A tower design method and device based on integrated verification of hybrid tower wind turbines
By adopting an integrated verification method and an automated closed-loop process, the problems of low safety and efficiency in the design of hybrid tower wind turbines have been solved, achieving higher design safety and reliability and simplifying the design process.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- HUNAN UNIV
- Filing Date
- 2026-01-20
- Publication Date
- 2026-06-09
Smart Images
Figure CN122174526A_ABST
Abstract
Description
Technical Field
[0001] This invention relates to the field of wind power engineering design technology, specifically to a tower design method and device based on integrated verification of hybrid tower wind turbines. Background Technology
[0002] Wind energy, as a clean and renewable energy source, has achieved leapfrog development in the past 20 years. Currently, the development of high-quality onshore wind energy resources in my country is nearing saturation, and the focus of the wind power industry is gradually shifting to low-wind-speed areas. The efficient development and utilization of low-wind-speed wind energy resources has become an important direction for promoting the sustainable development of my country's wind energy industry. Against this backdrop, increasing tower height to capture higher and more stable wind energy has become an effective way to improve the power generation and economic efficiency of low-wind-speed wind turbines. Concrete-steel hybrid towers (hereinafter referred to as "hybrid tower wind turbine towers") are widely considered the preferred structural form for high-tower projects due to their comprehensive advantages in structural strength, material cost, and construction feasibility. Their reliability is directly related to the operational safety of the entire wind turbine unit.
[0003] Unlike the towering structures in traditional civil engineering, hybrid tower wind turbines are typical electromechanical-civil engineering coupled systems. During operation, they are not only subject to active adjustments from the wind turbine's servo control strategies (such as yaw and pitch maneuvers), but also must withstand complex aerodynamic loads and dynamic excitations, mainly including the aerodynamic thrust and torque generated by the rotor, as well as the dynamic imbalance effects during rotation. These loads have significant dynamic and stochastic characteristics, placing the tower structure in a complex stress state.
[0004] Traditional hybrid-tower wind turbine tower design methods employ a "separate" verification approach, decoupling the supporting structure (hybrid-tower tower) from the upper nacelle-rotor system (wind turbine). This analysis fails to adequately consider the dynamic coupling characteristics between the supporting structure and the upper rotating system, simplifying the nacelle and rotor as static or equivalent dynamic loads applied to the top of the tower. This decoupling method struggles to accurately reflect the overall dynamic response of the hybrid-tower wind turbine tower during actual operation, potentially leading to safety hazards in the final tower design. Furthermore, if relevant verifications fail during the design process, the design parameters of the hybrid-tower wind turbine tower often require manual modification and repeated modeling and analysis, a cumbersome and inefficient process prone to design errors. Summary of the Invention
[0005] The technical problem to be solved by the present invention is to provide a tower design method and device based on integrated verification of hybrid tower wind turbines, which aims to improve the safety, reliability and design efficiency of hybrid tower wind turbine tower design.
[0006] To solve the above-mentioned technical problems, the technical solution adopted by the present invention is as follows: A tower design method based on integrated verification of hybrid tower wind turbines includes the following steps: S101, Determine the basic design parameters of the hybrid tower fan; S102, Based on the basic design parameters of the hybrid tower wind turbine, perform preliminary parameter design of the hybrid tower wind turbine tower according to the preliminary design rules to obtain a preliminary design parameter set, and use the preliminary design parameter set as the current design parameter set; S103: Based on the current design parameter set and the basic design parameters of the hybrid tower wind turbine, perform the first structural safety check according to the first check rule. If the check passes, the current design parameter set is used as the design parameter set to be verified. If the check fails, the current design parameter set is automatically adjusted according to the check result and the first optimization rule, and the adjusted parameter set is used as the new current design parameter set. Then, return to step S103. S104. Based on the set of design parameters to be verified, establish a finite element model of the hybrid tower wind turbine tower and use the finite element model as the current design model. S105, integrates the current design model and the pre-built unit dynamics model for coupled simulation analysis to obtain key simulation data; S106. Based on the key simulation data and the second verification rule, a second structural safety verification is performed. If the verification passes, the current design parameter set is taken as the final design parameter set. If the verification fails, the current design parameter set is automatically adjusted according to the verification result and the second optimization rule, and the adjusted parameter set is taken as the new current design parameter set. Then, the process returns to step S103.
[0007] Optionally, the basic design parameters of the hybrid tower wind turbine include some or all of the wind condition parameters, site parameters, material parameters, design criteria, and unit parameters. The wind condition parameters include some or all of the following: reference wind speed, turbulence intensity, air density, and wind shear index. The site parameters include some or all of the following: site category, foundation type and stiffness. The material parameters include: some or all of the following: concrete strength grade, prestressed steel strength grade, and steel strength grade. The design criteria include: target safety level, minimum blade tip clearance, and some or all of the tower frequency avoidance range; The unit parameters include: rotor diameter, rated power, nacelle mass, impeller mass, rated speed, and some or all of the servo control parameters.
[0008] Optionally, in step S102, performing preliminary parameter design of the hybrid-tower wind turbine tower according to the preliminary design rules to obtain the preliminary design parameter set includes: determining the initial geometric parameters, initial material parameters, and initial reinforcement parameters of each concrete tower section of the hybrid-tower wind turbine tower; and integrating the initial geometric parameters, initial material parameters, and initial reinforcement parameters of each concrete tower section into the current design parameter set. The initial geometric parameters include: initial tower height, initial tower bottom radius, initial concrete tower section wall thickness, initial taper, and initial ratio of steel tower section to concrete tower section. The initial material parameters include: initial concrete strength grade, initial steel reinforcement strength grade, initial ultimate tensile strength of prestressed tendons and their initial tension; The initial reinforcement parameters include: initial circumferential reinforcement ratio, initial longitudinal reinforcement ratio, reinforcement spacing, and protective layer thickness.
[0009] Optionally, determining the initial geometric parameters of the hybrid tower wind turbine includes: Determine the initial tower height and the initial hub height, and the hub height must meet the following conditions: , , in, Indicates the design cut-in wind speed. Indicates the design cut-off wind speed. Indicates altitude, Indicates height Wind speed at the location, The reference wind speed at hub height is determined based on the wind turbine generator's class. This represents the wind shear index. Indicates the diameter of the wind turbine. The initial hub height is obtained by subtracting the distance from the center of the nacelle hub to the bottom of the yaw bearing from the determined initial hub height. Determine the initial tower base radius: ,in, Indicate the radius of the tower base; determine the initial concrete tower section wall thickness as follows: ,in Indicates wall thickness. Indicate the tower radius; determine the initial taper as 1%; determine the initial ratio of steel tower section to concrete tower section as 1:6; The initial material parameters for the hybrid tower wind turbine include: determining the initial concrete strength grade as C70; determining the initial steel reinforcement strength grade as HRB400; determining the initial ultimate tensile strength of the prestressed tendons as 1860 MPa; and determining the initial tension of the prestressed tendons as 1380 MPa. The initial reinforcement parameters for each concrete tower section of the tower wind turbine include: determining the initial circumferential reinforcement ratio of each concrete tower section to be 0.4%; determining the initial longitudinal reinforcement ratio of each concrete tower section to be 0.8%; determining the reinforcement spacing to be 200mm; and determining the concrete cover thickness according to the preset environmental level.
[0010] Optionally, in step S103, based on the current design parameter set and the basic design parameters of the hybrid tower wind turbine, the first structural safety check is performed according to the first check rule, including: S201, Generate ultimate load and fatigue load spectra for performing the first structural safety check on the hybrid tower wind turbine tower based on wind condition parameters and unit parameters; S202, determine the calculated sections of the concrete tower section in the hybrid tower wind turbine tower, perform flexural bearing capacity verification under the ultimate limit state, principal tensile stress verification under the serviceability limit state, and fatigue verification on each calculated section of the concrete tower section, and perform axial stability verification on the steel tower section in the hybrid tower wind turbine tower. If all verifications pass, the first structural safety check is deemed to have passed; otherwise, the first structural safety check is deemed to have failed.
[0011] Optionally, step S103, which involves automatically adjusting the current design parameter set based on the verification results and the first optimization rule, includes: If the flexural bearing capacity under the ultimate limit state of the calculated section fails the verification, take some or all of the following measures: increase the radius of the calculated section of the tower, increase the wall thickness of the concrete tower section, and increase the longitudinal reinforcement ratio. If the compressive bearing capacity under the ultimate limit state of the calculated section fails the verification, some or all of the following measures shall be taken: increase the concrete strength grade, increase the steel reinforcement strength grade, increase the longitudinal steel reinforcement ratio, and increase the wall thickness of the concrete tower section. If the calculation of the principal tensile stress under the serviceability limit state of the cross section fails, some or all of the following measures shall be taken: increase the initial tension of the prestressing tendons, increase the strength grade of the steel bars, and increase the longitudinal reinforcement ratio. If the calculation of the principal compressive stress under the normal serviceability limit state of the cross section fails, some or all of the following measures shall be taken: increase the concrete strength grade, increase the longitudinal reinforcement ratio, and increase the wall thickness of the concrete tower section. If the fatigue verification of the calculated section fails, some or all of the following measures shall be taken: increase the initial tension of the prestressing tendons, increase the radius of the top surface of the tower, and reduce the ratio of steel tower section to concrete tower section. If the axial stability calculation of the steel tower section fails, the radius of the tower bottom surface shall be increased. After automatically adjusting the current design parameter set, the longitudinal reinforcement ratio must be within the preset first value range, the circumferential reinforcement ratio must be within the preset second value range, and the reinforcement spacing must be within the preset third value range.
[0012] Optionally, in step S104, a finite element model of the hybrid tower wind turbine is established using Abaqus; in step S105, the pre-constructed unit dynamics model is a multibody dynamics model including the impeller, nacelle, and transmission chain, constructed using Simpack.
[0013] Optionally, S105, the current design model and the pre-built unit dynamics model are integrated into a coupled simulation analysis to obtain key simulation data, including; In Abaqus, the connection node between the nacelle and the top of the tower is defined as an interface node to output the dynamic response results of the tower and receive the dynamic response results of the impeller and the nacelle. In Simpack, the connection node between the nacelle and the top of the tower is defined as an interface node to output the dynamic response results of the impeller and the nacelle, while receiving the dynamic response results of the tower. An interface program for co-simulation is defined in Simulink to realize simulation data transmission and analysis step time coordination between Simulink and Abaqus. In each analysis step, Simpack transmits the calculated wind turbine aerodynamic thrust, torque and nacelle motion response as load boundary conditions to the current design model in Abaqus. After Abaqus solves the problem, it feeds back the dynamic displacement and velocity response of the tower top to Simpack.
[0014] Optionally, the key simulation data includes the maximum principal tensile stress, maximum principal compressive stress, maximum displacement at the top of the tower, and vibration frequency of the tower unit; the second structural safety check includes the following judgment items: determining whether the maximum principal tensile stress is less than the design value of the axial tensile strength of the concrete, determining whether the maximum principal compressive stress is less than the design value of the axial compressive strength of the concrete, determining whether the maximum displacement at the top of the tower is less than a preset displacement threshold, and determining whether the vibration frequency is outside the preset tower frequency avoidance range; if any of the above judgment results are negative, the second structural safety check is deemed to have failed; The current design parameter set is automatically adjusted based on the verification results and the second optimization rule, including: If the maximum principal tensile stress is greater than the design value of the axial tensile strength of concrete, some or all of the following measures shall be taken: increase the initial tension of the prestressing tendons, increase the strength grade of the steel bars, and increase the longitudinal reinforcement ratio. If the maximum principal compressive stress is greater than the design value of the axial compressive strength of concrete, some or all of the following measures shall be taken: increase the concrete strength grade of the tower section where the section is located, increase the longitudinal reinforcement ratio, and increase the wall thickness of the concrete tower section. If the maximum displacement at the top of the tower exceeds the preset displacement threshold, some or all of the following measures shall be taken: increase the initial tension of the prestressing tendons, increase the radius of the top surface of the tower, and increase the wall thickness of the concrete tower section. If the vibration frequency is within the tower frequency avoidance range, some or all of the following measures should be taken: increase the taper and reduce the ratio of steel tower section to concrete tower section.
[0015] Furthermore, the present invention also discloses a tower design device based on integrated verification of hybrid tower wind turbines, comprising a microprocessor and a memory interconnected thereto, wherein the microprocessor is programmed or configured to execute the tower design method based on integrated verification of hybrid tower wind turbines.
[0016] Compared with the prior art, the present invention has the following main advantages: 1) Steps S101 to S106 together construct an automated closed-loop process covering the entire design lifecycle, significantly improving design efficiency and standardization. The core of this process is that when the first structural safety check (S103) fails, the current design parameter set is automatically adjusted according to the first optimization rule, and the process immediately returns to re-execute step S103 for iterative check and optimization. When the second structural safety check fails, the parameter set is similarly automatically adjusted according to the second optimization rule, and the process returns to step S103 to restart the complete design iteration process, including the first check. More importantly, this method stipulates that only the design parameter set to be verified (i.e., the design that passes the first check) will proceed to step S104 to establish the finite element model of the hybrid tower wind turbine tower. This ensures that the design basis used in simulation is reliable and compliant. The entire feedback loop of "design-check-simulation-check-redesign" minimizes manual intervention and repetitive work, ensuring process continuity and data consistency, thereby significantly improving design efficiency.
[0017] Furthermore, this invention integrates the current design model with the pre-constructed unit dynamics model through a coupled simulation analysis in step S105. This accurately simulates the dynamic interactions between aerodynamics, servo systems, and structure, thereby obtaining key simulation data reflecting the overall dynamic response of the hybrid-tower wind turbine tower under actual operating conditions. Based on this high-fidelity data, a second structural safety check is performed, and the conclusions can more realistically and accurately evaluate the design's performance under complex coupled environments. This verification process, centered on high-fidelity coupled simulation, overcomes the shortcomings of traditional "separate" design methods, such as distorted dynamic response and inaccurate evaluation, significantly improving the safety and reliability of the final design scheme. Attached Figure Description
[0018] Figure 1 This is a flowchart illustrating the tower design method based on the integrated verification of hybrid tower wind turbines according to the present invention. Detailed Implementation
[0019] The following will combine Figure 1 The technical solution of the present invention will be further described in detail below.
[0020] Figure 1 This paper illustrates an embodiment of a tower design method based on integrated verification of hybrid tower wind turbines according to the present invention. The tower design method based on integrated verification of hybrid tower wind turbines in this embodiment includes the following steps: S101, Determine the basic design parameters of the hybrid tower fan; S102, Based on the basic design parameters of the hybrid tower wind turbine, the preliminary parameter design of the hybrid tower wind turbine tower is carried out according to the preliminary design rules to obtain the preliminary design parameter set, and the preliminary design parameter set is used as the current design parameter set; S103: Based on the current design parameter set and the basic design parameters of the hybrid tower wind turbine, perform the first structural safety check according to the first check rule. If the check passes, the current design parameter set is used as the design parameter set to be verified. If the check fails, the current design parameter set is automatically adjusted according to the check result and the first optimization rule, and the adjusted parameter set is used as the new current design parameter set. Then, return to step S103. S104. Based on the set of design parameters to be verified, a finite element model of the hybrid tower wind turbine is established, and this finite element model is used as the current design model. S105, integrates the current design model and the pre-built unit dynamics model for coupled simulation analysis to obtain key simulation data; S106. Based on key simulation data and the second verification rule, perform the second structural safety verification. If the verification passes, it indicates that the design meets the working condition performance requirements, and the current design parameter set is taken as the final design parameter set. If the verification fails, it indicates that the design does not meet the working condition performance requirements. The current design parameter set is automatically adjusted according to the verification result and the second optimization rule, and the adjusted parameter set is taken as the new current design parameter set. Then, return to step S103.
[0021] This embodiment is based on a tower design method for integrated verification of hybrid-tower wind turbines. Steps S101 to S106 together construct an automated closed-loop process covering the entire design cycle, significantly improving design efficiency and standardization. Its core lies in the fact that when the first structural safety verification (S103) fails, the current design parameter set is automatically adjusted according to the first optimization rule, and the process immediately returns to re-execute step S103 for iterative verification and optimization. When the second structural safety verification fails, the parameter set is similarly automatically adjusted according to the second optimization rule, and the process returns to step S103 to restart the complete design iteration process, including the first verification. More importantly, this method stipulates that only the design parameter set to be verified (i.e., the design that passes the first verification) will enter step S104 to establish the finite element model of the hybrid-tower wind turbine tower. This ensures that the design basis used in simulation is reliable and compliant. The entire feedback loop of "design-verification-simulation-verification-redesign" minimizes manual intervention and repetitive work, ensuring process continuity and data consistency, thereby significantly improving design efficiency. Furthermore, this embodiment integrates the current design model with the pre-built unit dynamics model through step S105, enabling accurate simulation of the dynamic interactions between aerodynamics, servo systems, and structure. This allows for the acquisition of key simulation data reflecting the overall dynamic response of the hybrid-tower wind turbine tower under actual operating conditions. Based on this high-fidelity data, a second structural safety check is performed, providing a more realistic and accurate assessment of the design's performance in complex coupled environments. This verification process, centered on high-fidelity coupled simulation, overcomes the shortcomings of traditional "separate" design methods, such as distorted dynamic response and inaccurate evaluation, significantly improving the safety and reliability of the final design scheme.
[0022] Furthermore, in this embodiment, the basic design parameters of the hybrid tower wind turbine include wind condition parameters, site parameters, material parameters, design criteria, and unit parameters; Wind parameters include: reference wind speed, turbulence intensity, air density, and wind shear index; Site parameters include: site type, foundation type and stiffness; Material parameters include: concrete strength grade, prestressed steel strength grade, and steel reinforcement strength grade; Design criteria include: target safety level, minimum blade tip clearance, and some or all of the tower frequency avoidance range; The unit parameters include: rotor diameter, rated power, nacelle mass, impeller mass, rated speed, and servo control parameters.
[0023] Corresponding to the above, in other feasible embodiments, the specific composition or numerical range of the basic design parameters of the hybrid tower wind turbine can be adjusted according to the design requirements of the specific project. Such adjustments include, but are not limited to: using a subset of the parameter set in this embodiment, supplementing other relevant design parameters not covered in this embodiment, or adjusting the correlation and constraint logic between the parameters.
[0024] Furthermore, in this embodiment, step S102, performing preliminary parameter design of the hybrid tower wind turbine tower according to the preliminary design rules to obtain the preliminary design parameter set includes: determining the initial geometric parameters, initial material parameters and initial reinforcement parameters of each concrete tower section of the hybrid tower wind turbine tower, and integrating the initial geometric parameters, initial material parameters and initial reinforcement parameters of each concrete tower section into the current design parameter set; The initial geometric parameters include: initial tower height, initial tower bottom radius, initial concrete tower section wall thickness, initial taper, and initial ratio of steel tower section to concrete tower section; Initial material parameters include: initial concrete strength grade, initial steel reinforcement strength grade, initial ultimate tensile strength of prestressed tendons and their initial tension; The initial reinforcement parameters include: initial circumferential reinforcement ratio, initial longitudinal reinforcement ratio, reinforcement spacing, and protective layer thickness.
[0025] Furthermore, in this embodiment, determining the initial geometric parameters of the hybrid tower wind turbine includes: Determine the initial tower height and hub height, and the hub height must meet the following conditions: , (1) in, Indicates the design cut-in wind speed. Indicates the design cut-off wind speed. Indicates altitude, Indicates height Wind speed at the location, The reference wind speed at hub height is determined based on the wind turbine generator's class. This represents the wind shear index. Indicates the diameter of the wind turbine. This indicates the hub height; the initial tower height is obtained by subtracting the distance from the center of the nacelle hub to the bottom of the yaw bearing from the determined initial hub height (since the relevant parameters of the wind turbine are known in advance, the distance from the center of the nacelle hub to the bottom of the yaw bearing is a known parameter in the design process). Determine the initial tower base radius: ,in, Indicate the radius of the tower base; determine the initial concrete tower section wall thickness as follows: ,in Indicates wall thickness. Indicate the tower radius; determine the initial taper as 1%; determine the initial ratio of steel tower section to concrete tower section as 1:6; Determining the initial material parameters of the hybrid tower wind turbine tower includes: determining the initial concrete strength grade as C70; determining the initial steel reinforcement strength grade as HRB400; determining the initial ultimate tensile strength of the prestressed tendons as 1860 MPa; and determining the initial tension of the prestressed tendons as 1380 MPa. These initial material parameters can be directly obtained from the material parameters in the basic design parameters of the hybrid tower wind turbine.
[0026] The initial reinforcement parameters for each concrete tower section of the tower wind turbine include: determining the initial circumferential reinforcement ratio of each concrete tower section to be 0.4%; determining the initial longitudinal reinforcement ratio of each concrete tower section to be 0.8%; determining the reinforcement spacing to be 200mm; and determining the concrete cover thickness according to the preset environmental level (specifically, the value is taken according to the requirements of 8.2 of the "Code for Design of Concrete Structures").
[0027] It should be noted that the rules for determining the initial geometric parameters, initial material parameters, and initial reinforcement parameters of each concrete tower section are merely to provide a reasonable starting point for automated iteration. In other embodiments of the present invention, those skilled in the art can adaptively adjust the initial geometric parameters, initial material parameters, and initial reinforcement parameters or determination rules of each concrete tower section according to specific design specifications, project requirements, or optimization objectives. Such adjustments do not affect the core process and beneficial effects of the automated closed-loop design method described in this invention.
[0028] In this embodiment, step S103, based on the current design parameter set and the basic design parameters of the hybrid tower wind turbine, performs the first structural safety check according to the first check rule, including: S201, based on wind condition parameters and unit parameters, generates the ultimate load and fatigue load spectrum for performing the first structural safety check on the tower of the hybrid tower wind turbine (generated according to standard IEC 61400-1). S202. Determine the calculated sections of the concrete tower section in the hybrid tower wind turbine tower. Perform flexural capacity verification under the ultimate limit state, principal tensile stress verification and principal compressive stress verification under the serviceability limit state, and fatigue verification on each calculated section of the concrete tower section (according to the relevant provisions in "GB 50010-2010 Code for Design of Concrete Structures", "NB / T 10907-2021 Code for Design of Concrete-Steel Hybrid Towers for Wind Turbines", and "Standard for Design of Tall Structures GB50135-2019"). Perform axial stability verification on the steel tower section in the hybrid tower wind turbine tower. If all verifications pass, the first structural safety check is deemed passed; otherwise, the first structural safety check is deemed not passed.
[0029] Corresponding to the previous paragraph, it should be noted that the concrete tower segment includes multiple concrete tower sections, and the upper and lower ends of each tower section are used as calculation sections. Flexural bearing capacity of each calculated section of the concrete tower segment under ultimate bearing capacity state and compressive bearing capacity Must meet: (2) (3) in, Represents the axial pressure on the calculated section ; This represents the bending moment of the calculated section row; Calculate the flexural bearing capacity of the section and compressive bearing capacity According to Article 6.3.1 of the "Standard for Design of Tall Structures GB 50135-2019", the calculation formula is as follows: (4) (5) in, This represents the design value of the concrete compressive strength; This represents the design value of the tensile strength of non-prestressed longitudinal reinforcement; This represents the design value of the tensile strength of prestressed steel bars; This represents the design value of the compressive strength of prestressed steel bars; This represents the total cross-sectional area of the non-prestressed longitudinal reinforcement on the calculated section; This represents the total cross-sectional area of the prestressed steel bars on the calculated section; Indicates the average radius of the calculated cross section; This indicates the radius of the prestressed steel bars arranged on the calculated section; This indicates the tensile stress in the prestressed steel bars under depressurization conditions. This indicates that the reduction factor for the concrete strength of the equivalent rectangular compression zone of the calculated section has been taken into account, and the value can be taken according to the "Design Standard for Tall Structures GB 50135-2019"; θ 1 indicates the half-angle of the cavity in the compression zone of the calculated section. θ 2 indicates the half-angle of the hole in the tension zone of the calculated section; The formula for calculating the half-angle coefficient of tensile reinforcement is: (6) , A and B are intermediate variables, and the calculation formulas are as follows: (7) (8) (9) Under normal serviceability limit state, calculate the principal tensile stress of the cross section. and principal compressive stress Calculated according to the "Design Standard for Tall Structures GB 50135-2019": (10) (11) in, This represents the axial force exerted by the prestressed steel reinforcement on the calculated section; This represents the axial force at the cross section under the standard combination of load effects; The equivalent cross-sectional area, representing the area of the calculated section, is expressed as follows: (12); s 2 is an intermediate variable, and its expression is: (13) As an intermediate variable, its expression is: (14) As an intermediate variable, its expression is: (15) The eccentricity of the axial force about the center of the calculated section is expressed as: (16) This represents the distance from the center of the cross-section to the center of the calculated cross-section. It is expressed as: (17) For large eccentric compression conditions e 0k > r co Calculate the compressive stress of the concrete in the compression zone of the cross section. Also with the half angle of the compression zone of the cross section related, By solving equation (18), we obtain: (18) According to the "Code for Design of Concrete Structures GB50010-2010", the principal tensile and compressive stresses of prestressed concrete flexural members should be checked separately for the concrete section. For example, for members with a first-level crack control rating, the principal tensile stress of the calculated section should be... and principal compressive stress It should meet the following requirements: (19) Fatigue verification of each calculated section of the concrete tower segment was performed using the Palmgren-Miner cumulative damage method provided in the standard "fib Model Code for Concrete Structures 2010". When equation (20) is satisfied, the fatigue design requirements are considered to be met. (20) in, Indicates fatigue damage; Indicates the total number of [items] within the service life. A different range of fatigue stress; Indicates the first The number of stress cycles corresponding to each fatigue stress range; Indicates the first The fatigue stress range corresponds to - The number of resistance events on the curve (stress-life curve); Axial stability calculations were performed on the steel tower section of the hybrid-type wind turbine tower. The steel tower section can be considered as a cylindrical shell. The critical instability stress of an ideal cylindrical shell under axial pressure is shown in equation (21): (twenty one) in, Indicates the radius of the mid-surface of the cylindrical shell; Indicates the wall thickness of the cylindrical shell; Indicates the length of the cylindrical shell; The coefficients in the critical instability stress formula are determined according to the following rules: when hour, ; when hour, ; when hour, ; in, Indicates the slenderness ratio. ; The elongated cylindrical shell should also satisfy equation (22): (twenty two) Critical buckling stress formula coefficients for a long cylindrical shell under axial pressure The value can be calculated according to formula (23): (twenty three) in, This represents the design stress value along the meridian direction of the shell. This represents the stress component along the meridian caused by the bending moment; This represents the stress component along the meridian direction generated by the axial force.
[0030] The standard value of the actual axial instability critical stress of the cylindrical shell is calculated according to formula (24): (twenty four) in, This represents the reduction factor, the value of which is given in equation (25): (25) For long cylindrical shells (26) The design value of the actual axial instability critical stress of the cylindrical shell is calculated according to formula (27): (27) in, This represents the partial factor for materials, with a value of 1.2. Design value of normal stress of cylindrical shell If equation (28) is satisfied, axial instability will not occur: (28) in, This represents the design value of the normal stress generated by the external load along the meridian of the cylindrical shell at the outer diameter.
[0031] Furthermore, in this embodiment, step S103, which involves automatically adjusting the current design parameter set based on the verification results and the first optimization rule, includes: If the flexural bearing capacity under the ultimate limit state of the calculated section fails the verification, take some or all of the following measures: increase the radius of the calculated section of the tower, increase the wall thickness of the concrete tower section, and increase the longitudinal reinforcement ratio. If the compressive bearing capacity under the ultimate limit state of the calculated section fails the verification, some or all of the following measures shall be taken: increase the concrete strength grade, increase the steel reinforcement strength grade, increase the longitudinal steel reinforcement ratio, and increase the wall thickness of the concrete tower section. If the calculation of the principal tensile stress under the serviceability limit state of the cross section fails, some or all of the following measures shall be taken: increase the initial tension of the prestressing tendons, increase the strength grade of the steel bars, and increase the longitudinal reinforcement ratio. If the calculation of the principal compressive stress under the normal serviceability limit state of the cross section fails, some or all of the following measures shall be taken: increase the concrete strength grade, increase the longitudinal reinforcement ratio, and increase the wall thickness of the concrete tower section. If the fatigue verification of the calculated section fails, some or all of the following measures shall be taken: increase the initial tension of the prestressing tendons, increase the radius of the top surface of the tower, and reduce the ratio of steel tower section to concrete tower section. If the axial stability calculation of the steel tower section fails, the radius of the tower bottom surface shall be increased. After automatically adjusting the current design parameter set, the longitudinal reinforcement ratio must be within the preset first value range (in this embodiment, the first value range is not less than 0.4%), the circumferential reinforcement ratio must be within the preset second value range (in this embodiment, the second value range is not less than 0.8%), and the reinforcement spacing must be within the preset third value range (in this embodiment, the third value range is not greater than 200mm).
[0032] As an optional implementation method, when the relevant verification of a calculated section fails, the measures taken can be divided into overall adjustment measures acting on all concrete tower sections and local adjustment measures acting on the tower section where the calculated section is located. Overall adjustment measures include: increasing the tower radius of the calculated section, increasing the initial tension of the prestressing tendons, increasing the tower wall thickness of the concrete tower section, increasing the initial tension of the prestressing tendons, increasing the top radius of the tower, and increasing the bottom radius of the tower. Local adjustment measures include: increasing the concrete strength grade, increasing the steel reinforcement strength grade, and increasing the longitudinal reinforcement ratio. It should be noted that increasing the calculated cross-sectional radius of the tower refers to increasing the calculated cross-sectional radius of the tower while keeping the bottom radius of the tower unchanged. The new taper is calculated based on the modified calculated cross-sectional radius and the bottom radius of the tower. Increasing the top radius of the tower is done while keeping the bottom radius unchanged; the new taper is recalculated using the modified top and bottom radii of the tower. Similarly, increasing the bottom radius is done while keeping the top radius unchanged; the new taper is calculated using the modified bottom and top radii of the tower. Of course, in other embodiments, the relevant measures can be applied to all concrete tower sections.
[0033] Further, in this embodiment, in step S104, a finite element model of the hybrid-tower wind turbine tower is established using Abaqus; in step S105, the pre-constructed unit dynamics model is a multibody dynamics model including the impeller, nacelle, and drive train, constructed using Simpack. Step S105 involves performing integrated coupled simulation analysis of the current design model and the pre-constructed unit dynamics model to obtain key simulation data, including: In Abaqus, the connection node between the nacelle and the top of the tower is defined as an interface node to output the dynamic response results of the tower and receive the dynamic response results of the impeller and the nacelle. In Simpack, the connection node between the nacelle and the top of the tower is defined as an interface node to output the dynamic response results of the impeller and the nacelle, while receiving the dynamic response results of the tower. An interface program for co-simulation is defined in Simulink to achieve simulation data transmission and analysis step time coordination between Simulink and Abaqus. Within each analysis step, Simpack transmits the calculated aerodynamic thrust, torque, and nacelle motion response of the wind turbine as load boundary conditions to the current design model in Abaqus. After solving the problem, Abaqus feeds back the dynamic displacement and velocity response at the top of the tower to Simpack. In this way, the dynamic interaction between aerodynamics, servo systems, and structure can be accurately simulated, thereby enabling high-fidelity simulation of the fully coupled dynamic behavior of hybrid tower wind turbines in actual operation, which is beneficial for the reliability of subsequent second safety checks.
[0034] Furthermore, in this embodiment, the key simulation data includes the maximum principal tensile stress, maximum principal compressive stress, maximum displacement at the top of the tower, and vibration frequency of the tower unit; the second structural safety check includes the following judgment items: judging whether the maximum principal tensile stress is less than the design value of the axial tensile strength of the concrete, judging whether the maximum principal compressive stress is less than the design value of the axial compressive strength of the concrete, judging whether the maximum displacement at the top of the tower is less than a preset displacement threshold, and judging whether the vibration frequency is outside the preset tower frequency avoidance range; if any of the above judgment results are negative, the second structural safety check is deemed to have failed. The current design parameter set is automatically adjusted based on the verification results and the second optimization rule, including: If the maximum principal tensile stress is greater than the design value of the axial tensile strength of concrete, some or all of the following measures shall be taken: increase the initial tension of the prestressing tendons, increase the strength grade of the steel bars, and increase the longitudinal reinforcement ratio. If the maximum principal compressive stress is greater than the design value of the axial compressive strength of concrete, some or all of the following measures shall be taken: increase the concrete strength grade of the tower section where the section is located, increase the longitudinal reinforcement ratio, and increase the wall thickness of the concrete tower section. If the maximum displacement at the top of the tower exceeds the preset displacement threshold, some or all of the following measures shall be taken: increase the initial tension of the prestressing tendons, increase the radius of the top surface of the tower, and increase the wall thickness of the concrete tower section. If the vibration frequency is within the tower frequency avoidance range, some or all of the following measures should be taken: increase the taper and reduce the ratio of steel tower section to concrete tower section.
[0035] As an optional implementation, the execution of adjustment measures for automatically adjusting the current design parameter set according to the first and second optimization rules follows a preset priority order, specifically: material parameter adjustment (excluding prestressed parameters related to the ultimate tensile strength of prestressed tendons and the initial tension of prestressed tendons) → geometric parameter adjustment → reinforcement parameter adjustment → prestress parameter adjustment. When a single type of adjustment measure of the current priority still cannot meet the verification requirements, the preset design script will automatically start the adjustment measure of the next priority; if there are multiple optional measures within the same priority, the system will prioritize trying a single adjustment, and if a single adjustment is ineffective, it can automatically start multiple combined adjustments within the same priority; if all priority adjustment measures have been tried and still cannot meet the verification requirements, the system will simultaneously start a multi-level combined adjustment strategy according to the above priority order. Prioritizing material adjustments (such as increasing the concrete grade and steel reinforcement strength grade) or slightly optimizing geometric dimensions is generally more economical than increasing reinforcement over a large area.
[0036] As an optional implementation, steps S102 to S106 are executed automatically by an integrated parameter design script (e.g., a Python script). This script uses the basic design parameters of the hybrid tower wind turbine determined in step S101 as input variables. It drives and controls the automatic operation and iterative loop of the entire design process by calling embedded preliminary design rules, first and second verification rules, and first and second optimization rules. Specifically, the script first performs the preliminary parameter design in step S102 based on the input variables, generating an initial set of current design parameters. Then, the script automatically enters the loop of step S103: calling the first verification rule for verification. If the verification fails, the first optimization rule is immediately called to adjust the parameter set, and the verification is re-evaluated based on the new parameter set until it passes. After passing, the script automatically generates the tower design calculation sheet and outputs the design parameter set to be verified to a JSON format data file. The script then reads the data file and, by calling the Abaqus interface, automatically executes steps S104, including geometry creation, material allocation, mesh generation, prestressing, setting contact relationships between tower sections, and defining boundary conditions, generating a parameterized finite element model of the hybrid-tower wind turbine tower. In step S105, the script further acts as the scheduling core, coordinating data exchange and coupled solution between the generated finite element model of the hybrid-tower wind turbine tower and the pre-built multibody dynamics model of the unit through the Simulink interface, completing integrated coupled simulation and extracting key simulation data. Finally, the script executes step S106: evaluating the simulation data using the second verification rule. If the verification fails, the second optimization rule is called to generate a parameter adjustment scheme, and the script automatically jumps back to the entry point of step S103 to start a new round of "design-verification-simulation" process with the adjusted parameter set until the second verification passes, outputting the final design parameter set. This implementation seamlessly connects multiple stages, including discrete engineering design, specification verification, numerical modeling, and integrated coupled simulation, through a unified script. This achieves parameterized driving and automated closed-loop throughout the entire process, significantly improving the standardization of the design, execution efficiency, and result reliability. Furthermore, in practical use, users can even directly modify the JSON data file to recreate the finite element model of the hybrid-tower wind turbine tower, making it extremely convenient.
[0037] In addition, this embodiment also provides a tower design device based on integrated verification of hybrid tower wind turbines, including a microprocessor and a memory connected to each other. The microprocessor is programmed or configured to execute the tower design method based on integrated verification of hybrid tower wind turbines described above.
[0038] Those skilled in the art will understand that the technical solutions provided by the embodiments of this application may be in the form of a method, system, or computer program product. Therefore, this application may take the form of a completely hardware embodiment, a completely software embodiment, or an embodiment combining software and hardware aspects. Furthermore, this application may take the form of a computer program product embodied on one or more computer-readable storage media (including but not limited to disk storage, CD-ROM, optical storage, etc.) containing computer-usable program code. This application is described with reference to flowchart illustrations and / or block diagrams of methods, apparatus (systems), and computer program products according to embodiments of this application. It should be understood that each block of the flowchart illustrations and / or block diagrams, and combinations of blocks in the flowchart illustrations and / or block diagrams, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, special-purpose computer, embedded processor, or other programmable data processing apparatus to produce a machine, such that the instructions, which execute via the processor of the computer or other programmable data processing apparatus, create an implementation for the process. Figure 1 One or more processes and / or boxes Figure 1 The computer program instructions may also be stored in a computer-readable storage medium that can direct a computer or other programmable data processing device to operate in a particular manner, such that the instructions stored in the computer-readable storage medium produce an article of manufacture including instruction means, which are implemented in a process Figure 1 One or more processes and / or boxes Figure 1 The functions specified in one or more boxes. These computer program instructions may also be loaded onto a computer or other programmable data processing apparatus to cause a series of operational steps to be performed on the computer or other programmable apparatus to produce a computer-implemented process, thereby providing instructions that execute on the computer or other programmable apparatus for implementing the process. Figure 1 One or more processes and / or boxes Figure 1 The steps of the function specified in one or more boxes.
[0039] The above description is merely a preferred embodiment of the present invention. The scope of protection of the present invention is not limited to the above embodiments. All technical solutions falling within the scope of the present invention's concept are within the scope of protection of the present invention. It should be noted that for those skilled in the art, any improvements and modifications made without departing from the principles of the present invention should also be considered within the scope of protection of the present invention.
Claims
1. A tower design method based on integrated verification of hybrid tower wind turbines, characterized in that, Includes the following steps: S101, Determine the basic design parameters of the hybrid tower fan; S102, Based on the basic design parameters of the hybrid tower wind turbine, perform preliminary parameter design of the hybrid tower wind turbine tower according to the preliminary design rules to obtain a preliminary design parameter set, and use the preliminary design parameter set as the current design parameter set; S103, Based on the current design parameter set and the basic design parameters of the hybrid tower wind turbine, perform the first structural safety check according to the first check rule. If the check passes, the current design parameter set is used as the design parameter set to be verified. If the verification fails, the current design parameter set will be automatically adjusted according to the verification result and the first optimization rule, and the adjusted parameter set will be used as the new current design parameter set. Then, the process will return to step S103. S104. Based on the set of design parameters to be verified, establish a finite element model of the hybrid tower wind turbine tower and use the finite element model as the current design model. S105, integrates the current design model and the pre-built unit dynamics model for coupled simulation analysis to obtain key simulation data; S106, Based on the key simulation data and the second verification rule, perform the second structural safety verification. If the verification passes, it indicates that the design meets the working condition performance requirements, and the current design parameter set is set as the final design parameter set. If the verification fails, it means that the design does not meet the operating condition performance requirements. Based on the verification result and the second optimization rule, the current design parameter set is automatically adjusted and the adjusted parameter set is used as the new current design parameter set. Then, the process returns to step S103.
2. The tower design method based on integrated verification of hybrid tower wind turbines according to claim 1, characterized in that, The basic design parameters of the hybrid tower wind turbine include some or all of the wind condition parameters, site parameters, material parameters, design criteria, and unit parameters. The wind condition parameters include some or all of the following: reference wind speed, turbulence intensity, air density, and wind shear index. The site parameters include some or all of the following: site category, foundation type and stiffness. The material parameters include: concrete strength grade, prestressed steel strength grade, and some or all of the steel strength grade. The design criteria include: target safety level, minimum blade tip clearance, and some or all of the tower frequency avoidance range; The unit parameters include: rotor diameter, rated power, nacelle mass, impeller mass, rated speed, and some or all of the servo control parameters.
3. The tower design method based on integrated verification of hybrid tower wind turbines according to claim 1, characterized in that, In step S102, the preliminary parameter design of the hybrid tower wind turbine tower is performed according to the preliminary design rules to obtain the preliminary design parameter set, including: determining the initial geometric parameters, initial material parameters and initial reinforcement parameters of each concrete tower section of the hybrid tower wind turbine tower, and integrating the initial geometric parameters, initial material parameters and initial reinforcement parameters of each concrete tower section into the current design parameter set; The initial geometric parameters include: initial tower height, initial tower bottom radius, initial concrete tower section wall thickness, initial taper, and initial ratio of steel tower section to concrete tower section; The initial material parameters include: initial concrete strength grade, initial steel reinforcement strength grade, initial ultimate tensile strength of prestressed tendons and their initial tension; The initial reinforcement parameters include: initial circumferential reinforcement ratio, initial longitudinal reinforcement ratio, reinforcement spacing, and protective layer thickness.
4. The tower design method based on integrated verification of hybrid tower wind turbines according to claim 3, characterized in that, Determining the initial geometric parameters of the hybrid tower wind turbine includes: Determine the initial tower height and the initial hub height, and the hub height must meet the following conditions: , ， in, Indicates the design cut-in wind speed. Indicates the design cut-off wind speed. Indicates altitude, Indicates height Wind speed at the location, The reference wind speed at hub height is determined based on the wind turbine generator's class. This represents the wind shear index. Indicates the diameter of the wind turbine. The initial hub height is obtained by subtracting the distance from the center of the nacelle hub to the bottom of the yaw bearing from the determined initial hub height. Determine the initial tower base radius: ,in, Indicate the radius of the tower base; determine the initial concrete tower section wall thickness as follows: ,in Indicates wall thickness. Indicate the tower radius; determine the initial taper as 1%; determine the initial ratio of steel tower section to concrete tower section as 1:6; The initial material parameters for the hybrid tower wind turbine include: determining the initial concrete strength grade as C70; determining the initial steel reinforcement strength grade as HRB400; determining the initial ultimate tensile strength of the prestressed tendons as 1860 MPa; and determining the initial tension of the prestressed tendons as 1380 MPa. The initial reinforcement parameters for each concrete tower section of the tower wind turbine include: determining the initial circumferential reinforcement ratio of each concrete tower section to be 0.4%; determining the initial longitudinal reinforcement ratio of each concrete tower section to be 0.8%; determining the reinforcement spacing to be 200mm; and determining the concrete cover thickness according to the preset environmental level.
5. The tower design method based on integrated verification of hybrid tower wind turbines according to claim 4, characterized in that, In step S103, based on the current design parameter set and the basic design parameters of the hybrid tower wind turbine, the first structural safety check is performed according to the first check rule, including: S201, Generate ultimate load and fatigue load spectra for performing the first structural safety check on the hybrid tower wind turbine tower based on wind condition parameters and unit parameters; S202, determine the calculated sections of the concrete tower section in the hybrid tower wind turbine tower, perform flexural bearing capacity verification under the ultimate limit state, principal tensile stress verification under the serviceability limit state, and fatigue verification on each calculated section of the concrete tower section, and perform axial stability verification on the steel tower section in the hybrid tower wind turbine tower. If all verifications pass, the first structural safety check is deemed to have passed; otherwise, the first structural safety check is deemed to have failed.
6. The tower design method based on integrated verification of hybrid tower wind turbines according to claim 5, characterized in that, Step S103, which involves automatically adjusting the current design parameter set based on the verification results and the first optimization rule, includes: If the flexural bearing capacity under the ultimate limit state of the calculated section fails the verification, take some or all of the following measures: increase the radius of the calculated section of the tower, increase the wall thickness of the concrete tower section, and increase the longitudinal reinforcement ratio. If the compressive bearing capacity under the ultimate limit state of the calculated section fails the verification, some or all of the following measures shall be taken: increase the concrete strength grade, increase the steel reinforcement strength grade, increase the longitudinal steel reinforcement ratio, and increase the wall thickness of the concrete tower section. If the calculation of the principal tensile stress under the serviceability limit state of the cross section fails, some or all of the following measures shall be taken: increase the initial tension of the prestressing tendons, increase the strength grade of the steel bars, and increase the longitudinal reinforcement ratio. If the calculation of the principal compressive stress under the normal serviceability limit state of the cross section fails, some or all of the following measures shall be taken: increase the concrete strength grade, increase the longitudinal reinforcement ratio, and increase the wall thickness of the concrete tower section. If the fatigue verification of the calculated section fails, some or all of the following measures shall be taken: increase the initial tension of the prestressing tendons, increase the top radius of the tower and reduce the ratio of steel tower section to concrete tower section; If the axial stability calculation of the steel tower section fails, the radius of the tower bottom surface shall be increased. After automatically adjusting the current design parameter set, the longitudinal reinforcement ratio must be within the preset first value range, the circumferential reinforcement ratio must be within the preset second value range, and the reinforcement spacing must be within the preset third value range.
7. The tower design method based on integrated verification of hybrid tower wind turbines according to claim 1, characterized in that, In step S104, a finite element model of the hybrid tower wind turbine is established using Abaqus; in step S105, the pre-constructed unit dynamics model is a multibody dynamics model including the impeller, nacelle, and transmission chain, constructed using Simpack.
8. The tower design method based on integrated verification of hybrid tower wind turbines according to claim 7, characterized in that, Step S105 involves performing integrated coupled simulation analysis of the current design model and the pre-built unit dynamics model to obtain key simulation data, including: In Abaqus, the connection node between the nacelle and the top of the tower is defined as an interface node to output the dynamic response results of the tower and receive the dynamic response results of the impeller and the nacelle. In Simpack, the connection node between the nacelle and the top of the tower is defined as an interface node to output the dynamic response results of the impeller and the nacelle, while receiving the dynamic response results of the tower. An interface program for co-simulation is defined in Simulink to realize simulation data transmission and analysis step time coordination between Simulink and Abaqus. In each analysis step, Simpack transmits the calculated wind turbine aerodynamic thrust, torque and nacelle motion response as load boundary conditions to the current design model in Abaqus. After Abaqus solves the problem, it feeds back the dynamic displacement and velocity response of the tower top to Simpack.
9. The tower design method based on integrated verification of hybrid tower wind turbines according to claim 1, characterized in that, The key simulation data includes the maximum principal tensile stress, maximum principal compressive stress, maximum displacement at the top of the tower, and vibration frequency of the tower unit; the second structural safety check includes the following judgment items: judging whether the maximum principal tensile stress is less than the design value of the axial tensile strength of the concrete, judging whether the maximum principal compressive stress is less than the design value of the axial compressive strength of the concrete, judging whether the maximum displacement at the top of the tower is less than the preset displacement threshold, and judging whether the vibration frequency is outside the preset tower frequency avoidance range; If any of the above items are judged as negative, the safety check of the second structure is deemed to have failed. The current design parameter set is automatically adjusted based on the verification results and the second optimization rule, including: If the maximum principal tensile stress is greater than the design value of the axial tensile strength of concrete, some or all of the following measures shall be taken: increase the initial tension of the prestressing tendons, increase the strength grade of the steel bars, and increase the longitudinal reinforcement ratio. If the maximum principal compressive stress is greater than the design value of the axial compressive strength of concrete, some or all of the following measures shall be taken: increase the concrete strength grade of the tower section where the section is located, increase the longitudinal reinforcement ratio, and increase the wall thickness of the concrete tower section. If the maximum displacement at the top of the tower exceeds the preset displacement threshold, some or all of the following measures shall be taken: increase the initial tension of the prestressing tendons, increase the radius of the top surface of the tower, and increase the wall thickness of the concrete tower section. If the vibration frequency is within the tower frequency avoidance range, some or all of the following measures should be taken: increase the taper and reduce the ratio of steel tower section to concrete tower section.
10. A tower design device based on integrated verification of hybrid tower wind turbines, comprising a microprocessor and a memory interconnected, characterized in that, The microprocessor is programmed or configured to execute the tower design method based on integrated verification of hybrid tower wind turbines as described in any one of claims 1 to 9.