality and relevance of the reinforcement scheme in the doorway area. The combined working condition analysis corresponds to various stress scenarios in the actual use of wind turbine towers, avoiding reinforcement design deviations caused by single working condition analysis and ensuring that the reinforcement scheme is adaptable to complex stress environments. By determining the main force transmission path through principal stress trajectory analysis, the direction of the main reinforcing bars corresponds to the force transmission path, which improves the stress efficiency of the reinforcing bars. The combination of layered reinforcement design and differentiated reinforcement allows for reinforcement according to actual needs, ensuring the structural strength of high-stress areas while avoiding excessive reinforcement in low-stress areas, thus balancing structural safety and economy.

[0009] Furthermore, step S204 specifically includes: S2041. Based on the stress distribution, the doorway area is divided into different stress level areas, and orthogonal steel mesh cages with different densities are designed for different stress level areas. Specifically, the doorway area can be divided into high-stress areas, medium-stress areas, and low-stress areas according to the stress distribution cloud map. High-stress areas use denser reinforcement, medium-stress areas use medium-spacing reinforcement, and low-stress areas use structural reinforcement, so that the steel density of the orthogonal steel mesh cage in the high-stress area is greater than that in the medium-stress area, and the steel density of the orthogonal steel mesh cage in the medium-stress area is greater than that in the low-stress area. S2042. Based on the stress distribution, determine the stress concentration area, and strengthen the stress concentration area by using a combination of radial reinforcement, circumferential reinforcement, and orthogonal steel mesh cage; specifically, the stress concentration area is mainly located at the corner and upper part of the doorway area, and the stress concentration area is further strengthened by radial reinforcement and circumferential reinforcement based on the orthogonal steel mesh cage in S2041.

[0010] This design allows for further refinement of reinforcement details, specifically addressing the technical challenges of uneven stress distribution and stress concentration in the doorway area. Dividing the doorway area according to stress levels and employing orthogonal steel mesh cages of varying densities prevents blind reinforcement and ensures that the reinforcement in each area corresponds to the stress requirements. This guarantees structural strength in high-stress areas while avoiding excessive reinforcement in low-stress areas, balancing structural safety and economy. For stress concentration areas such as doorway corners, a combination of radial reinforcement, circumferential reinforcement, and orthogonal steel mesh cages is used to effectively disperse stress concentration, reduce the stress concentration coefficient, prevent structural cracking and localized damage caused by stress concentration, and extend the tower's service life.

[0011] Furthermore, the combination of multiple working conditions in step S201 includes two or more of the following: gravity load, prestress, wind load, seismic action, concrete shrinkage, and temperature change.

[0012] This setup, through analysis of various working conditions, enables the optimized reinforcement scheme to adapt to various working conditions and meet the needs of wind power projects in different regions and environments.

[0013] Furthermore, step S3 specifically includes: S301. Based on the optimized reinforcement scheme for the doorway area, update the refined simulation model of the overall structure of the steel-concrete tower. S302. Compare the crack development under a single working condition and a combination of multiple working conditions to determine the dominant working condition that leads to crack development; wherein, the single working condition is one of gravity load, prestressing, wind load, seismic action, concrete shrinkage and temperature change; the combination of multiple working conditions includes two or more of gravity load, prestressing, wind load, seismic action, concrete shrinkage and temperature change. S303. Using the controlled variable method, analyze the influence of different factors on crack development and determine the sensitive parameters; the influencing factors include at least concrete strength, reinforcement ratio, and prestressing arrangement. S304. Based on the dominant working conditions determined in step S302 and the sensitive parameters determined in step S303, formulate a crack optimization strategy. Specifically, if concrete shrinkage and prestressing arrangement are determined to be sensitive parameters, and the top of the tower, which is subject to boundary constraints and stress concentration, is a high-risk area for cracking, then during the formulation of design and construction requirements, material shrinkage control should be strengthened, the prestressing arrangement should be optimized, and end reinforcement and early curing management should be enhanced.

[0014] This setup, based on the optimized reinforcement scheme, updates the simulation model, making the crack analysis results more closely match the actual structural condition and improving the accuracy of the analysis. By comparing and analyzing single and combined working conditions, the dominant working conditions leading to crack development can be identified, clarifying the key directions for crack control. By using the controlled variable method to determine sensitive parameters, key factors affecting crack development can be targeted, avoiding blindly formulating control strategies. Crack control strategies formulated in combination with dominant working conditions and sensitive parameters can improve the crack resistance of the portal area, avoid problems such as reduced structural durability and safety hazards caused by cracks, extend the service life of the tower, and reduce later maintenance costs.

[0015] Furthermore, step S1 specifically includes: S101. Geometric Modeling: Based on the design parameters of the reinforced concrete tower, a three-dimensional geometric model of the tower section is established. The three-dimensional geometric model of the tower section includes, from bottom to top, a foundation, a concrete tower section, a transition section, and a steel tower. The concrete tower section includes multiple concrete tower segment rings from bottom to top, wherein the lowest concrete tower segment ring has a doorway. The transition section includes a steel shell and filling concrete inside the steel shell. Both the transition section and the foundation are equipped with prestressed anchor plates, and prestressing tendons are provided between the prestressed anchor plates. Both the concrete tower section and the transition section contain tower reinforcement bars. S102. Material constitutive definition: The plastic damage model is adopted for concrete material, which considers the compressive damage factor and tensile damage factor of the material to simulate the plastic behavior and stiffness degradation of concrete; the bilinear kinematic hardening model is adopted for steel reinforcement material to simulate the yielding and strengthening behavior of steel reinforcement. S103. Contact Definition: The foundation and the concrete tower section, the two adjacent concrete tower segment rings, the concrete tower section and the transition section, the transition section steel shell and the internal concrete, the transition section and the steel tower, and the prestressed anchor plate and the transition section and the foundation are all connected by binding.

[0016] S104. Load Arrangement: The load application point is coupled to the top of the steel tower. The load is applied at the application point according to the specific values ​​in the load table. Prestressing is applied to the prestressing tendons coupled to the prestressing anchor plates at both ends using a cooling method. The specific values ​​in the load table are obtained based on the parameter configuration of the wind turbine installed on the top of the steel tower. The location of the load application point is obtained based on the installation point where the top of the steel tower connects to the wind turbine and bears the load. The cooling method for applying prestress utilizes the thermal expansion and contraction characteristics of materials. In the finite element simulation model, the prestressing tendons are first coupled and bound to the prestressing anchor plates at both ends. Then, a preset cooling range is applied to the prestressing tendons, causing them to shrink due to the temperature decrease. Because the ends of the prestressing tendons are fixed and constrained by the anchor plates, they cannot shrink freely, thus generating tensile stress inside the prestressing tendons. This tensile stress is transferred to the anchor plates and the connected foundation and transition sections, ultimately achieving the application of prestress to the steel-concrete tower.

[0017] This setup ensures the accuracy and completeness of the refined finite element model, facilitating subsequent analysis and optimization. Geometric modeling fully recreates the overall structure and doorway details of the reinforced concrete tower, reflecting the connection relationships between components and avoiding analytical biases caused by model simplification. The material constitutive model is defined using a model that closely reflects actual material properties, employing a concrete constitutive model that considers plastic damage. This accurately simulates the entire process of concrete cracking and damage, resulting in analysis results that are closer to actual engineering conditions.

[0018] The present invention also provides an electronic device, including a processor and a memory coupled to each other, wherein the memory stores a computer program, and when the computer program is executed by the processor, the electronic device enables the above-described wind power steel-concrete tower portal design method.

[0019] The present invention also provides a program product, including a computer program, which, when executed by a processor, implements the above-described method for designing the portal opening of a wind power reinforced concrete tower.

[0020] The beneficial effects of this invention are as follows: By using a refined simulation model of the overall structure of the reinforced concrete tower, this invention can accurately reflect the actual stress state of the portal area, avoiding the limitations of local analysis; by combining working condition combinations and stress trajectory analysis to optimize reinforcement, it can ensure the structural strength of the portal area while avoiding problems such as insufficient concrete compaction and difficulty in controlling construction quality caused by excessively dense reinforcement, thus balancing structural safety and construction economy; through crack development analysis and sensitive parameter identification, it can accurately predict crack development patterns, identify highly sensitive crack areas and their controlling factors, and facilitate the formulation of targeted control strategies, providing a scientific basis for the safe design and construction of the portal area of ​​the reinforced concrete tower. Attached Figure Description

[0021] To make the objectives, technical solutions, and beneficial effects of this invention clearer, the following figures are provided for illustration: Figure 1 This is a flowchart illustrating the design method for the wind turbine steel-concrete tower portal opening of the present invention. Figure 2 This is a schematic diagram of the refined simulation model of the present invention; Figure 3 This is a stress distribution cloud map of the doorway area in the refined simulation model of the present invention; Figure 4 This is a schematic diagram of the reinforcement structure after the optimized reinforcement scheme for the doorway area according to the present invention. Figure 5 for Figure 4 Schematic diagram of AA section; Figure 6 for Figure 4 A schematic diagram of the BB cross section.

[0022] The diagram is labeled as follows: 1-Foundation, 2-Concrete tower section, 201-Concrete tower segment ring, 202-Doorway area, 2021-High stress area, 2022-Medium stress area, 2023-Low stress area, 2024-Dense reinforcement, 2025-Medium spacing reinforcement, 2026-Structural reinforcement, 2027-Radial reinforcement, 2028-Circumferential reinforcement; 3-Transition section, 4-Steel tower. Detailed Implementation

[0023] The technical solution of the present invention will be described in detail below with reference to the accompanying drawings and embodiments.

[0024] Example 1:

[0025] like Figures 1-6 As shown in this embodiment, a method for designing the portal opening of a wind turbine reinforced concrete tower includes the following steps: S1. Establish a refined simulation model of the overall structure of the steel-concrete tower; where the refined simulation model refers to the refined finite element model.

[0026] This step specifically includes: S101, Geometric Modeling: Based on the design parameters of the reinforced concrete tower, a three-dimensional geometric model of the tower section is established. The three-dimensional geometric model of the tower section includes, from bottom to top, a foundation 1, a concrete tower section 2, a transition section 3, and a steel tower 4. The concrete tower section 2 includes multiple concrete tower tube rings 201 arranged from bottom to top, wherein the lowest concrete tower tube ring 201 has a doorway. The transition section 3 includes a steel shell and filling concrete inside the steel shell. Both the transition section 3 and the foundation 1 are provided with prestressed anchor plates, and prestressed tendons are provided between the prestressed anchor plates. Both the concrete tower section 2 and the transition section 3 have internal tower reinforcement. S102. Material constitutive definition: The plastic damage model is adopted for concrete material, which considers the compressive damage factor and tensile damage factor of the material to simulate the plastic behavior and stiffness degradation of concrete; the bilinear kinematic hardening model is adopted for steel reinforcement material to simulate the yielding and strengthening behavior of steel reinforcement. S103, Contact Definition: The foundation 1 and the concrete tower section 2, the two adjacent concrete tower section rings 201, the concrete tower section 2 and the transition section 3, the steel shell of the transition section 3 and the internal concrete, the transition section 3 and the steel tower 4, and the prestressed anchor plate and the transition section 3 and the foundation 1 are all connected by binding.

[0027] S104. Load Arrangement: The load application point is coupled to the top of the steel tower 4. The load is applied at the application point according to the specific values ​​in the load table. Prestressing is applied to the prestressing tendons coupled to the prestressing anchor plates at both ends using a cooling method. The specific values ​​in the load table are obtained based on the parameter configuration of the wind turbine installed on the top of the steel tower 4. The location of the load application point is obtained based on the installation point at which the top of the steel tower 4 connects to the wind turbine and bears the load. The cooling method for applying prestress utilizes the thermal expansion and contraction characteristics of materials. In the finite element simulation model, the prestressing tendons are first coupled and bound to the prestressing anchor plates at both ends. Then, a preset cooling range is applied to the prestressing tendons, causing them to shrink due to the temperature decrease. Because the ends of the prestressing tendons are fixed and constrained by the anchor plates, they cannot shrink freely, thus generating tensile stress inside the prestressing tendons. This tensile stress is transferred to the anchor plates and the connected foundation 1 and transition section 3 structures, ultimately achieving the application of prestress to the steel-concrete tower.

[0028] S2. Based on the refined simulation model, perform working condition combination analysis and stress trajectory analysis. Based on the analysis results, determine the direction of the main reinforcing steel bars, and adopt reinforcement zoning design and differentiated reinforcement design to optimize the reinforcement scheme of the 202 doorway area.

[0029] This step specifically includes: S201, Working condition combination analysis: Based on the refined simulation model, calculate the stress condition and stress distribution of the doorway area 202 under various working condition combinations; S202, Stress Trajectory Analysis: Based on the stress condition and stress distribution in the doorway area 202, the main force transmission path in the doorway area 202 is determined through principal stress trajectory analysis; S203. Based on the main force transmission path of the doorway area 202, determine the direction of the main reinforcing steel bars; S204. Based on the stress distribution, a reinforcement zoning design and a differentiated reinforcement method are adopted to optimize the reinforcement scheme of the doorway area 202. Specifically, this includes: S2041. Based on the stress distribution, the doorway area 202 is divided into areas with different stress levels, and orthogonal steel mesh cages with different densities are designed for areas with different stress levels; specifically, the doorway area 202 can be divided into high-stress areas 2021 based on the stress distribution cloud map. Figure 3 (Red area in the middle), medium stress area 2022 ( Figure 3 The orange and yellow areas in the text) and the low-stress area 2023 ( Figure 3 In the green area), the high-stress area 2021 uses denser reinforcement 2024, the medium-stress area 2022 uses medium-spacing reinforcement 2025, and the low-stress area 2023 uses structural reinforcement 2026, so that the reinforcement density of the orthogonal steel mesh cage in the high-stress area 2021 is greater than that in the medium-stress area 2022, and the reinforcement density of the orthogonal steel mesh cage in the medium-stress area 2022 is greater than that in the low-stress area 2023; S2042, according to the stress distribution, the stress concentration area is determined, and the stress concentration area is strengthened by a combination of radial reinforcement 2027, circumferential reinforcement 2028, and orthogonal steel mesh cage; specifically, the stress concentration area is mainly located at the corner and upper part of the doorway area 202, and the stress concentration area is further strengthened by radial reinforcement 2027 and circumferential reinforcement 2028 on the orthogonal steel mesh cage foundation 1 in S2041.

[0030] Among them, orthogonal steel mesh cage refers to a three-dimensional steel mesh cage formed by multiple intersecting steel bars; radial reinforcement 2027 refers to a radial arrangement of multiple inclined steel bars, which connects orthogonal steel mesh cages at different positions to distribute the stress to different areas; circumferential reinforcement 2028 refers to further reinforcement by wrapping annular steel bars around the orthogonal steel mesh cage.

[0031] S3. Based on the optimized reinforcement scheme of the doorway area 202, determine the crack development of the doorway area 202 under multiple working conditions, identify sensitive parameters, and formulate crack control strategies.

[0032] This step specifically includes: S301, updating the refined simulation model of the overall structure of the steel-concrete tower based on the optimized reinforcement scheme of the doorway area 202; S302. Compare the crack development under a single working condition and a combination of multiple working conditions to determine the dominant working condition that leads to crack development; wherein, the single working condition is one of gravity load, prestressing, wind load, seismic action, concrete shrinkage and temperature change; the combination of multiple working conditions includes two or more of gravity load, prestressing, wind load, seismic action, concrete shrinkage and temperature change. S303. Using the controlled variable method, analyze the influence of different factors on crack development and determine the sensitive parameters; the influencing factors include at least concrete strength, reinforcement ratio, and prestressing arrangement. S304. Based on the dominant working conditions determined in step S302 and the sensitive parameters determined in step S303, formulate a crack optimization strategy. Specifically, if concrete shrinkage and prestressing arrangement are determined to be sensitive parameters, and the top of the tower, constrained by boundaries and subject to stress concentration, is a high-risk area for cracking, then during the formulation of design and construction requirements, strengthen material shrinkage control (e.g., increase auxiliary materials such as fibers, expansion agents, and admixtures, and strengthen early moisture retention curing), optimize the prestressing arrangement (e.g., optimize the position of prestressing anchor plates, optimize the angle of prestressing tendons, etc.), and strengthen end reinforcement and early curing management.

[0033] This invention utilizes a refined finite element model of the overall structure of the reinforced concrete tower to accurately reflect the true stress state of the portal area 202, avoiding the limitations of local analysis. The material constitutive definition of the refined finite element model adopts a model that closely matches the actual material properties, employing a concrete constitutive model that considers plastic damage. This accurately simulates the entire process of concrete cracking and damage, resulting in analysis results that are closer to engineering practice. Simultaneously, by combining working condition combinations and stress trajectory analysis to optimize reinforcement, this invention ensures the structural strength of the portal area 202 while avoiding problems such as insufficient concrete compaction and difficulty in controlling construction quality caused by excessively dense reinforcement, thus balancing structural safety and construction economy. Through crack development analysis and sensitive parameter identification, the invention accurately predicts crack development patterns, identifies highly sensitive crack zones and their controlling factors, and facilitates the development of targeted control strategies, providing a scientific basis for the safe design and construction of the portal area 202 of the reinforced concrete tower.

[0034] Example 2:

[0035] This embodiment provides an electronic device, including a processor and a memory coupled to each other. The memory stores a computer program. When the computer program is executed by the processor, the electronic device enables the wind power steel-concrete tower portal design method in Embodiment 1.

[0036] Example 3:

[0037] This embodiment provides a program product, including a computer program, which, when executed by a processor, implements the wind power steel-concrete tower portal design method in Embodiment 1.

[0038] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and are not intended to limit it. Although the present invention has been described in detail with reference to preferred embodiments, those skilled in the art should understand that modifications or equivalent substitutions can be made to the technical solutions of the present invention without departing from the spirit and scope of the technical solutions of the present invention, and all such modifications or substitutions should be covered within the scope of the claims of the present invention.

Claims

1. A wind power steel-concrete tower drum door hole design method, characterized in that, Includes the following steps: S1. Establish a detailed simulation model of the overall structure of the steel-concrete tower; S2. Based on the refined simulation model, perform working condition combination analysis and stress trajectory analysis. Based on the analysis results, determine the direction of the main reinforcing steel bars, and adopt reinforcement zoning design and differentiated reinforcement design to optimize the reinforcement scheme of the doorway area. S3. Based on the optimized reinforcement scheme for the doorway area, determine the crack development under multiple working conditions in the doorway area, identify sensitive parameters, and formulate crack control strategies.

2. The wind power steel-concrete tower drum door design method according to claim 1, characterized in that, Step S2 specifically includes: S201. Working Condition Combination Analysis: Based on the refined simulation model, calculate the stress conditions and stress distribution in the doorway area under various working condition combinations; S202, Stress Trajectory Analysis: Based on the stress conditions and stress distribution in the doorway area, the main force transmission paths in the doorway area are determined through principal stress trajectory analysis. S203. Determine the direction of the main reinforcing steel bars based on the main force transmission path in the doorway area; S204. Based on the stress distribution, adopt reinforcement zoning design and differentiated reinforcement design to optimize the reinforcement scheme of the doorway area.

3. The wind power steel-concrete tower drum door design method according to claim 2, characterized in that, Step S204 specifically includes: S2041. Based on the stress distribution, the doorway area is divided into areas with different stress levels, and orthogonal steel mesh cages with different densities are designed for areas with different stress levels. S2042. Based on the stress distribution, determine the stress concentration area, and strengthen the stress concentration area by using a combination of radial reinforcement, circumferential reinforcement, and orthogonal steel mesh cage.

4. The wind power steel-concrete tower section door design method according to claim 2, characterized in that, The combination of multiple working conditions in step S201 includes two or more of the following: gravity load, prestress, wind load, seismic action, concrete shrinkage, and temperature change.

5. The wind turbine steel-concrete tower section door design method of claim 1, wherein Step S3 specifically includes: S301. Based on the optimized reinforcement scheme for the doorway area, update the refined simulation model of the overall structure of the steel-concrete tower. S302. Compare the crack development under a single working condition and a combination of multiple working conditions to determine the dominant working condition that leads to crack development; wherein, the single working condition is one of gravity load, prestress, wind load, seismic action, concrete shrinkage and temperature change. S303. Using the controlled variable method, analyze the influence of different factors on crack development and determine the sensitive parameters; the influencing factors include at least concrete strength, reinforcement ratio, and prestressing arrangement. S304. Formulate a crack optimization strategy based on the dominant working condition determined in step S302 and the sensitive parameters determined in step S303.

6. The wind turbine steel-concrete tower section door design method of claim 1, wherein Step S1 specifically includes: S101. Geometric Modeling: Based on the design parameters of the reinforced concrete tower, a three-dimensional geometric model of the tower section is established. The three-dimensional geometric model of the tower section includes, from bottom to top, a foundation, a concrete tower section, a transition section, and a steel tower. The concrete tower section includes multiple concrete tower segment rings from bottom to top, wherein the lowest concrete tower segment ring has a doorway. The transition section includes a steel shell and filling concrete inside the steel shell. Both the transition section and the foundation are equipped with prestressed anchor plates, and prestressing tendons are provided between the prestressed anchor plates. Both the concrete tower section and the transition section contain tower reinforcement bars. S102. Material constitutive definition: The plastic damage model is adopted for concrete material, which considers the compressive damage factor and tensile damage factor of the material to simulate the plastic behavior and stiffness degradation of concrete; the bilinear kinematic hardening model is adopted for steel reinforcement material to simulate the yielding and strengthening behavior of steel reinforcement. S103. Contact definition: The foundation and the concrete tower section, the two adjacent concrete tower tube rings, the concrete tower section and the transition section, the transition section steel shell and the internal concrete, the transition section and the steel tower, and the prestressed anchor plate and the transition section and the foundation are all connected by binding. S104. Load Arrangement: The load application point is coupled to the top of the steel tower. The load is applied at the application point according to the specific values ​​in the load table. The prestressing tendons coupled to the prestressing anchor plates at both ends are prestressed by the cooling method.

7. An electronic device, comprising: It includes a processor and a memory coupled together, wherein the memory stores a computer program, and when the computer program is executed by the processor, the electronic device enables the wind power steel-concrete tower portal design method as described in any one of claims 1 to 6.

8. A program product, characterized by: The system includes a computer program that, when executed by a processor, implements the wind power reinforced concrete tower portal design method as described in any one of claims 1 to 6.

Images