Design method and system of offshore wind power foundation based on zoning progressive stability principle and offshore wind power foundation

Abstract

The application discloses a design method and system of offshore wind power foundation based on the principle of partition progressive stability, and offshore wind power foundation, and relates to the technical field of offshore wind power foundation engineering. The method comprises the following steps: obtaining target site environment parameters, seabed geological parameters and wind turbine unit parameters, and setting the design parameter range of the floating body and the embedded foundation; based on the principle of partition progressive stability, distributing the total overturning moment corresponding to the overall stability constraint under extreme working conditions to the floating body and the embedded foundation according to the partition distribution coefficient, establishing the floating body restoring moment and the embedded foundation anti-overturning moment formula, and forming the overall stability, horizontal force and vertical force balance constraint; taking the maximum total restoring moment and the minimum steel consumption as double targets, and adopting a multi-objective optimization algorithm to optimize and solve the target design parameters. The application realizes stability synergy through the moment partition distribution design between the floating body and the embedded foundation, significantly reduces the unit megawatt steel consumption to below 300 tons, and has obvious structural lightweight and cost advantages.

Description

Technical Field

[0001] This invention relates to the field of offshore wind power foundation engineering technology, and in particular to an offshore wind power foundation design method, system, and offshore wind power foundation based on the principle of zonal asymptotic stability. Background Technology

[0002] As offshore wind turbine capacity increases from 10 MW to 15 MW and above, fixed foundations in sites with water depths exceeding 60 m are limited by water depth, transportation, and installation constraints, making it difficult to balance economic viability and feasibility. The industry is gradually shifting towards floating foundation solutions. Common floating platforms include semi-submersible, column-mounted, and tension leg platforms. However, facing combined extreme conditions such as strong typhoons, giant waves, and soft clay seabeds along the coast, existing solutions suffer from the following bottlenecks:

[0003] 1. Single source of stability:

[0004] Semi-submersible / pillar-mounted: These typically rely on increasing the size of the floating body or ballast to obtain restoring moment; mooring often involves a combination of catenary anchor chains and embedded foundations, mainly restricting horizontal displacement, and underutilizing the vertical and anti-overturning potential of the embedded foundations. At small inclination angles (≤1°), the restoring moment of the floating body is limited, and if the floating hull takes on water or the anchor chain fails due to fatigue, the platform's stability redundancy is insufficient.

[0005] Tension leg platforms / fixed types: These platforms concentrate all external loads to the fixed foundation through high pretension or pile leg structures. The floating body does not share the overturning moment and lacks the ability to self-correct using buoyancy. Current standards typically limit the inclination angle of the fixed foundation to a small range (e.g., ≤0.25°) to ensure the foundation is in its elastic working zone. This results in the ineffective utilization of its ultimate overturning resistance, making it prone to overall instability when individual components fail.

[0006] Therefore, relying solely on the floating body or the fixed foundation as a single path to achieve stability not only leads to a significant increase in the size of the floating body and the foundation and steel consumption, but also prevents the fixed foundation from fully exerting its anti-overturning capacity.

[0007] 2. High steel consumption per megawatt hinders lightweighting:

[0008] According to data from the literature "Current Status of Floating Wind Power Technology and Prospects for Deep-Sea Wind Power Development in China," the steel consumption per megawatt for domestically operational floating demonstration platforms (such as "Lingyinghao," "Fuyaohao," and "Guanlanhao") is 544 t / MW to 1000 t / MW. If the capacity is increased to 15MW or above, but a single stability design mode is still used, the amount of structural steel will further increase, making it difficult to achieve the target of lower steel consumption per megawatt (such as <300 t / MW).

[0009] 3. Embedded systems have high footprint and cost:

[0010] The same literature indicates that the deployment radius of anchor chain mooring is 5-8 times the water depth, and the total mass of the anchor chain can reach several thousand tons. A single floating offshore wind turbine foundation also occupies a relatively large sea area. The investment in the stabilization system (including anchor chains and foundations) accounts for approximately 20% to 30% of the total cost. Although tension leg platform structures do not have horizontal chains, their high pretension places high demands on foundation dimensions, especially in soft clay sea areas, where economic viability is significantly constrained.

[0011] In summary, existing floating offshore wind turbine foundations generally suffer from problems such as a single source of stability, high steel consumption, high land occupation and cost of the anchoring system, and insufficient capability to withstand complex marine environments. Consequently, current designs still emphasize single-path stability via "float-mooring" or "foundation-legs," failing to establish a multi-source coupled stability supply model. In particular, there is a lack of mechanisms and criteria for quantitatively distributing stability among components such as the float and anchored foundation, and existing designs lack quantitative methods for systematically evaluating the synergistic effects of "float restoring force, anchored anti-overturning, and connection stiffness." This results in high costs for floating wind turbines, which are currently still in the demonstration stage in China and cannot meet the comprehensive safety and economic requirements of large-megawatt wind turbines in deep-sea environments under conditions of strong typhoons, giant waves, and soft clay.

[0012] Therefore, there is an urgent need to propose a design method and system capable of constructing a "zoning-progressive" multi-source coupled stability mechanism. Under extreme conditions, the total overturning moment is rationally distributed between the floating body and the fixed foundation based on the "zoning" principle. The "progressive" mechanism allows the overturning resistance of the fixed foundation and the restoring moment of the floating body to gradually increase with the rotation angle. Furthermore, the stiffness of the connecting sections is scientifically configured to achieve comprehensive optimization of stability, lightweight design, and cost. In addition, the design method needs to be combined with dynamic response verification and multi-objective optimization algorithms to form an efficient and reusable digital closed-loop process, effectively addressing the shortcomings of existing technologies and improving the safety and economy of offshore wind power foundation design. Summary of the Invention

[0013] This invention provides a design method, system, and offshore wind power foundation based on the principle of partitioned progressive stability, so as to effectively reduce the amount of steel used per megawatt while ensuring safety, and achieve structural lightweighting and cost advantages.

[0014] According to one aspect of the present invention, a method for designing offshore wind turbine foundations based on the principle of partitioned asymptotic stability is provided, comprising:

[0015] Obtain the target site environmental parameters, seabed geological parameters, and wind turbine parameters, and set the design parameter range for the offshore wind power foundation. The design parameter range includes the range of geometric parameters for the floating body and the embedded foundation.

[0016] Based on the principle of zonal asymptotic stability, design constraints corresponding to offshore wind power foundations are established.

[0017] The design constraints include overall stability constraints, horizontal force balance constraints, and vertical force balance constraints, which serve as driving constraints. The overall stability constraints, as driving constraints, are constructed by determining the total overturning moment, moment distribution coefficient, floating body recovery moment formula, and embedded foundation anti-overturning moment formula under extreme conditions of offshore wind power foundations based on the principle of zonal asymptotic stability, thereby realizing the distribution of the total overturning moment between the floating body and the embedded foundation. The vertical force balance constraints ensure that the vertical forces on the offshore wind power foundation meet the vertical balance condition under extreme conditions. The horizontal force balance constraints ensure that the horizontal forces on the offshore wind power foundation meet the horizontal balance condition under extreme conditions.

[0018] Based on environmental parameters, seabed geological parameters, wind turbine parameters, and design constraints, a multi-objective optimization algorithm is used to optimize and solve within the design parameter range to obtain the target design parameters corresponding to the offshore wind power foundation.

[0019] Among them, the multi-objectives include at least the maximum total restoring moment and the minimum steel consumption, and the target design parameters include the geometric parameters of the floating body target and the geometric parameters of the embedded foundation target.

[0020] In some possible implementations, offshore wind turbine foundations also include connecting sections. Therefore, after obtaining the target geometric parameters of the floating body and the fixed foundation, based on the principle of zonal asymptotic stability, the connecting section should ensure the synergistic stability effect between the floating body and the fixed foundation, and the limiting rotation angle of the connecting section should be determined accordingly. ;

[0021] Determine the stiffness k of the floating body f and the stiffness k of the embedded foundation b Construct the series and parallel stiffness relationships between the floating body, the embedded foundation, and the connecting sections;

[0022] Based on series and parallel stiffness relationships and rotation limits Determine the stiffness k of the connection section c ;

[0023] Based on the determined stiffness k of the connection section c Furthermore, by combining the engineering database, planar scaling factors and vertical scaling factors are used to scale the planar and vertical dimensions respectively, and the cross-sectional dimensions are scaled using a size scaling factor, thereby determining the design parameters of the connection section, and verifying them using a finite element solver.

[0024] In some possible implementations, after determining the design parameters of the connecting section by combining the engineering database and the finite element solver, an integrated numerical model of wind turbine-floating body-connecting section-fixed foundation-seabed can be built based on the target geometric parameters of the floating body, the target geometric parameters of the embedded foundation, and the design parameters of the connecting section.

[0025] Simulations were conducted under extreme conditions based on an integrated numerical model, and the dynamic response indicators of offshore wind power foundations were checked to determine whether they met the design limits; among them, the dynamic response indicator was the pitch angle of the floating body.

[0026] If the verification result does not meet the design limit, repeat the process of adjusting the torque zoning distribution coefficient and / or the design parameter range, determining the target design parameters and the connection section design parameters until the verification result meets the design limit.

[0027] According to another aspect of the present invention, an offshore wind power foundation is provided, the offshore wind power foundation comprising:

[0028] The structure consists of a fixed foundation, a floating body, and a connecting section. The fixed foundation is embedded in the seabed and connected to the lower end of the connecting section. The upper end of the connecting section is connected to the floating body, which can be a fully submersible or semi-submersible floating body.

[0029] The target geometric parameters of the embedded foundation and the floating body, as well as the design parameters of the connecting section, are calculated based on the offshore wind power foundation design method based on the principle of partitioned progressive stability in any embodiment of the present invention.

[0030] According to another aspect of the present invention, an offshore wind power foundation design system based on the principle of partitioned asymptotic stability is provided, comprising:

[0031] The parameter acquisition and setting module is used to acquire target site environmental parameters, seabed geological parameters and wind turbine parameters, and set the design parameter range of offshore wind power foundation. The design parameter range includes the value range of geometric parameters of floating body and embedded foundation.

[0032] The constraint construction module is used to establish design constraints for offshore wind power foundations based on the principle of partitioned asymptotic stability.

[0033] The design constraints include overall stability constraints, horizontal force balance constraints, and vertical force balance constraints, which serve as driving constraints. The overall stability constraints, as driving constraints, are constructed by determining the total overturning moment, moment distribution coefficient, floating body recovery moment formula, and embedded foundation anti-overturning moment formula under extreme conditions of offshore wind power foundations based on the principle of zonal asymptotic stability, thereby realizing the distribution of the total overturning moment between the floating body and the embedded foundation. The vertical force balance constraints ensure that the vertical forces on the offshore wind power foundation meet the vertical balance condition under extreme conditions. The horizontal force balance constraints ensure that the horizontal forces on the offshore wind power foundation meet the horizontal balance condition under extreme conditions.

[0034] The multi-objective optimization module is used to optimize and solve within the design parameter range based on environmental parameters, seabed geological parameters, wind turbine parameters and design constraints, and obtain the target design parameters corresponding to the offshore wind power foundation.

[0035] Among them, the multi-objectives include at least the maximum total restoring moment and the minimum steel consumption, and the target design parameters include the geometric parameters of the floating body target and the geometric parameters of the embedded foundation target.

[0036] In some possible implementations, offshore wind turbine foundations also include connection sections. Offshore wind turbine foundation design systems based on the principle of zonal asymptotic stability also include a connection section design module, specifically used for:

[0037] After obtaining the target design parameters for the offshore wind turbine foundation, based on the principle of zonal asymptotic stability, the connecting section should ensure the synergistic effect of stability between the floating body and the embedded foundation. Therefore, the limiting rotation angle of the connecting section is determined. ;

[0038] Determine the stiffness k of the floating body f and the stiffness k of the embedded foundation b Construct the series and parallel stiffness relationships between the floating body, the embedded foundation, and the connecting sections;

[0039] Based on series and parallel stiffness relationships and rotation limits Determine the stiffness k of the connection section c ;

[0040] Based on the stiffness k of the connecting section c Furthermore, by combining with the engineering database, the planar and vertical dimensions are scaled using planar scaling factors and vertical scaling factors respectively, and the cross-sectional dimensions are scaled using dimension scaling factors, thereby determining the design parameters of the connection section, and verifying them using a finite element solver.

[0041] In some embodiments, the floating body, the fixed foundation, and the connecting section satisfy the following series and parallel stiffness relationships: Fixed foundation stiffness k b With connection section stiffness k c Connecting segments formed by series connection—fixed foundation stiffness Connection segment - embedded foundation stiffness Satisfying the formula:

[0042] ,

[0043] Connection section—Fixed foundation stiffness Then, consider the stiffness k of the floating body. f Parallel connection forms the overall stiffness of offshore wind turbine foundation Overall stiffness of offshore wind turbine foundations Satisfying the formula:

[0044] ,

[0045] Under extreme working conditions, the angle of the fixed foundation , connecting section corner Floating body turning angle Connection section—fixed foundation corner With overall corner Satisfying the relationship between compatibility and balance:

[0046] ,

[0047] Furthermore, in series branches, the internal moments of the connecting section and the embedded foundation are... Same, that is:

[0048] ,

[0049] in, For the fixed foundation rotation angle is Secant stiffness at time The angle of the connecting segment is The secant stiffness at that time, and the rotation angle of the connecting segment are limited. The percentage should meet the following requirements:

[0050] ,

[0051] Furthermore, the connecting section corner The proportion is determined by the stiffness of the embedded foundation. Stiffness of the connecting section limited:

[0052] ,

[0053] Therefore, when the stiffness of the connecting section Greater than or equal to 19 times the stiffness of the embedded foundation At that time, the connection segment rotation angle is satisfied. Percentage requirement:

[0054] .

[0055] In some possible implementations, the offshore wind power foundation design system based on the principle of partitioned asymptotic stability also includes a dynamic response verification module, specifically used for:

[0056] After determining the design parameters of the connecting section by combining the engineering database and the finite element solver, an integrated numerical model of wind turbine, floating body, connecting section, embedded foundation and seabed is built based on the target geometric parameters of the floating body, the target geometric parameters of the embedded foundation and the design parameters of the connecting section.

[0057] Simulations were conducted under extreme conditions using an integrated numerical model, and the dynamic response indicators of offshore wind power foundations were checked to see if they met the design limits; the dynamic response indicator was the pitch angle of the floating body.

[0058] When the verification result is that the design limit is not met, repeat the process of adjusting the torque zoning distribution coefficient and / or the design parameter range, determining the target design parameters and the connection section design parameters until the verification result meets the design limit.

[0059] According to another aspect of the present invention, an electronic device is provided, the electronic device comprising:

[0060] At least one processor;

[0061] and memory that is communicatively connected to at least one processor;

[0062] The memory stores a computer program that can be executed by at least one processor, which enables the at least one processor to execute the offshore wind power foundation design method based on the principle of partitioned asymptotic stability according to any embodiment of the present invention.

[0063] According to another aspect of the present invention, a computer-readable storage medium is provided, the computer-readable storage medium storing computer instructions, the computer instructions being used to cause a processor to execute and implement the offshore wind power foundation design method based on the principle of partitioned asymptotic stability of any embodiment of the present invention.

[0064] This invention takes the principle of "zoning progressive stability" as its core. Under extreme working conditions, the total overturning moment is reasonably distributed between the floating body and the fixed foundation according to the moment zoning distribution coefficient, so that the two can jointly bear the external load in the form of restoring moment and anti-overturning moment, respectively. This breaks through the limitation of the existing technology of "isolated design and single source stability" for a single floating body or a single fixed foundation, and forms a multi-source collaborative stability mechanism. Compared with the traditional scheme, it has the following comprehensive technical effects: (1) Through the bearing mechanism of "zoning + progressive", the fixed foundation mainly bears the load in the small tilting stage, and the restoring moment of the floating body gradually takes over as the rotation angle increases, realizing the continuous transition of the bearing path; with the limit of rotation angle and series / parallel stiffness distribution of the connecting section (including rotation angle ratio constraint), collaborative stability is realized; (2) Under the premise of satisfying the overall stability and horizontal / vertical balance constraints, multi-objective optimization is carried out with the goal of "maximizing the total restoring moment and minimizing the steel consumption", suppressing excessive ballast and excessive enlargement of the floating body / foundation size. The 16 examples given in the embodiment The MW-class wind turbine (including the floating body, connecting section and embedded foundation) has reduced the steel consumption per megawatt to less than 300 tons, and has the dual advantages of lightweight structure and cost; (3) The embedded foundation provides key horizontal constraints and anti-overturning capabilities, which can reduce the dependence on large-radius catenary mooring, reduce the deployment radius, reduce the length and mass of the anchor chain and reduce the sea area occupation, thereby reducing the investment in mooring / embedded system; (4) The embedded foundation allows for a larger working tilt angle, and the fatigue hot spot is effectively dispersed through the limited rotation angle design of the connecting section, which improves the adaptability and life performance of the composite working conditions of strong typhoon-giant waves-soft clay; (5) A digital closed-loop process of "design-simulation-verification-iteration" is constructed, and the target geometric parameters of the floating body / embedded foundation and the design parameters of the connecting section are output parametrically, shortening the design cycle and facilitating serialization and modularization promotion; the corresponding systems, electronic equipment and storage media can directly support the implementation of the method.

[0065] In summary, this invention has achieved comprehensive technical effects that are difficult to predict with existing technologies in terms of zonal progressive stability, lightweight structure, mooring reduction, adaptability to complex sea conditions, and design efficiency. It effectively solves the pain points of traditional offshore wind power foundations, such as single source of stability, high steel consumption, and high cost of embedded systems. It forms a digital closed-loop process of "design-simulation-verification-iteration" and has outstanding economic and engineering application value.

[0066] It should be understood that the description in this section is not intended to identify key or essential features of the embodiments of the present invention, nor is it intended to limit the scope of the invention. Other features of the invention will become readily apparent from the following description. Attached Figure Description

[0067] To more clearly illustrate the technical solutions in the embodiments of the present invention, the accompanying drawings used in the description of the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0068] Figure 1 A flowchart illustrating an offshore wind power foundation design method based on the principle of partitioned asymptotic stability, provided in Embodiment 1 of the present invention;

[0069] Figure 2 A flowchart illustrating an offshore wind power foundation design method based on the principle of partitioned asymptotic stability, provided in Embodiment 2 of the present invention;

[0070] Figure 3 This is a schematic diagram illustrating the working principle of buoyancy based on the waterline and rigid displacement to generate restoring torque, as provided in Embodiment 2 of the present invention.

[0071] Figure 4 This is a structural diagram of the "Partitioned Progressive Stability Foundation A-Semi-submersible" provided in Embodiment 2 of the present invention;

[0072] Figure 5 This is a schematic diagram illustrating the working mechanism of the partitioned asymptotic stability principle provided in Embodiment 2 of the present invention;

[0073] Figure 6 A flowchart illustrating an offshore wind power foundation design method based on the principle of partitioned asymptotic stability provided in Embodiment 3 of the present invention;

[0074] Figure 7 A flowchart illustrating an offshore wind power foundation design method based on the principle of partitioned asymptotic stability provided in Embodiment 4 of the present invention;

[0075] Figure 8 A flowchart illustrating an offshore wind power foundation design method based on the principle of partitioned asymptotic stability provided in Embodiment 5 of the present invention;

[0076] Figure 9 A flowchart illustrating an offshore wind power foundation design method based on the principle of partitioned asymptotic stability provided in Embodiment Six of the present invention;

[0077] Figure 10 The diagram illustrates the multi-objective optimization process of different design parameters for the "Partitioned A-Semi-submersible" semi-submersible aerospace system with varying iteration counts.

[0078] Figure 11 This is a schematic diagram of the scaling and finite element verification of the connection segment provided in Embodiment 7 of the present invention;

[0079] Figure 12The dynamic response diagram of the "partitioned progressive stability foundation A-semi-submersible" provided in Embodiment 7 of the present invention;

[0080] Figure 13 This is a schematic diagram of the "Partitioned Gradual Stability Foundation B-Fully Submersible" structure provided in Embodiment Seven of the present invention;

[0081] Figure 14 The dynamic response diagram of the "partitioned progressive stability basis B-full submersible" provided in Embodiment 7 of the present invention;

[0082] Figure 15 This is a schematic diagram of the structure of an offshore wind power foundation design system based on the principle of partitioned asymptotic stability provided in Embodiment 8 of the present invention;

[0083] Figure 16 This is a schematic diagram of the electronic device used in an offshore wind power foundation design method based on the principle of partitioned asymptotic stability, as provided in Embodiment 9 of the present invention. Detailed Implementation

[0084] To enable those skilled in the art to better understand the present invention, the technical solutions of the present invention will be clearly and completely described below with reference to the accompanying drawings of the embodiments of the present invention. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort should fall within the scope of protection of the present invention.

[0085] It should be noted that the terms "first," "second," etc., in the specification, claims, and accompanying drawings of this invention are used to distinguish similar objects and are not necessarily used to describe a specific order or sequence. It should be understood that such data can be interchanged where appropriate so that the embodiments of the invention described herein can be implemented in orders other than those illustrated or described herein. Furthermore, the terms "comprising" and "having," and any variations thereof, are intended to cover a non-exclusive inclusion; for example, a process, method, system, product, or apparatus that comprises a series of steps or units is not necessarily limited to those steps or units explicitly listed, but may include other steps or units not explicitly listed or inherent to such processes, methods, products, or apparatus.

[0086] Example 1.

[0087] Figure 1This is a flowchart illustrating a method for designing offshore wind power foundations based on the principle of partitioned asymptotic stability, provided in Embodiment 1 of the present invention. This embodiment is applicable to the conceptual and preliminary design of large-megawatt offshore wind power foundations in deep-sea areas. The method can be executed by an offshore wind power foundation design system based on the principle of partitioned asymptotic stability. This system can be implemented in hardware and / or software and can be configured in a computer device. Figure 1 As shown, the method specifically includes the following steps:

[0088] S110. Obtain environmental parameters, seabed geological parameters, and wind turbine parameters of the target site, and set the design parameter range for offshore wind power foundations.

[0089] The design parameters include the range of geometric parameters for the float and the fixed foundation. The geometric parameters of the float can be the diameter of the column, the spacing between the side columns, the draft, the bypass height, the bypass width, the freeboard height, the diameter of the center column, etc. The geometric parameters of the fixed foundation can be the diameter of the suction barrel, the burial depth of the suction barrel, etc.

[0090] It is understood that the offshore wind power foundation designed in this invention based on the principle of partitioned asymptotic stability includes a floating body, a connecting section, and a fixed foundation. The fixed foundation is embedded in the seabed, and the floating body can float on the sea surface or submerge underwater. To obtain the target design parameters that satisfy multi-objective optimization and constraints, it is necessary to first collect the above inputs and give a reasonable range of geometric parameter values ​​(based on engineering experience or a pre-set design library) so that efficient search and iteration can be performed within this range.

[0091] In some embodiments, environmental parameters include at least one of wind speed, significant wave height, peak period, water depth, current velocity, and wind-wave-current combined probability; seabed geological parameters include at least one of stratigraphic structure, strength index, undrained shear strength of mud surface, and depth gradient coefficient.

[0092] Specifically, before conducting offshore wind power foundation design, it is necessary to collect and organize the environmental parameters and seabed geological parameters of the target site. The following is an explanation of the environmental parameters and seabed geological parameters.

[0093] Environmental parameters: ① Wind speed v : Obtain wind speed statistics for the target site under various operating conditions, and identify common wind directions and wind speeds under typical normal and extreme operating conditions by combining wind rose diagrams or relevant standards (such as IEC 61400-3);

[0094] ② with meaningful waves H S Peak period T p Based on sea wave height observations or numerical model results, extract wave height and period under typical normal and extreme operating conditions.

[0095] ③Water depth L w Flow rate U c Record the average water depth at the site and the peak and average values ​​of tides and ocean current velocities under the design reference, so as to facilitate subsequent calculations of the floating body's stress.

[0096] ④ Combined probability of wind, waves, and current: The occurrence rate of merging can be obtained by referring to statistical years or common regression algorithms or joint distribution functions (such as Weibull distribution) in international standards. This provides data support for the detailed design phase.

[0097] Seabed geological parameters:

[0098] ① Stratigraphic structure and strength indicators: Seabed clay and water content are obtained through field exploration (such as CPT (static cone penetration test) and core drilling) and laboratory tests (such as triaxial compression test), and information such as layer thickness, sediment type and burial depth is confirmed;

[0099] ② Shear strength of undrained mud surface (s) um Depth gradient coefficient k The parameters are determined based on actual survey data of weak clay, or can be estimated by referring to the recommended methods of international standards such as API (American Petroleum Institute) and DNV (Det Norske Veritas). These parameters have a crucial impact on the subsequent geometric parameters of the embedded foundation.

[0100] Seabed geological conditions are not limited to soft clay; they can also be silt, sand, or combinations thereof. Relevant parameters and calculation models should be adjusted accordingly.

[0101] In some embodiments, wind turbine parameters include at least one of the following: turbine capacity, rotor diameter, hub height, nacelle (RNA) and its center of gravity height, and tower mass and its center of gravity height. The following is a description of the wind turbine parameters:

[0102] ① Unit capacity, impeller diameter D b Wheel hub height L h According to the supplier;

[0103] ② Overall machine mass distribution: This includes the nacelle (RNA) and its center of gravity height, as well as the tower mass and its center of gravity height. It is provided by the unit supplier. The mass distribution directly affects the calculation of the overturning moment.

[0104] By obtaining the aforementioned environmental parameters, seabed geological parameters, wind turbine parameters, and design parameter ranges for offshore wind power foundations, complete initial data is provided for subsequent design constraint establishment and multi-objective optimization.

[0105] S120. Based on the principle of zonal asymptotic stability, design constraints corresponding to offshore wind power foundations are established.

[0106] The design constraints include overall stability constraints, horizontal force balance constraints, and vertical force balance constraints, which serve as driving constraints.

[0107] The overall stability constraint means that, under the corresponding working conditions, with the rotation center of the structure as the moment equilibrium point, the total overturning moment must be less than the total restoring moment, thus ensuring that the structure deflects under external loads but does not overturn. This invention uses this stability constraint as a driving constraint: the total overturning moment under extreme working conditions is calculated based on initial data, and then distributed between the floating body and the fixed foundation using a moment zoning distribution coefficient; the restoring moments of the two parts are then calculated separately according to the floating body restoring moment formula and the fixed foundation anti-overturning moment formula, and their sum is the total restoring moment.

[0108] The vertical force balance constraint ensures that the vertical forces on the offshore wind turbine foundation meet the vertical balance condition under extreme working conditions; the horizontal force balance constraint ensures that the horizontal forces on the offshore wind turbine foundation meet the horizontal balance condition under extreme working conditions.

[0109] Specifically, vertical force balance constraints refer to the requirement that the resultant vertical force of the entire structural system should meet equilibrium conditions under extreme working conditions and considering a safety factor. Secured foundations are used to balance the difference between the overall mass and the buoyancy of the floating body. Horizontal force balance constraints refer to the requirement that the resultant horizontal force of the entire structural system should meet equilibrium conditions under extreme working conditions and considering a safety factor. Secured foundations are used to balance horizontal external forces and constrain the horizontal drift of the floating body. Compared with traditional catenary mooring, secured foundations can significantly reduce the footprint and steel consumption.

[0110] S130. Based on environmental parameters, seabed geological parameters, wind turbine parameters, and design constraints, a multi-objective optimization algorithm is used to optimize and solve within the design parameter range to obtain the target design parameters corresponding to the offshore wind power foundation.

[0111] Among them, the multi-objectives include at least the maximum total restoring moment and the minimum steel consumption, and the target design parameters include the target floating body geometric parameters and the target embedded foundation geometric parameters.

[0112] Specifically, candidate design parameters for the floating body and the fixed foundation are substituted into the design constraints for iterative optimization; among the Pareto solutions that satisfy the constraints, the design parameters with the minimum steel consumption are preferentially selected. Setting "maximizing the total restoring moment" as another objective during the iteration process helps to avoid local optima when pursuing the minimum steel consumption, suppresses infeasible solutions caused by taking the minimum steel consumption as the sole objective, and reflects the driving role of stability constraints.

[0113] In one alternative implementation, after obtaining the target geometric parameters of the offshore wind turbine foundation, the planar and vertical dimensions can be scaled using a plane scaling factor and a vertical scaling factor, respectively, while the cross-sectional dimensions are scaled using a dimensional scaling factor, thereby determining the design parameters of the connecting section. These parameters are then verified using a finite element solver. Simulations are performed under extreme conditions based on an integrated numerical model of the wind turbine, floating body, connecting section, embedded foundation, and seabed, and the dynamic response indicators of the offshore wind turbine foundation are checked to ensure they meet the design limits. If the verification result indicates that the design limits are not met, the process of adjusting the moment zoning distribution coefficient and / or the design parameter range, determining the target design parameters, and the connecting section design parameters is repeated until the verification result indicates that the design limits are met.

[0114] Example 2.

[0115] Figure 2 This is a flowchart illustrating a method for designing offshore wind power foundations based on the principle of partitioned asymptotic stability, as provided in Embodiment 2 of the present invention. Building upon the previous embodiments, this embodiment further optimizes the construction process of horizontal force balance constraints, vertical force balance constraints, and overall stability constraints, and explains the core principle of partitioned asymptotic stability. Technical terms that are the same as or corresponding to those in the previous embodiments will not be repeated here. Figure 2 As shown, the method specifically includes the following steps:

[0116] S210. Obtain the target site environmental parameters, seabed geological parameters, and wind turbine parameters, and set the design parameter range for offshore wind power foundations.

[0117] S220, based on the principle of zonal asymptotic stability, establishes the vertical force balance constraints, horizontal force balance constraints, and overall stability constraints corresponding to offshore wind power foundations.

[0118] Specifically, S220 includes S221-S227, where S221 is the vertical equilibrium force constraint, S222 is the horizontal force equilibrium constraint, and S223-S227 are the overall stability constraints.

[0119] S221. Vertical force balance constraint: Considering the safety factor, the absolute value of the difference between the buoyancy provided by the floating body and the sum of the weights of all components of the offshore wind power foundation shall not be greater than the second vertical ultimate bearing capacity of the embedded foundation.

[0120] To ensure vertical force balance, a vertical safety factor is considered in response to vertical force equilibrium constraints. In this case, the load provided by the embedded foundation should be less than the second vertical ultimate bearing capacity of the embedded foundation itself:

[0121] .

[0122] in, This is the vertical safety factor, taken as 1.3; It is the vertical uplift bearing capacity of the embedded foundation. It is the vertical downward bearing capacity of the embedded foundation.

[0123] Understandably, when This means that the buoyancy is less than the total weight of the structure. In this case, the embedded foundation bears the downward pressure, and the embedded foundation needs to provide upward bearing capacity. ;when This means that the buoyancy is greater than the total weight of the structure. In this case, the embedded foundation bears a vertical upward pull force, and the embedded foundation needs to provide a vertical downward bearing capacity. This constraint ensures that, under extreme conditions, the difference between buoyancy and self-weight can be properly balanced by the vertical bearing capacity of the embedded foundation, without causing excessive settlement or pull-out risk.

[0124] S222. The horizontal force balance constraint is: after considering the safety factor, the absolute value of the sum of aerodynamic thrust and wave force shall not be greater than the second horizontal ultimate bearing capacity of the embedded foundation.

[0125] For horizontal force balance constraints, external environmental loads (aerodynamic thrust) With wave force All are supported by the embedded foundation, and the horizontal resistance provided by the embedded foundation is also... The result is less than the sum of these two loads. This can be written as:

[0126] .

[0127] in, This is the horizontal safety factor, taken as 1.3; This indicates the ultimate bearing capacity of the fixed foundation in the horizontal direction. It should be understood that insufficient lateral bearing capacity of the fixed foundation may lead to structural instability in the horizontal direction.

[0128] The above two constraints, combined with the overall stability constraint, can be used to constrain subsequent multi-objective optimization, so that the designed offshore wind power foundation can meet the safety and stability requirements in strong typhoons, giant waves and soft soil sea areas.

[0129] S223. Determine the total overturning moment corresponding to extreme operating conditions of offshore wind turbine foundations. M ov and allowed corners .

[0130] In this embodiment of the invention, it is first necessary to determine the total overturning moment corresponding to the extreme operating conditions of the offshore wind power foundation, including: determining the mass overturning moment generated by each structural mass of the offshore wind power foundation about the rotation center of the offshore wind power foundation under extreme operating conditions. Mm Aerodynamic thrust about the center of rotation generates an aerodynamic overturning moment. M TF And the wave force overturning moment generated by the wave force on the center of rotation. M w Total overturning moment M ov Overturning moment of mass M m Aerodynamic thrust overturning moment M TF and wave force overturning moment M w sum.

[0131] Figure 3 This is a schematic diagram illustrating the working principle of buoyancy based on the waterline and rigid displacement to generate restoring torque, as provided in Embodiment 2 of the present invention. For ease of defining the calculation formula, as follows... Figure 3 As shown, a global coordinate system is defined, with the intersection of the average water surface line and the tower axis as the origin O, and the sway direction as... x The direction of swaying (perpendicular to the paper and inward) is y Direction, along the direction of water depth and vertical movement. z Towards, z The direction downwards along the water depth is positive. The platform's rotation center is around its embedded foundation. O r A rotation occurs, with an angle of inclination α. ​​All subsequent coordinate systems will use this as a reference.

[0132] In this embodiment of the invention, extreme operating conditions (according to the DNV-RP-0286 specification, the allowable rotation angle is...) The total overturning moment corresponding to 10° M ov Estimate using the following formula:

[0133] .

[0134] in, It is the overturning safety factor, which can be determined comprehensively based on factors such as mass estimation and load uncertainty. Considering that the mass estimation is already conservative, this embodiment takes 1.05.

[0135] In some embodiments, when the rotation angle corresponds to extreme operating conditions, the mass of each structure generates a mass overturning moment about the rotation center of the offshore wind power foundation. The mass overturning moment is determined based on the nacelle (RNA) mass, tower mass, floating body mass, connecting section mass, embedded foundation mass, the center of gravity coordinates of each component, and the allowable rotation angle under extreme operating conditions.

[0136] Specifically, the eccentric bending moment generated by each structural mass about the center of rotation M m Calculate using the following formula:

[0137] .

[0138] in, This refers to the mass of each structure, including the mass of the cabin (RNA), tower, floating body, connecting section, and fixed foundation. It should be noted that since the center of rotation is located inside the fixed foundation, the lever arm corresponding to the fixed foundation is small, and the mass of the fixed foundation can be ignored for simplified calculations. It is the angle of rotation about the center of rotation, in the total overturning moment M ov The calculation considers an allowable rotation angle of 10° corresponding to the extreme working condition. It is the vertical height from the center of gravity of each structure to the center of rotation:

[0139] ;

[0140] in, L w The site is deep in water. This refers to the coordinates of the center of gravity of each structure. L o It is the vertical height from the center of rotation of the bottom foundation to the seabed surface. For a suction bucket foundation, this refers to the fixed foundation. L o A possible value is 0.65 times the burial depth of the suction barrel. L SCF .

[0141] In this embodiment of the invention, regarding the mass of the buoy... m f Semi-submersible (see details for specific structural form) Figure 4 , Figure 4 Taking the partitioned progressive stability foundation A-semi-submersible structure diagram provided in Embodiment 2 of the present invention as an example (the upper floating body is a typical semi-submersible), it includes columns. and bypass ,Right now: ;

[0142] Among them, the pillars and bypass All are based on the corresponding volume (total column volume) Total bypass volume Quick estimation. The column volume-steel consumption coefficient is 0.15 t / m³, and the bypass volume-steel consumption is 0.2 t / m³, that is:

[0143] ;

[0144] ;

[0145] in, Includes the volume of the circular side columns and the volume of the central column For a typical semi-submersible structure, the design parameters include: the diameter D of the side columns. f The diameter of the central column is D c Side column spacing S, draft h fw Freeboard height h fa Bypass height h fp and bypass width w fp Based on the above design parameters, the volume of the circular side columns can be determined respectively. and the volume of the central column :

[0146] ;

[0147] ;

[0148] Total column volume corresponding to semi-submersible structure Calculate according to the following formula:

[0149] ;

[0150] in, This refers to the number of side columns. For a typical semi-submersible structure, the number of side columns is generally 3 or 4. This refers to the number of central columns. For a typical semi-submersible structure, the number of central columns is generally 1.

[0151] Similarly, the total square bypass volume corresponding to the semi-submersible structure Calculate according to the following formula:

[0152] ;

[0153] in, It is the bypass quantity, the sum of its values. They correspond to each other.

[0154] In this embodiment of the invention, the amount of steel used for the connecting section is... It can be based on the bending moment transmitted to the mud surface Make an estimate:

[0155] ;

[0156] It's easy to understand that under extreme working conditions, the bending moment transmitted to the mud surface... M ml In reality, it refers to the overturning resistance of the suction bucket itself. M 基础 It can be calculated based on the formula for the overturning moment of the embedded foundation.

[0157] In some alternative embodiments, for a uniform, regular structure, the center of gravity is simplified to its geometric center. Information about the superstructure, such as the RNA and tower, is provided by the wind turbine manufacturer and can be determined once the turbine's megawatt rating is determined. The connecting section is simplified as a uniform, regular structure, with the center of gravity elevation being half the height of the connecting section, which is calculated by subtracting the draft h from the water depth. fw It can be obtained.

[0158] In some embodiments, determining the aerodynamic thrust overturning moment generated by the aerodynamic thrust on the rotation center includes: determining the aerodynamic thrust based on the impeller diameter, and determining the aerodynamic thrust overturning moment based on the aerodynamic thrust and the vertical height of the aerodynamic thrust from the rotation center.

[0159] The height of the aerodynamic thrust from the rotation center is the sum of the vertical height from the hub to the sea level, the water depth, and the vertical height from the rotation center of the bottom foundation to the seabed.

[0160] Specifically, aerodynamic thrust F TF The generated aerodynamic thrust and overturning moment M TF Calculate using the following formula:

[0161] ;

[0162] in, It is aerodynamic thrust F TF Vertical height from the center of rotation, i.e., vertical height from the hub to sea level. L h , water depth L w and the vertical height from the bottom foundation rotation center to the seabed surface L o sum.

[0163] The peak aerodynamic thrust generated by the wind turbine depends on the rotor diameter. D b Make an estimate: ;

[0164] In some embodiments, determining the wave force overturning moment generated by the wave force on the rotation center includes: dividing the floating body into equally spaced micro-segments, determining the wave force on each micro-segment and the vertical height of the micro-segment elevation from the rotation center, and calculating the product of the wave force on each micro-segment and its corresponding vertical height; then summing the products of the micro-segments to determine the wave force overturning moment. It is understood that the floating body is mainly located in the shallow layer near the free surface, and the horizontal velocity of water particles decreases with depth; therefore, the wave force contribution of the connecting sections is negligible, and the wave force overturning moment can be considered to be mainly generated by the floating body.

[0165] Wave ForceF w The wave force and overturning moment generated at the center of rotation M w Calculate using the following formula:

[0166] ;

[0167] in, It corresponds to discrete structure micro segments Wave force (enough for a sufficient number of micro-segments; in this example, we use 0.1m), and the corresponding elevation of each micro-segment. It is considered equal to the center position of the micro-segment (1 / 2) (Location) Elevation. At this time, It is the center of rotation of the micro-segment elevation distance. O r Vertical height:

[0168] ;

[0169] Among them, each micro segment The corresponding wave force The results were obtained using the Morrison equation:

[0170] ;

[0171] In this equation, it is assumed that the cross-sections of the components are smooth circles. The first term is the inertia term, and the second term is the drag term. D It is the diameter of the component. It is the density of water. C m It is the inertial force coefficient. C D It is the drag coefficient, which depends on the Reynolds number and the Keulegan-Carpenter (KC) number. In this embodiment, they are conservatively set to 2.0 and 1.0, respectively. It is the horizontal velocity of the water particles at the current altitude. It is the horizontal acceleration of the water particles at the current altitude.

[0172] To calculate the Morrison equations, wave speed is required. and acceleration The expression for the wave velocity is given. Assuming the wave velocity follows Airy linear wave theory, the value at depth is obtained. Peak horizontal velocity at With acceleration :

[0173] ;

[0174] ;

[0175] For simplicity, only the velocity and acceleration amplitudes at a certain height are considered, and a conservative combination of the two peaking simultaneously in time and space is performed. Therefore, the values ​​of velocity and acceleration at a certain height are ignored. The corresponding hyperbolic sine or cosine terms all take the maximum value of 1. Furthermore, the meaningful wave height will be... H s Based on empirical magnification factor k H (Values ​​range from 1.8 to 2.0) Convert to design wave height Design wave period Where g is the acceleration due to gravity, the wave number k is then calculated based on the linear dispersion relation: ;

[0176] in, It is the angular frequency, calculated using the following formula:

[0177] ;

[0178] S224. Based on the seabed soil quality, foundation construction difficulty, and floating body manufacturing cost, within the numerical range Internally determined moment zone distribution coefficient .

[0179] Specifically, the torque zoning distribution coefficient can be determined based on the actual engineering requirements. The torque zoning distribution coefficient can take values ​​from... The values ​​between these ranges represent different amounts of overturning moment. Larger values ​​indicate that the floating body receives a greater share of the overturning moment, while smaller values ​​indicate that the fixed foundation receives a greater share. In boundary cases, when the moment distribution coefficient is close to 0, the corresponding offshore wind turbine foundation approaches a traditional fixed foundation; when the moment distribution coefficient is close to 1, the corresponding offshore wind turbine foundation approaches a traditional floating foundation. In practice, the moment distribution coefficient can be flexibly selected and iterated based on factors such as seabed soil quality, foundation construction difficulty, and floating body manufacturing cost to achieve an optimal balance between safety margin and economy.

[0180] Among them, seabed soil quality, foundation construction difficulty, and floating body manufacturing cost refer to the following: When the seabed geology is poor and the foundation construction is difficult, resulting in a high total investment cost of the embedded foundation, it is advisable to increase the moment zoning distribution coefficient compared to relying on the embedded foundation to resist external loads. Distribute more load to the floating body; if the manufacturing or transportation cost of the floating body is too high, the moment distribution coefficient should be reduced compared to relying solely on the floating body to resist external loads. This distributes a portion of the load to the fixed foundation. This effect can be achieved by adjusting the moment distribution coefficient. This distribution mechanism overcomes the limitations of existing technologies that rely on "isolated design and single-source stability" for a single floating body or a single fixed foundation, promoting the coordinated configuration of the two stability sources.

[0181] S225. Based on the principle of asymptotic stability by region, the coefficients are allocated according to the torque region. Total overturning moment M OV The distribution between the floating body and the fixed foundation is determined to obtain the overturning moment borne by the floating body under extreme conditions. The fixed foundation corresponding to the fixed foundation bears the overturning moment. .

[0182] It should be noted that the total overturning moment and moment zoning distribution coefficient have been determined in the aforementioned steps. In this step, the total overturning moment can be distributed between the floating body and the fixed foundation according to the principle of zoning asymptotic stability and the moment zoning distribution coefficient, so as to obtain the overturning moment that the floating body and the fixed foundation need to bear respectively.

[0183] Torque partitioning coefficients It can flexibly allocate the anti-overturning load of the floating body and the fixed foundation, thereby obtaining the optimal design solution between economy and safety.

[0184] To further clarify the technical effects of the present invention, the prior art and the principle of gradual stabilization of partitions are described in detail in the embodiments of the present invention:

[0185] Existing offshore wind turbine foundations typically rely on a single source of stability to provide anti-overturning moment, either a fixed foundation or a floating body. For a single fixed foundation, excessive tilt angles (e.g., exceeding the 0.25° limit) pose a risk of plastic instability. For floating bodies, significantly larger tilt angles (5°–10°) are usually required for substantial buoyancy recovery, creating an inherent conflict between the two in the rotational angle domain. Therefore, existing technologies often employ a single-source stability model relying entirely on either the floating body or the foundation, making it difficult to balance stability at large tilt angles with foundation safety. This invention cleverly resolves this contradiction through a "zoning" and "gradual" key element coupling strategy.

[0186] In this embodiment of the invention, the partitioned asymptotic stability principle includes the partitioning principle and the asymptotic stability principle; wherein, the partitioning principle distributes the total overturning moment under extreme working conditions between the floating body and the fixed foundation, so as to avoid the total overturning moment being borne solely by the floating body or the fixed foundation.

[0187] The principle of gradual stability utilizes the characteristic that the bearing capacity of the floating body and the fixed foundation gradually increases with the rotation angle to achieve:

[0188] In the first turning angle range, the current overturning moment is mainly borne by the overturning bearing moment of the embedded foundation;

[0189] In the second turning interval, the current overturning moment is jointly borne by the overturning bearing moment of the embedded foundation and the gradually increasing restoring moment of the floating body;

[0190] In the third turning angle range, the restoring moment of the floating body further increases with the turning angle. At present, the overturning moment is jointly borne by the overturning bearing moment of the fixed foundation and the restoring moment of the floating body, among which the restoring moment of the floating body plays the main role.

[0191] Among them, the angle corresponding to the first turning interval is smaller than the angle corresponding to the second turning interval, and the angle corresponding to the second turning interval is smaller than the angle corresponding to the third turning interval.

[0192] In this embodiment of the invention, the offshore wind power foundation has regional stability sources (such as...). Figure 5 As shown in the diagram (a schematic diagram illustrating the working mechanism of the partitioned progressive stability principle provided in Embodiment 2 of the present invention), the fixed foundation's anti-overturning bearing capacity and the buoyancy restoring moment contributed by the floating body based on rigid body displacement and the waterline are respectively assigned different dominant positions at different tilt angle stages. That is:

[0193] The first source is the contribution of rigid body displacement, which occurs around the center of rotation of the entire body. O r After tilting, the center of buoyancy underwent rigid body displacement along with the structure. .

[0194] The second source is the contribution from the waterline. When the float rotates, the buoyancy increases on the ingress side and decreases on the egress side, causing the center of buoyancy to move along the waterline. .

[0195] Both contribute to vertical buoyancy. F B For the center of rotation O r Generate restoring arm This generates a restoring torque around the center of rotation, known as the "roly-poly" effect. This self-resetting capability is the basis for overcoming the elastic limit (≤ 0.25°) of the embedded foundation in the principle of zonal asymptotic stability.

[0196] The third source is the anti-overturning moment provided by the rotation of the embedded foundation itself. .

[0197] Secondly, the principle of asymptotic stages in partitioned asymptotic stability is as follows:

[0198] The first turning interval can be represented as: (e.g., 0.25°~2.5°): Overturning resistance of the embedded foundation. M 基础The overturning moment is dominated by the elastic resistance, while the restoring moment is provided by the buoy. M 浮体 Smaller;

[0199] The second turning interval can be represented as: (e.g., 2.5°~5°): The ability of the embedded foundation to resist overturning. M 基础 The overturning resistance during the plastic stage is utilized, i.e., the plastic overturning moment is provided. The elastic overturning resistance of the embedded foundation gradually transitions to the plastic and even ultimate bearing zones. The restoring moment provided by the floating body... M f The overturning resistance of the embedded foundation gradually increases with the angle of rotation, but the overturning resistance of the embedded foundation still dominates.

[0200] The third turning interval can be represented as: : Overturning resistance of embedded foundation M 基础 To fully utilize its anti-overturning capacity, i.e., to provide the ultimate anti-overturning moment. The restoring moment provided by the floating body. M 浮体 Exceeding or matching the overturning resistance of the embedded foundation M 基础 The restoring torque provided by the floating body is equivalent to... M 浮体 It takes the lead. The two form a "regional progressive stability" relationship, no longer bound by "the fixed foundation is limited to within 0.25°" or "the buoyancy of the floating body bears the entire torque".

[0201] In summary, the zonal progressive mechanism is not a mechanical patchwork of any existing single-source stability scheme, but rather a systematic design of moment zonal distribution, structural stiffness, and coupled dynamics to achieve progressive stability through embedded foundation support in small-angle zones, embedded foundations in medium-to-large-angle zones, and nonlinear coupling bearing of buoyancy. This ensures both high stability and lightweight design under extreme conditions such as strong typhoons, giant waves, and soft clay, overcoming the inherent contradiction between traditional foundations and floating bodies in the rotational angle domain.

[0202] S226. Based on the principle of asymptotic stability of the zonal area, and using the formulas for the restoring moment of the floating body and the overturning moment of the embedded foundation, the restoring moment of the floating body under extreme conditions is obtained. M 浮体 The overturning moment of the fixed foundation corresponding to the fixed foundation M 基础 .

[0203] S227, Based on the overturning moment borne by the floating body M f The embedded foundation bears the overturning moment. M b Floating body restoring torque M浮体 and the overturning moment of the embedded foundation M 基础 The overall stability constraint is equivalently transformed into stability constraints on the floating body and the fixed foundation respectively.

[0204] In some embodiments, the stability constraints of the transformed float and the fixed foundation are specifically: the restoring moment of the float. M 浮体 Not less than the overturning moment borne by the floating body M f Furthermore, the embedded foundation resists overturning moment. M 基础 Not less than the overturning moment borne by the fixed foundation M b .

[0205] Understandably, the total overturning moment is then converted into the overturning resistance load of the floating body and the fixed foundation, respectively, and the overall stability requirement is transformed into the restoring moment provided by the floating body. M 浮体 and the overturning moment of the embedded foundation M 基础 The overturning moment needs to be greater than or equal to that of the floating body. M f and the embedded foundation bears the overturning moment M b ,Right now: ;

[0206] ;

[0207] S230. Based on environmental parameters, seabed geological parameters, wind turbine parameters, and design constraints, a multi-objective optimization algorithm is used to optimize and solve within the design parameter range to obtain the target design parameters corresponding to the offshore wind power foundation.

[0208] Example 3.

[0209] Figure 6 This is a flowchart illustrating a method for designing offshore wind power foundations based on the principle of partitioned progressive stability, provided in Embodiment 3 of the present invention. Building upon the previous embodiments, this embodiment further optimizes the restoring moment formulas for floating bodies with different structures and the bearing capacity formulas for embedded foundations. Technical terms that are the same as or corresponding to those in the previous embodiments will not be repeated here. Figure 6 As shown, the method specifically includes the following steps:

[0210] S310. Obtain the target site environmental parameters, seabed geological parameters, and wind turbine parameters, and set the design parameter range for offshore wind power foundations.

[0211] S320. Based on the principle of zonal asymptotic stability, establish vertical force balance constraints and horizontal force balance constraints corresponding to offshore wind power foundations.

[0212] S330. Determine the position of the float and determine the corresponding formula for the restoring torque of the float based on the different positions of the float.

[0213] It should be noted that the floating bodies in the embodiments of the present invention include semi-submersible or barge-type floating bodies that float on the water surface and fully submersible floating bodies. The choice of floating body type depends on environmental conditions. When the wave load is small, semi-submersible or barge-type floating bodies that float on the water surface can be selected; when the wave load is large and the water depth is deep, the fully submersible floating body can be arranged outside the water depth range affected by the waves, thereby avoiding the effect of wave load and effectively reducing the wave load.

[0214] In some alternative embodiments, when the float is a semi-submersible float, the construction of the restoring moment formula requires determining the rigid body displacement corresponding to the center of buoyancy of the semi-submersible float. and waterline offset and buoyancy value F B .

[0215] The formula for the restoring moment of the constructed semi-submersible float is as follows:

[0216] ;

[0217] Among them, the buoyancy generated by the floating body F B The instantaneous underwater displacement volume of the floating body The decision is equal to . , This is the initial drainage volume corresponding to a static position, which can be directly obtained from the floating body design parameters. Since the rotation angle of the rotating foundation is limited, the change in drainage volume is ignored. . The presence of other reinforcing beams and a central column was not considered, as a stability reserve. For a typical three-sided column semi-submersible floating hull, the total drainage volume of the three columns is... for:

[0218] ;

[0219] The total drainage volume of the three bypasses for:

[0220] ;

[0221] in, D c This refers to the diameter of the central column, which is equal to the diameter of the tower.

[0222] In summary, drainage volume Calculate using the following formula:

[0223] ;

[0224] Among them, rigid body displacement :

[0225] ;

[0226] In the formula, It is the initial center of buoyancy. and rotation center The vertical height, that is:

[0227] ;

[0228] The initial ordinate of the center of buoyancy of the floating body in a static state The following formula is used to calculate:

[0229] ;

[0230] in, It refers to the drainage volume of the underwater components. These are the initial positions of the centers of buoyancy for different components. Since the float is the main body providing buoyancy, only the float is considered in the calculation.

[0231] Among them, waterline offset :

[0232] For horizontal movement of the center of buoyancy caused by uneven distribution of buoyancy (e.g.) Figure 3 As shown), that is, increasing the volume. This causes the center of buoyancy to shift towards the side with increased volume, thus reducing the volume. This also causes the center of buoyancy to shift in the opposite direction, and this shift distance can be calculated using the following formula: ;

[0233] in, Let be the second-order area moment of the waterline with reference to the geometric center of the float, and be the instantaneous underwater displacement volume of the float. Its size can be directly calculated from the dimensions of the float using common mechanical formulas.

[0234] Therefore, the final displacement of the center of buoyancy is caused by the presence of the waterline. It equals the following formula: ;

[0235] Taking a typical three-sided column semi-submersible structure as an example, the second-order area moment... Calculate using the following formula:

[0236] ;

[0237] in, It is the vertical distance of the i-th side column from the axis of rotation, numerically equal to .

[0238] Understandably, in combination Figure 3 For semi-submersible or barge-type floating bodies, the displacement of their center of buoyancy consists of two parts. Assuming the displacement volume remains constant, the position of the center of buoyancy is still in its original position, but it shifts around the center of rotation of the entire structure. O r After rotation, rigid body displacement occurred. However, for a floating object on the water's surface, when it rotates, the buoyancy on the side entering the water increases, while the buoyancy on the side exiting the water decreases. This causes the center of buoyancy to shift additionally towards the side with increased buoyancy. The horizontal movement of the center of buoyancy due to uneven buoyancy distribution, i.e., an increase in volume, is a consequence of this. This causes the center of buoyancy to shift towards the side with increased volume, thus reducing the volume. This also causes the center of buoyancy to shift in the opposite direction. Therefore, the restoring arm corresponding to the buoyancy of the floating body is... .

[0239] In summary, for a semi-submersible floating body on the water surface, the total restoring torque is equal to: ;

[0240] ;

[0241] In some alternative embodiments, when the float is a fully submersible float, the construction of the float restoring moment formula requires determining the rigid body displacement corresponding to the fully submersible float. and buoyancy value Based on rigid body displacement and buoyancy value .

[0242] The formula for the restoring moment of a fully submersible float is simplified to:

[0243] ;

[0244] Specifically, for a fully submerged float, there is no horizontal movement of the center of buoyancy due to uneven buoyancy distribution. Therefore, the total restoring torque of a fully submersible float is equal to: ;

[0245] S340. When the embedded foundation is a suction bucket, determine the first vertical ultimate bearing capacity, the first horizontal ultimate bearing capacity, and the first overturning resistance bearing capacity with the center of the bottom of the suction bucket as the reference point.

[0246] S350, the first vertical ultimate bearing capacity, the first horizontal ultimate bearing capacity, and the first overturning resistance bearing capacity are converted to values ​​relative to the center of rotation. O r The second vertical ultimate bearing capacity, the second horizontal ultimate bearing capacity, and the second overturning resistance bearing capacity are taken as reference points.

[0247] Since the embedded foundation also possesses anti-overturning capability and needs to provide both vertical and horizontal bearing capacity, a suction bucket foundation is preferred, and a length-to-diameter ratio of less than 1 is recommended. This facilitates overall rotation of the foundation and creates a stable synergy with the floating body. The ultimate vertical bearing capacity is referenced to the center of the bucket bottom. Horizontal ultimate bearing capacity and overturning bearing capacity (That is, the first vertical ultimate bearing capacity, the first horizontal ultimate bearing capacity, and the first overturning resistance bearing capacity) are:

[0248] ;

[0249] in, It is the diameter of the suction barrel; It is the area of ​​the suction barrel's top cover, i.e. ; , and These are the vertical, horizontal, and bending bearing capacity coefficients, respectively.

[0250] The shear strength at the bottom of the bucket can be calculated using the following formula:

[0251] ;

[0252] in, It is the undrained shear strength corresponding to the mud surface. It is the gradient of undrained shear strength along the depth;

[0253] Vertical bearing capacity coefficient Horizontal bearing capacity coefficient and flexural bearing capacity coefficient All can be calculated using the following formula:

[0254] ;

[0255] ;

[0256] ;

[0257] in, , and These are the vertical, horizontal, and flexural bearing capacity coefficients of the circular surface foundation, which can be calculated using the following formula: ;

[0258] , and These are the homogeneous overburden coefficients corresponding to vertical, horizontal, and flexural bearing capacities, respectively, which can be calculated using the following formula:

[0259] ;

[0260] The overburden coefficient, which increases linearly, can be calculated using the following formula:

[0261] ;

[0262] S360. Formula for determining the overturning moment of the embedded foundation based on the second overturning bearing capacity.

[0263] During actual rotation, the center of rotation of the suction bucket is at 0.65 times its normal value. At this point, it is necessary to move the reference point at the center of the bottom surface to the center of rotation. At this point, the suction bucket at the center of rotation is horizontal, and its vertical and overturning resistance are:

[0264] ;

[0265] S370. Based on the overturning moment borne by the floating body, the overturning moment borne by the fixed foundation, the restoring moment of the floating body, and the overturning resistance moment of the fixed foundation, the overall stability constraint is equivalently transformed into stability constraints on the floating body and the fixed foundation respectively.

[0266] S380. Based on environmental parameters, seabed geological parameters, wind turbine parameters, vertical force balance constraints, horizontal force balance constraints, and stability constraints of the floating body and embedded foundation, a multi-objective optimization algorithm is used to optimize and solve within the design parameter range to obtain the target design parameters corresponding to the offshore wind power foundation.

[0267] Example 4.

[0268] Figure 7 This is a flowchart of an offshore wind power foundation design method based on the principle of partitioned asymptotic stability provided in Embodiment 4 of the present invention. Based on the above embodiments, this embodiment further optimizes the multi-objective inversion optimization process. Technical terms that are the same as or corresponding to those in the above embodiments will not be repeated here. Figure 7 As shown, the method specifically includes the following steps:

[0269] S410. Obtain the target site environmental parameters, seabed geological parameters, and wind turbine parameters, and set the design parameter range for offshore wind power foundations.

[0270] The design parameter range includes the range of geometric parameters for the floating body and the fixed foundation.

[0271] For example, in this embodiment of the invention, taking a 16MW wind turbine in a soft soil seabed area as an example, the corresponding environmental parameters and design parameter ranges can be shown in Table 1.

[0272] Table 1

[0273]

[0274] S420. Based on the principle of zonal asymptotic stability, design constraints are established for offshore wind power foundations.

[0275] The design constraints include overall stability constraints, horizontal force balance constraints, and vertical force balance constraints, which serve as driving constraints.

[0276] The overall stability constraint serves as the driving constraint. It is constructed by determining the total overturning moment, moment distribution coefficient, floating body recovery moment formula, and fixed foundation anti-overturning moment formula under extreme working conditions of offshore wind power foundations based on the principle of zonal asymptotic stability, thereby realizing the distribution of the total overturning moment between the floating body and the fixed foundation. The vertical force balance constraint ensures that the vertical forces on the offshore wind power foundations meet the vertical balance condition under extreme working conditions. The horizontal force balance constraint ensures that the horizontal forces on the offshore wind power foundations meet the horizontal balance condition under extreme working conditions.

[0277] S430. Based on environmental parameters, seabed geological parameters, wind turbine parameters, and design constraints, a multi-objective optimization algorithm is used to optimize and solve within the design parameter range to obtain the target design parameters corresponding to the offshore wind power foundation.

[0278] The specific steps are as follows:

[0279] S431. Using Latin hypercube sampling, multiple sets of initial design parameters are generated within the design parameter range, which serve as the initial population P0 corresponding to the multi-objective optimization algorithm.

[0280] The initial design parameters can be in multiple sets. Each set of initial design parameters can include specific values ​​of the suction barrel diameter, suction barrel burial depth, column diameter, side column spacing, draft, bypass height, bypass width, freeboard height, and center column diameter within the design parameters.

[0281] S432. Using the initial population P0 as the parent generation, perform crossover on the initial population P0 by randomly combining parameters using the simulated binary crossover method. After the crossover, perform polynomial mutation on the offspring to obtain the offspring Q0.

[0282] S433. Merge the initial population P0 and offspring Q0 to generate a population set R0. Evaluate the constraint violation degree (CV) of the population set R0 to obtain the feasible and infeasible solutions corresponding to the population set R0.

[0283] S434. Based on the environment selection mechanism, feasible and infeasible solutions are sorted by non-dominated order and reference direction selection to obtain the target optimal solution set.

[0284] S435. Using the target optimal solution set as the new parent, repeatedly perform the processes of crossover, mutation, constraint violation evaluation, sorting and screening based on the environment selection mechanism until the number of repetitions reaches the preset number of iterations or the convergence criterion is met.

[0285] In a preferred embodiment, multi-objective optimization and iterative search can be performed to obtain the optimal target geometric parameters more quickly. Under the premise of satisfying the integrity constraint of "partition asymptotic stability", the steel consumption of the structure is minimized and the restoring moment is maximized simultaneously. The reference direction-based fast non-dominated sorting genetic algorithm (NSGA-III) is used as the core optimization engine, and the specific process is as follows.

[0286] ① Initial population P0 generation

[0287] Within the upper and lower bounds of the geometric parameters, 200 sets of design vectors are generated at once using Latin hypercube sampling (LHS) without prior constraint filtering; all initial samples are written into the initial population P0.

[0288] ② Crossover variation

[0289] With population P0 as the parent, the parameters are randomly combined using a simulated binary crossover method with a crossover probability of 90%. The coefficient of the degree to which the offspring are close to the parent is set to 15 (the larger the coefficient, the closer the offspring are to the parent).

[0290] After crossover, the offspring undergoes polynomial mutation to randomly fine-tune certain variables to avoid the algorithm getting trapped in local optima. Each variable has a 1 / 8 probability of mutation, and the mutation amplitude coefficient is set to 20 (the larger the coefficient, the smaller the mutation amplitude). This generates a new generation of offspring Q0.

[0291] ③ Constraint violation assessment

[0292] The parent population P0 and the offspring population Q0 are merged to generate a new population set R0. Constraints are then applied to population set R0, with all constraints normalized for easier comparison later.

[0293] ;

[0294] (2) Vertical force equilibrium constraint G3

[0295] ;

[0296] (3) Horizontal force balance constraint G4

[0297] ;

[0298] (4) Suction bucket length-to-diameter ratio constraint G5

[0299] ;

[0300] (5) Limit the bypass width of the floating body G6 and G7

[0301] ;

[0302] ;

[0303] All constraints G 1-7 Assembly, represented by constraint violation degree (CV):

[0304] ;

[0305] In the formula, CV=0 indicates that the solution satisfies all constraints, CV>0 indicates that the solution does not satisfy the constraints and is an infeasible solution, and the larger the CV value, the further it deviates from the feasible solution.

[0306] ④ Environmental selection mechanism

[0307] The following rules apply to environmental selection for the population set R0:

[0308] Feasible solution ranking: Prioritize feasible solutions (CV=0). If the number of feasible solutions is less than 200, select the solution closest to feasibility from the infeasible solutions, i.e., the one with the smaller CV. This ensures that the total number of feasible solutions after filtering is within 200.

[0309] Pareto ordering: If solution A uses more steel than solution B and has a less restoring torque than solution B, then solution A is determined to be dominated by solution B and is eliminated; if solutions A and B are not mutually dominant, they are assigned to the same Pareto level. Through non-dominated ordering, multiple Pareto levels are formed, and individuals at lower levels (i.e., solutions with lower steel consumption and greater restoring torque) are selected preferentially.

[0310] Then, using the 2D DAS-Dennis method, the ray passing through the origin in the 2D space composed of steel quantity and restoring moment is divided into 20 equal regions, resulting in 21 ray directions as reference directions. The projected distances of all solutions to these reference directions are calculated, and the solutions are assigned to the nearest reference direction. For each reference direction, the solution with the smallest projected distance is preferentially retained until the set of 200 groups is filled. This method ensures a uniform distribution of the Pareto solution set.

[0311] After sorting feasible solutions, non-dominated solutions, and reference direction selection, 200 optimal solutions are retained and proceed to the next step of crossover and mutation process.

[0312] ⑤ Iterative optimization

[0313] Repeat steps ②-④ for the new generation of 200 sets of variable design variables, and repeat the above process until the maximum number of iterations (500 generations) is reached or the convergence criterion is met.

[0314] Understandably, the final target geometric parameters for offshore wind turbine foundations satisfy both design constraints and ensure that the iterative optimization direction maximizes the restoring moment provided by the target geometric parameters while minimizing steel consumption. After iteration, the Pareto solution set prioritizes the target geometric parameters corresponding to the minimum steel consumption, rather than selecting the maximum total restoring moment. This is because cost is the primary driving factor for offshore wind power. Including the maximum total restoring moment in the iteration ensures that the generated minimum steel consumption design parameters are not locally optimal and possess engineering feasibility, avoiding the creation of unrealistic target geometric parameters solely to minimize steel consumption. This also reflects the role of stability constraints as a driving criterion.

[0315] Example 5.

[0316] Figure 8 This is a flowchart illustrating a method for designing offshore wind power foundations based on the principle of partitioned asymptotic stability, provided in Embodiment 5 of the present invention. Building upon the above embodiments, this embodiment determines the design parameters of the connecting sections. Technical terms that are the same as or corresponding to those in the above embodiments will not be repeated here. Figure 8 As shown, the method specifically includes the following steps: S510, obtaining the target site environmental parameters, seabed geological parameters and wind turbine parameters, and setting the design parameter range for offshore wind power foundations.

[0317] The design parameter range includes the range of geometric parameters for the floating body and the fixed foundation.

[0318] S520. Based on the principle of partitioned asymptotic stability, design constraints are established for offshore wind power foundations.

[0319] The design constraints include overall stability constraints, horizontal force balance constraints, and vertical force balance constraints, which serve as driving constraints.

[0320] S530. Based on environmental parameters, seabed geological parameters, wind turbine parameters, and design constraints, a multi-objective optimization algorithm is used to optimize and solve within the design parameter range to obtain the target design parameters corresponding to the offshore wind power foundation.

[0321] Among them, the multi-objectives include at least the maximum total restoring moment and the minimum steel consumption, and the target design parameters include the geometric parameters of the floating body target and the geometric parameters of the embedded foundation target.

[0322] S540. Based on the principle of progressive stability, the connecting section should ensure the synergistic effect of stability between the floating body and the embedded foundation. Accordingly, the limiting angle of the connecting section is determined. ;

[0323] S550, Determine the stiffness of the buoy. and the stiffness of the embedded foundation Construct the series and parallel stiffness relationships between the floating body, the embedded foundation, and the connecting sections;

[0324] S560, based on series and parallel stiffness relationships and rotation limits Determine the stiffness k of the connection section c .

[0325] S570, Based on the stiffness k of the connecting section c Furthermore, by combining with the engineering database, planar scaling factor and vertical scaling factor are used to scale the planar and vertical dimensions respectively, and the cross-sectional dimensions are scaled using the dimension scaling factor.

[0326] S580. Determine the design parameters of the connection section and verify them using a finite element solver.

[0327] Specifically, the connection segment design optimization process is as follows:

[0328] To ensure that the floating body rotates approximately synchronously with the fixed foundation under external loads, this invention introduces a connecting section, the stiffness of which is equivalent to that of a torsion spring k. c In the mechanical model, the upper floating body has a torsion spring k. f With the connecting section torsion spring k c and embedded base spring k b The equivalent stiffness of its series and parallel connections can be simplified as follows:

[0329] 1. Series and parallel connection relationship between floating body, connecting section, and fixed foundation

[0330] Fixed foundation stiffness k b With connection section stiffness k c The series connection forms the connecting segment—the stiffness k of the embedded foundation. c+b Connection segment—Fixed foundation stiffness k c+b Satisfying the formula:

[0331] ;

[0332] Connection segment—Fixed foundation stiffness k c+b Then, consider the stiffness k of the floating body. f The overall stiffness k of the parallel-connected offshore wind turbine foundation c+b+f Overall stiffness k of offshore wind turbine foundation c+b+f Satisfying the formula:

[0333] ;

[0334] 2. Limit the percentage of corners in connecting sections.

[0335] To ensure the floating body and the fixed foundation maintain the same rotation angle as much as possible under external loads, while allowing some rotation, this effectively disperses fatigue hotspots in the connection section. In this example, the rotation angle of the connection section is limited even under extreme conditions (i.e., a 10° deflection). With overall corner The proportion does not exceed 5%. Due to the series and parallel connections of the floating body, connecting sections, and fixed foundations, the rotation angle of the fixed foundation... With connecting segment corner Floating body turning angle Connecting section—fixed foundation corner Overall corner The following relationships exist:

[0336] ;

[0337] Therefore, the connecting segment limits the turning angle. Determined by the following formula:

[0338] ;

[0339] Understandable This represents the total rotation angle of the connecting segment and the fixed foundation. The two are connected in series, and its value is equal to the rotation angle of the connecting segment. Plus embedded base corner And the bending moment within the series branch They are the same, defined The corner of the embedded foundation is represented by Secant stiffness at time The representative connecting segment angle is The secant stiffness at that time, i.e.: ;

[0340] Furthermore, the connecting segment will be restricted to a specific angle. The percentage limit can be converted into the following formula:

[0341] ;

[0342] Eliminate equal bending moments After sorting, we can obtain:

[0343] ;

[0344] After processing, the stiffness of the connection section is obtained. With the stiffness of the embedded foundation relation:

[0345] ;

[0346] It is understandable that when the stiffness of the connection section... Compared to the stiffness of the embedded foundation At a ratio of approximately 19 times or higher, the connecting section can maintain minimal relative torsional deformation, allowing the floating body and the embedded foundation to rotate almost synchronously, and effectively dispersing fatigue hotspots in the connecting section. This ratio can be fine-tuned based on design experience or numerical simulation results, thereby significantly reducing the torsional and fatigue loads on the connecting section, avoiding excessive local stress concentration at the connection, and effectively improving the safety and service life of the overall structure.

[0347] After determining the target stiffness required for the connection section, an initial design template can be obtained from publicly available jacket engineering databases. This template can then be rapidly scaled at different scaling factors to obtain the preliminary design parameters for the connection section. Databases include OC4Phase I Jacket-5MW, INNWIND.EU Jacket-10MW, and IEA 15-240 RWT, which disclose key design data such as the geometric parameters and component cross-sectional dimensions of the jacket.

[0348] Specifically, based on the water depth and unit capacity of the target plant site, a jacket structure closely resembling the target operating conditions is selected from the database as a template. Parameters such as its base width, top width, total height, number of layers, and the diameter and wall thickness of various components are extracted. While maintaining the template's topology, a planar scaling factor is determined based on the base width, and a vertical scaling factor is determined according to the required interface elevation of the connection section. The planar and vertical dimensions are scaled separately, while the cross-sectional dimensions are determined using a size scaling factor based on the megawatt ratio. This allows for the rapid acquisition of the preliminary geometry and cross-sectional design of the connection section.

[0349] It is understandable that the bottom of the connecting section is set on and connected to the embedded foundation. Therefore, after determining the target geometric parameters of the embedded foundation, the base width of the connecting section can be determined, and the selected template can be scaled planarly accordingly. Similarly, when the target geometric parameters of the floating body are determined, the top of the connecting section needs to be connected to the floating body, and its height is also determined accordingly, allowing for vertical scaling of the selected template. The cross-sectional dimensions can be determined by the scaling factor based on the target wind turbine megawatt rating, thus quickly determining the scaled cross-sectional dimensions. Through the above method, the geometric dimensions of the connecting section can be quickly adjusted and optimized while ensuring structural interface matching.

[0350] Subsequently, the stiffness of the scaled connection segment was checked using a finite element model. The stiffness matrix of the connection segment was solved by applying a unit load, and the obtained stiffness was compared with the target value. When the deviation exceeded the allowable range, the stiffness was iteratively corrected by adjusting the diameter or wall thickness of the key components, or by optimizing the plane geometry under the condition that it does not exceed the root limit.

[0351] By employing the above method, this invention combines a mature jacket engineering database with a fast scaling algorithm to efficiently obtain connection section design schemes that meet structural stiffness and strength requirements, given a known target stiffness. Furthermore, in practical engineering, truss-type or other suitable connection structures can be selected based on factors such as cost, materials, and construction conditions to balance structural strength with reduced wave loads, thereby achieving a balance between economy and safety.

[0352] Example 6.

[0353] Figure 9 This is a flowchart illustrating a method for designing offshore wind power foundations based on the principle of partitioned asymptotic stability, provided in Embodiment Six of the present invention. Building upon the above embodiments, this embodiment can also verify the dynamic response indicators of the offshore wind power foundation. Technical terms that are the same as or corresponding to those in the above embodiments will not be repeated here. Figure 9 As shown, the method specifically includes the following steps:

[0354] S610. Obtain the target site environmental parameters, seabed geological parameters, and wind turbine parameters, and set the design parameter range for offshore wind power foundations.

[0355] The design parameter range includes the range of geometric parameters for the floating body and the fixed foundation.

[0356] S620. Based on the principle of partitioned asymptotic stability, design constraints are established for offshore wind power foundations.

[0357] The design constraints include overall stability constraints, horizontal force balance constraints, and vertical force balance constraints, which serve as driving constraints.

[0358] S630. Based on environmental parameters, seabed geological parameters, wind turbine parameters, and design constraints, a multi-objective optimization algorithm is used to optimize and solve within the design parameter range to obtain the target design parameters corresponding to the offshore wind power foundation.

[0359] Among them, the multi-objectives include at least the maximum total restoring moment and the minimum steel consumption, and the target design parameters include the geometric parameters of the floating body target and the geometric parameters of the embedded foundation target.

[0360] S640. Determine the design parameters of the connection section and verify them using a finite element solver.

[0361] S650. Based on the target geometric parameters of the floating body, the target geometric parameters of the embedded foundation, and the design parameters of the connecting section, build an integrated numerical model of the wind turbine, floating body, connecting section, embedded foundation, and seabed.

[0362] Specifically, based on the target geometric parameters and the design parameters of the connecting section, an integrated numerical model is constructed, comprising the floating body, connecting section, anchoring foundation, and seabed. This integrated numerical model can simulate the interactions between the components and the overall dynamic behavior in the marine environment.

[0363] S660, based on an integrated numerical model, performs simulations under extreme conditions and verifies the dynamic response indicators of offshore wind power foundations to determine whether they meet design limits.

[0364] Among them, the dynamic response index is the pitch angle of the floating body.

[0365] Specifically, using the integrated numerical model, simulation calculations are performed under preset extreme marine conditions (such as strong winds, giant waves, and ocean currents). The focus is on verifying the dynamic response indicators of the offshore wind power foundation. The pitch angle of the floating body is a key indicator, reflecting the amplitude of the foundation's forward and backward swaying under the action of wind and waves, and it must be ensured that it is within a safe range.

[0366] S670. When the verification result does not meet the design limit, repeat the process of adjusting the torque zoning distribution coefficient and / or the design parameter range, determining the target design parameters and the connection section design parameters until the verification result meets the design limit.

[0367] Specifically, if the verification result fails, the design parameters need to be adjusted, including the torque zoning distribution coefficient and the design parameter range. After each adjustment, steps S630-S660 must be re-established based on the new torque zoning distribution coefficient and design parameter range until the verification passes.

[0368] In some preferred embodiments, the present invention can utilize a professional marine engineering / wind power coupled simulation platform (such as SIMA, FAST, Zwind, etc.) to verify the dynamic response of the "integrated numerical model," and the main steps are as follows:

[0369] Modeling and Loading: In the simulation software, the wind turbine, floating body, connecting section and embedded foundation, and seabed module are established respectively; the environmental loads (wind, waves, current) and wind turbine operating parameters are input, and the simulation duration and time step are set.

[0370] Dynamic response evaluation under extreme conditions: Simulations are performed under extreme conditions, and the pitch angle of the floating body is recorded; the pass / fail criteria are determined according to industry standards or the design principles of this invention. In this implementation, a maximum pitch angle exceeding 10° is considered a failure to pass the verification.

[0371] Verification and iteration: If the above dynamic response does not meet the expected requirements, adjust the torque partitioning coefficient. Alternatively, the geometric parameters can be re-evaluated within a given range and iterated again, followed by a re-simulation verification. If the criteria are met, the design scheme is confirmed to be feasible. Through the above dynamic coupling verification, dynamic problems such as excessive tilting that may occur during the coordinated motion of the floating body and the embedded foundation can be effectively identified, thereby ensuring that the structure maintains high stability under conditions of strong typhoons, giant waves, and soft seabeds.

[0372] In some embodiments, engineering data can be output after the verification is completed:

[0373] After verification and meeting the zonal asymptotic stability and lightweight design objectives, an engineering data package can be output to guide detailed design, construction, and operation and maintenance. This data package may include:

[0374] Suction barrel diameter D SCF and L SCF And the diameter D of the column of the floating body. f Side column spacing S, draft h fw Freeboard height h fa Bypass height h fp and bypass width w fp wait;

[0375] Key soil layer design parameters (such as undrained shear strength, soil stratification characteristics, etc.) facilitate depth control and monitoring during construction.

[0376] Through the above methods, the present invention can realize the engineering feasibility of "large megawatt lightweight floating offshore wind power foundation design" under conditions of strong typhoons, giant waves and soft seabed, and can be further optimized in subsequent detailed design to maintain the dynamic improvement of overall stability and economy.

[0377] Example 7.

[0378] Embodiment 7 of the present invention provides an offshore wind power foundation, which specifically includes:

[0379] The system consists of a fixed foundation, a floating body, and a connecting section. The fixed foundation is embedded in the seabed and rigidly connected to the lower end of the connecting section. The upper end of the connecting section is rigidly connected to the floating body, which can be a fully submersible or semi-submersible floating body.

[0380] The target geometric parameters of the embedded foundation and the floating body, as well as the design parameters of the connecting section, are calculated based on the offshore wind power foundation design method of any of the above embodiments.

[0381] In a preferred embodiment, the offshore wind power foundation may further include a central column, side columns, and a bypass, and its structural parameters can also be calculated using the offshore wind power foundation design method described in the foregoing embodiments.

[0382] Figure 4This is a schematic diagram of the "partitioned progressive stability foundation A-full submersible" structure provided in Embodiment 7 of the present invention.

[0383] In this embodiment of the invention, taking a 16MW soft soil sea area as an example, the entire process of designing and developing a "regional progressive stability foundation A-semi-submersible" according to the design method and system of this invention is demonstrated:

[0384] First, obtain the target site environmental parameters, seabed geological parameters, and wind turbine parameters, and set the design parameter range for the offshore wind power foundation. The design parameter range includes the range of geometric parameters for the floating body and the embedded foundation.

[0385] Specifically, the environmental parameters of the target site, the geological parameters of the seabed, and the parameters of the wind turbine are shown in Table 2. Table 2 is a table of relevant parameters for a 16MW semi-submersible offshore wind power foundation based on zonal progressive stability.

[0386] Table 2

[0387]

[0388] Then, based on the principle of zonal asymptotic stability, design constraints corresponding to offshore wind power foundations are established; among which the design constraints include overall stability constraints, horizontal force balance constraints and vertical force balance constraints as driving constraints.

[0389] Furthermore, based on environmental parameters, seabed geological parameters, wind turbine parameters, and design constraints, a multi-objective optimization algorithm is used to optimize and solve the problem within the design parameter range, thereby obtaining the target design parameters corresponding to the offshore wind power foundation.

[0390] Figure 10 This illustrates the multi-objective optimization process of different design parameters for the "Partitioned Asymptotic Stability Foundation A-Semi-submersible" in Embodiment 7 of the present invention as the number of iterations increases. In the figure, light gray represents design parameters that do not meet the constraints, gray represents feasible design parameters that meet the constraints, black represents the average value of all feasible design parameters in this generation, and red represents the design parameter with the minimum steel consumption among the feasible design parameters in this generation. Analysis of the optimization process reveals that with the development of the evolution, after 500 iterations, the fluctuation range of the design parameters gradually stabilizes and converges, and the overall steel consumption and total restoring torque also tend to stabilize. At this point, the diameter D of the semi-submersible buoy side column... f The water level converges to 7.13 m, the spacing between the side columns S converges to 59.33 m, and the draft h... fw Converging at 10.16m, bypass height h fp It converges to 5.00 m, and the bypass width w fp Converging at 7.04 m. Design parameters for the suction bucket embedded foundation: diameter. D SCF It gradually converges to 25.46 m and burial depth.L SCF It gradually converges to 23.78 m, where the freeboard height h fa Taking into account the effects of rotation and waves, the value is fixed at 6.67 m.

[0391] Therefore, under the condition of relatively small waves and soft seabed in this sea area, the design parameter solution with the minimum steel consumption selected by the system is shown in Table 3, which represents the optimal scheme for the A-semi-submersible type of the partitioned progressive stability foundation.

[0392] Table 3

[0393]

[0394] Furthermore, based on the principle of zonal asymptotic stability, the connecting section should ensure the coordinated stability of the floating body and the embedded foundation, and the limiting angle of the connecting section should be determined accordingly. It is necessary to ensure that the connecting section limits the turning angle. With overall corner The proportion should not exceed 5%. Therefore, when the stiffness of the connecting section... Greater than 19 times the stiffness of the embedded foundation When the connecting segment rotation angle is satisfied Percentage requirement: ;

[0395] Specifically, in determining the design parameters of the embedded foundation (diameter of the suction bucket) D SCF and suction bucket burial depth L SCF Afterwards, the suction bucket parameters were substituted into the finite element software, and the soft clay bed was modeled using an elastoplastic soil model (NGI-ADP model), combined with the seabed mud strength S. um Inputting 0 kPa and a layer depth gradient coefficient of 1.4 kPa / m, the moment-rotation response curve of the suction bucket is obtained (see...). Figure 5 The second overturning bearing capacity of the embedded foundation is used to obtain the stiffness of the embedded foundation in this scheme.

[0396] In this example, take As a verification value. Based on the above derived relationship, it can be determined that: when the overall rotation angle... When the angle is equal to 10°, the fixed foundation rotation angle The angle is 9.5°, and the connecting section rotation angle is... The angle is 0.5°. Based on the suction bucket moment-rotation response curve obtained above, the fixed foundation rotation angle is calculated. The bending moment corresponding to 9.5° ,therefore, In other words, the required percentage is greater than 2730 MNm / deg.

[0397] Next, based on the stiffness k of the connecting section c Furthermore, by combining the engineering database and the finite element solver, the design parameters of the connection section are determined.

[0398] Specifically, in determining the stiffness of the connection section After achieving a length greater than 2730 MNm / deg, a publicly available jacket framework engineering database was used to determine the jacket framework design in IEA 15-240 RWT as the initial design template. Parameters such as the base width, top width, total height, number of layers, and diameters and wall thicknesses of various components in the jacket framework from IEA 15-240 RWT were extracted, as shown in Table 4. Table 4 is the design parameter table for the jacket framework and connecting sections in EA 15-240 RWT. The diameter of the suction barrel was then determined. D SCF Then, the base width of the connecting segment is However, considering the main leg dimensions, the base width limit for the connecting section is [value missing]. The planar scaling factor is approximately 17.64m / 32m ≈ 0.55; determine the draft h. fw Then, the height of the connecting segment is The vertical scaling factor is 59.84m / 74.1m≈0.807. The planar and vertical dimensions are scaled using the planar and vertical scaling factors respectively, while the cross-sectional dimensions are scaled using a size scaling factor determined based on the megawatt ratio, i.e., 16MW / 15MW≈1.1. This allows for the rapid acquisition of the preliminary geometry and cross-sectional scheme for the connecting section. Specific design parameters for the connecting section are shown in Table 4.

[0399] Table 4

[0400]

[0401] Figure 11 This is a schematic diagram of the scaling and finite element verification corresponding to the connection segment provided in Embodiment 7 of the present invention. Subsequently, as... Figure 11 As shown, a finite element model of the connection segment is established in the finite element software ABAQUS. The stiffness of the connection segment is solved by applying a unit rotation angle to the top of the connection segment. The obtained rotational stiffness is 2821MNm / deg. Comparing the obtained rotational stiffness with the target value, it can be found that the scaled connection segment... The value is greater than 2730 MNm / deg. Therefore, the scaled connection segment design parameters meet the requirements. Furthermore, Figure 11 It also demonstrates when the connecting segment turns. The stress distribution of the structure at 0.5° shows that the stress of the entire structure is less than the yield stress of the material, which is 420 MPa. From the perspective of structural safety, this also proves that the design parameters of the scaled connection section meet the requirements.

[0402] Based on the design parameters of the floating body, connecting sections, and embedded foundation, the technical specifications of the progressively stable foundation A-semi-submersible scheme are shown in Table 5. The floating body mass is approximately 1567.7 t, the suction tank mass is approximately 698.7 t, the connecting section mass is approximately 2113.5 t, and the total steel consumption is approximately 4380.5 t, corresponding to a steel consumption of approximately 273 t / MW. This meets the requirements of this invention regarding the "lightweighting of large-megawatt floating offshore wind power foundations." Compared to the current domestic demonstration projects with steel consumption of 544 t / MW to 1000 t / MW, the overall scheme reduces steel consumption by approximately 49% to 72.7%, and the seabed footprint is reduced from several square kilometers for the original floating chain mooring to 500 m². 2 .

[0403] Table 5

[0404]

[0405] The zonal progressive stability foundation A-semi-submersible type compares the restoring moment of the floating body and the overturning resistance of the embedded foundation, and the results are as follows: Figure 5 As shown, this also confirms the feasibility of the partitioned asymptotic stability principle proposed in this invention:

[0406] : Overturning resistance of embedded foundation M 基础 The medium elasticity of the overturning resistance is dominant, while the restoring torque provided by the floating body is dominant. M 浮体 Smaller;

[0407] : Overturning resistance of embedded foundation M 基础 The restoring torque provided by the floating body enhances the anti-overturning capacity during the plastic stage. M 浮体 The contribution gradually increases (mainly due to rigid body displacement, followed by the waterline), but the foundation's resistance to overturning still dominates.

[0408] : Overturning resistance of embedded foundation M 基础 Utilizing all anti-overturning capacity, the restoring moment provided by the floating body M 浮体 With the support of the embedded foundation to resist overturning M 基础 Similarly, the larger the turning angle, the greater the restoring torque provided by the floating body. M 浮体 Gradually taking the lead.

[0409] Finally, simulations were performed under extreme conditions based on the integrated numerical model, and the dynamic response indicators of the offshore wind power foundation were checked to see if they met the design limits.

[0410] Among them, the dynamic response index is the pitch angle of the floating body.

[0411] Specifically, all design parameters were input into the integrated software for dynamic response simulation under extreme conditions. The results (see...) Figure 12 , Figure 12 The dynamic response diagram of the "Sectional Progressive Stability Foundation A-Semi-submersible" provided in Embodiment 7 of the present invention is shown. The "Sectional Progressive Stability Foundation A-Semi-submersible" generated in this embodiment exhibits a maximum buoy pitch angle of approximately 8.23° under extreme typhoon wave conditions, which does not exceed the design limit of 10°, thus meeting the safety redundancy requirements of the present invention. Finally, this scheme is compiled into a complete engineering data package for easy reference in subsequent detailed design and installation methods.

[0412] In some implementations, for marine conditions with large wave loads, a fully submersible floating body can be selected to minimize the impact of upper wave forces and meet the safety redundancy requirements in large wave environments (such as fully submersible structures). Figure 13 Shown in the middle and upper floating body).

[0413] Specifically, in this sea area, shallow wave energy is significant, and towering columns or bypass structures will suffer from large wave loads, which is not conducive to structural lightweighting and stability control.

[0414] Therefore, if a "fully submersible floating body" is used instead, the floating body is completely submerged, thus eliminating the waterline and retaining only "rigid body displacement" and "anchored foundation overturning resistance" to play a role in zonal progressive stability. The diving depth h is... uw This represents the height of the top of the fully submersible buoy above the water surface. This height should be determined by taking into account the effects of waves and a 10° tilt.

[0415] like Figure 14 As shown, Figure 14 This is the dynamic response diagram of the "zonal progressive stability foundation B-fully submersible" provided in Embodiment 7 of the present invention. This buoy can significantly reduce the impact of horizontal waves in extreme wave environments, and at the same time, it achieves zonal progressive stability in conjunction with a suction barrel foundation with a large burial depth.

[0416] like Figure 14 Dynamic simulations show that, under extreme wave conditions, the maximum pitch angle of the fully submersible system does not exceed the design limit of 10°.

[0417] Therefore, it is evident that even under conditions of high wave loads and significant wave heights in shallow waters, the fully submersible B-type zoned progressive stability foundation, by selecting a fully submersible floating body and combining it with the zoned progressive stability principle and an automated design system, can still achieve the goals of high stability and controllable structural steel consumption. The fully submersible B-type zoned progressive stability foundation complements the semi-submersible A-type zoned progressive stability foundation, demonstrating that the offshore wind power foundation design scheme of this invention possesses engineering feasibility and flexibility under various environmental conditions.

[0418] Example 8.

[0419] Figure 15 This is a schematic diagram of an offshore wind power foundation design system based on the principle of partitioned asymptotic stability, provided in Embodiment 8 of the present invention. Figure 15 As shown, the device includes:

[0420] The parameter acquisition and setting module 810 is used to acquire target site environmental parameters, seabed geological parameters and wind turbine parameters, and set the design parameter range of offshore wind power foundation. The design parameter range includes the value range of geometric parameters of floating body and embedded foundation.

[0421] Constraint construction module 820 is used to establish design constraints for offshore wind power foundations based on the principle of partitioned asymptotic stability.

[0422] The design constraints include overall stability constraints, horizontal force balance constraints, and vertical force balance constraints, which serve as driving constraints. The overall stability constraints are driving constraints, constructed by determining the total overturning moment, moment distribution coefficient, floating body recovery moment formula, and embedded foundation anti-overturning moment formula under extreme conditions of offshore wind power foundations based on the principle of zonal asymptotic stability, thereby realizing the distribution of the total overturning moment between the floating body and the embedded foundation. The vertical force balance constraints ensure that the vertical forces on the offshore wind power foundation meet the vertical balance condition under extreme conditions. The horizontal force balance constraints ensure that the horizontal forces on the offshore wind power foundation meet the horizontal balance condition under extreme conditions.

[0423] The multi-objective optimization module 830 is used to optimize and solve within the design parameter range based on environmental parameters, seabed geological parameters, wind turbine parameters and design constraints, and obtain the target design parameters corresponding to the offshore wind power foundation.

[0424] Among them, the multi-objectives include at least the maximum total restoring moment and the minimum steel consumption, and the target design parameters include the geometric parameters of the floating body target and the geometric parameters of the embedded foundation target.

[0425] In some alternative embodiments, the offshore wind power foundation further includes a connection section, and the offshore wind power foundation design system based on the principle of partitioned asymptotic stability also includes a connection section design module 840, specifically used for:

[0426] After obtaining the target design parameters for the offshore wind turbine foundation, based on the principle of zonal asymptotic stability, the connecting section should ensure the coordinated stability of the floating body and the embedded foundation, and accordingly determine the limiting angle of the connecting section.

[0427] Determine the stiffness of the floating body and the stiffness of the embedded foundation Construct the series and parallel stiffness relationships between the floating body, the embedded foundation, and the connecting sections;

[0428] Based on series and parallel stiffness relationships and rotation limits Determine the stiffness of the connection section ;

[0429] Based on the stiffness of the connecting section Furthermore, by combining with the engineering database, the planar and vertical dimensions are scaled using planar scaling factors and vertical scaling factors respectively, while the cross-sectional dimensions are scaled using a dimension scaling factor. Based on this, the design parameters of the connection section are determined and verified using a finite element solver.

[0430] In some alternative embodiments, the float, the fixed foundation, and the connecting section satisfy the following series and parallel stiffness relationships;

[0431] The stiffness of the embedded foundation Stiffness of the connecting section Connecting segments formed by series connection—fixed foundation stiffness Connection segment - embedded foundation stiffness Satisfying the formula:

[0432] ;

[0433] Connection section—Fixed foundation stiffness Then, with the stiffness of the floating body Parallel connection forms the overall stiffness of offshore wind turbine foundation The overall stiffness of the offshore wind power foundation Satisfying the formula:

[0434] ;

[0435] Under extreme working conditions, the angle of the fixed foundation , connecting section corner Floating body turning angle Connection section—fixed foundation corner With overall corner Satisfying the relationship between compatibility and balance:

[0436] ;

[0437] And the torque in the series branch Same, that is:

[0438] ;

[0439] in, For the fixed foundation rotation angle is Secant stiffness at time The angle of the connecting segment is The secant stiffness at that time, and the rotation angle of the connecting segment are limited. The percentage should meet the following requirements:

[0440] ;

[0441] Furthermore, this ratio is determined by the stiffness of the embedded foundation. Stiffness of the connecting section limited:

[0442] ;

[0443] Therefore, when the stiffness of the connecting section Greater than or equal to 19 times the stiffness of the embedded foundation When the connecting segment rotation angle is satisfied Percentage requirement:

[0444] .

[0445] In some alternative embodiments, the offshore wind power foundation design system based on the principle of partitioned asymptotic stability also includes a dynamic response verification module 850, specifically used for:

[0446] After determining the design parameters of the connecting section by combining the engineering database and the finite element solver, an integrated numerical model of wind turbine, floating body, connecting section, embedded foundation and seabed is built based on the target geometric parameters of the floating body, the target geometric parameters of the embedded foundation and the design parameters of the connecting section.

[0447] Simulations were conducted under extreme conditions using an integrated numerical model, and the dynamic response indicators of offshore wind power foundations were checked to see if they met the design limits; the dynamic response indicator was the pitch angle of the floating body.

[0448] When the verification result is that the design limit is not met, repeat the process of adjusting the torque zoning distribution coefficient and / or the design parameter range, determining the target design parameters and the connection section design parameters until the verification result meets the design limit.

[0449] In some embodiments, the constraint construction module 820 includes a stability constraint establishment submodule, which includes:

[0450] The total overturning moment and rotation angle determination unit is used to determine the total overturning moment corresponding to extreme working conditions of offshore wind power foundations. and allowed corners ;

[0451] The allocation coefficient determination unit is used to determine the allocation coefficient within a numerical range based on seabed soil conditions, foundation construction difficulty, and floating body manufacturing cost. Internally determined moment zone distribution coefficient ;

[0452] Moment partitioning unit, used to partition and distribute moment coefficients according to the principle of asymptotic stability. Total overturning moment The distribution between the floating body and the fixed foundation is determined to obtain the overturning moment borne by the floating body under extreme conditions. The fixed foundation corresponding to the fixed foundation bears the overturning moment. ;

[0453] The anti-overturning moment determination unit is used to obtain the floating body recovery moment corresponding to the floating body under extreme working conditions based on the principle of zonal asymptotic stability, the floating body recovery moment formula and the fixed foundation anti-overturning moment formula.

[0454] Based on the principle of asymptotic stability by partition, the torque partitioning coefficients are distributed accordingly. The total overturning moment The distribution between the float and the anchoring base is determined to obtain the overturning moment borne by the float under extreme operating conditions. The fixed foundation corresponding to the fixed foundation bears the overturning moment. ;

[0455] The anti-overturning moment determination unit is used to obtain the floating body recovery moment under extreme conditions based on the principle of asymptotic stability of the zonal area, the floating body recovery moment formula, and the fixed foundation anti-overturning moment formula. M 浮体 The overturning moment of the fixed foundation corresponding to the fixed foundation M 基础 ;

[0456] The overall stability conversion unit is used to bear the overturning moment based on the floating body. M f The embedded foundation bears the overturning moment. M b Floating body restoring torque M 浮体 and the overturning moment of the embedded foundation M 基础 The overall stability constraint is equivalently transformed into stability constraints on the floating body and the fixed foundation respectively.

[0457] In some embodiments, the stability constraints of the transformed floating body and the embedded foundation are specifically as follows:

[0458] The stability constraint of the floating body is the restoring torque of the floating body. M 浮体 Not less than the overturning moment borne by the floating body M f :

[0459] ;

[0460] The stability constraint of the embedded foundation is the overturning moment of the embedded foundation. M 基础 Not less than the overturning moment borne by the fixed foundation M b :

[0461] ;

[0462] In some embodiments, the partitioned asymptotic stability principle includes the partitioning principle and the asymptotic stability principle;

[0463] The zoning principle distributes the total overturning moment under extreme conditions between the floating body and the fixed foundation, avoiding the total overturning moment being borne solely by either the floating body or the fixed foundation, thus achieving a synergistic effect on stability.

[0464] The principle of gradual stability utilizes the characteristic that the bearing capacity of the floating body and the fixed foundation gradually increases with the rotation angle to achieve:

[0465] In the first turning angle range, the current overturning moment is mainly borne by the overturning bearing moment of the embedded foundation;

[0466] In the second turning interval, the current overturning moment is jointly borne by the overturning bearing moment of the embedded foundation and the gradually increasing restoring moment of the floating body;

[0467] In the third turning angle range, the restoring moment of the floating body further increases with the turning angle. At present, the overturning moment is jointly borne by the overturning bearing moment of the fixed foundation and the restoring moment of the floating body, among which the restoring moment of the floating body plays the main role.

[0468] Among them, the angle corresponding to the first turning interval is smaller than the angle corresponding to the second turning interval, and the angle corresponding to the second turning interval is smaller than the angle corresponding to the third turning interval.

[0469] In some embodiments, the total overturning moment and rotation angle determination unit is specifically used for:

[0470] Determine the mass overturning moment of each structural mass on the rotation center of the offshore wind turbine foundation under extreme working conditions, the aerodynamic thrust overturning moment on the rotation center, and the wave force overturning moment on the rotation center.

[0471] The total overturning moment is the sum of the mass overturning moment, the aerodynamic thrust overturning moment, and the wave force overturning moment.

[0472] In some embodiments, the total overturning moment and rotation angle determination unit is further configured to:

[0473] Determine the mass of the cabin (RNA), tower mass, float mass, connecting section mass, embedded foundation mass, and the center of gravity coordinates of each component;

[0474] The overturning moment is determined based on the mass of the cabin (RNA), tower mass, float mass, connecting section mass, embedded foundation mass, center of gravity coordinates of each component, and allowable rotation angle under extreme conditions.

[0475] In some embodiments, the total overturning moment and rotation angle determination unit is further configured to:

[0476] The aerodynamic thrust is determined based on the impeller diameter, and the aerodynamic thrust overturning moment is determined based on the aerodynamic thrust and the vertical height of the aerodynamic thrust application point from the rotation center.

[0477] The vertical height of the aerodynamic thrust application point from the rotation center is the sum of the vertical height from the hub to the sea level, the water depth, and the vertical height from the rotation center of the bottom foundation to the seabed.

[0478] In some embodiments, the total overturning moment and rotation angle determination unit is further configured to:

[0479] The floating body is divided into equally spaced micro-segments. The wave force on each micro-segment and the vertical height of the micro-segment elevation from the rotation center are determined. The product of the wave force and the corresponding vertical height of each micro-segment is calculated. Then, the product of the wave force on each micro-segment is summed to determine the overturning moment of the wave force.

[0480] In some embodiments, the offshore wind power foundation design system based on the principle of partitioned asymptotic stability includes a floating body restoring moment formula construction module, used for:

[0481] When the floating body is a semi-submersible floating body, the process of constructing the formula for the restoring moment of the floating body includes:

[0482] Determine the rigid body displacement corresponding to the center of buoyancy of a semi-submersible floating body. and waterline offset and buoyancy value F B Based on rigid body displacement Waterline offset and buoyancy value F B The formula for the restoring torque of a semi-submersible float is constructed as follows:

[0483] ;

[0484] Among them, as the whole rotates around the center of rotation by an angle Afterwards, rigid body displacement occurs Calculate using the following formula:

[0485] ;

[0486] in, The initial elevation of the center of buoyancy. and the elevation of the center of rotation The vertical height, that is: ;

[0487] Waterline offset Calculate using the following formula:

[0488] ;

[0489] in, Let be the second-order area moment of the waterline with reference to the geometric center of the float, and be the instantaneous underwater displacement volume of the float. It is the instantaneous underwater displacement volume of the floating body;

[0490] When the floating body is a fully submersible floating body, determine the rigid body displacement corresponding to the fully submersible floating body. and buoyancy value F B Based on rigid body displacement and buoyancy value F B The formula for the restoring torque of a fully submersible floating body is simplified to:

[0491] ;

[0492] In some embodiments, the offshore wind power foundation design system based on the principle of partitioned asymptotic stability includes a module for constructing the formula for the anti-overturning moment of the embedded foundation, used for:

[0493] In the case of a suction bucket as the embedded foundation, determine the first vertical ultimate bearing capacity, the first horizontal ultimate bearing capacity, and the first overturning resistance bearing capacity with the center of the bottom of the suction bucket as the reference point;

[0494] The first vertical ultimate bearing capacity, the first horizontal ultimate bearing capacity, and the first overturning bearing capacity are converted into the second vertical ultimate bearing capacity, the second horizontal ultimate bearing capacity, and the second overturning bearing capacity with the rotation center as the reference point.

[0495] By converting the first vertical ultimate bearing capacity, the first horizontal ultimate bearing capacity, and the first overturning bearing capacity, we obtain the second vertical ultimate bearing capacity, the second horizontal ultimate bearing capacity, and the second overturning bearing capacity with the rotation center as the reference point.

[0496] Formula for determining the overturning moment of embedded foundation based on the second overturning bearing capacity.

[0497] In some embodiments, the vertical force balance constraint is: taking into account the vertical safety factor. In the case of a floating body, the absolute value of the difference between the buoyancy provided by the floating body and the sum of the weights of all components of the offshore wind turbine foundation shall not exceed the second vertical ultimate bearing capacity of the embedded foundation, specifically:

[0498] ;

[0499] in, It is the vertical uplift bearing capacity of the embedded foundation. V 基础 It is the vertical downward bearing capacity of the embedded foundation.

[0500] The horizontal force balance constraint is: considering the horizontal safety factor Afterwards, aerodynamic thrust F TF With wave force F HD The absolute value of the sum shall not exceed the second horizontal ultimate bearing capacity of the embedded foundation. H 基础 Specifically:

[0501] ;

[0502] In some embodiments, the multi-objective optimization module 830 is specifically used for:

[0503] Latin hypercube sampling is used to generate multiple sets of initial design parameters within the design parameter range, which serve as the initial population P0 corresponding to the multi-objective optimization algorithm.

[0504] Using the initial population P0 as the parent generation, the parameters are randomly combined using the simulated binary crossover method to perform crossover on the initial population P0. After the crossover, the offspring are subjected to polynomial mutation to obtain the offspring Q0.

[0505] The initial population P0 and offspring Q0 are merged to generate a population set R0. The constraint violation degree (CV) of the population set R0 is evaluated to obtain the feasible and infeasible solutions corresponding to the population set R0.

[0506] Based on the environment selection mechanism, feasible and infeasible solutions are non-dominated sorted and reference directions are selected to obtain the target optimal solution set.

[0507] Using the target optimal solution set as the new parent, the process of crossover, mutation, constraint violation evaluation, sorting and screening based on the environment selection mechanism is repeated until the number of repetitions reaches the preset number of iterations or the convergence criterion is met.

[0508] In some embodiments, environmental parameters include at least one of wind speed, significant wave height, peak period, water depth, current velocity, and joint probability of wind, wave, and current.

[0509] Seabed geological parameters include at least one of the following: stratigraphic structure, strength index, undrained shear strength of mud surface, and depth gradient coefficient.

[0510] In some embodiments, wind turbine parameters include at least one of the following: turbine capacity, rotor diameter, hub height, nacelle (RNA) and tower mass and center of gravity height.

[0511] The offshore wind power foundation design system based on the principle of partitioned asymptotic stability provided in this embodiment of the invention can execute the offshore wind power foundation design method based on the principle of partitioned asymptotic stability provided in any embodiment of the invention, and has the corresponding functional modules and beneficial effects of the method.

[0512] Example 9.

[0513] Figure 16 This is a schematic diagram of the electronic device used to implement the offshore wind power foundation design method based on the principle of partitioned asymptotic stability, as described in this embodiment of the invention. The electronic device is intended to represent various forms of digital computers, such as laptops, desktop computers, workbenches, personal digital assistants, servers, blade servers, mainframes, and other suitable computers. The electronic device can also represent various forms of mobile devices, such as personal digital processors, cellular phones, smartphones, wearable devices (e.g., helmets, glasses, watches), and other similar computing devices. The components shown herein, their connections and relationships, and their functions are merely illustrative and are not intended to limit the implementation of the invention described and / or claimed herein.

[0514] like Figure 16 As shown, the electronic device 10 includes at least one processor 11 and a memory, such as a read-only memory (ROM) 12 or a random access memory (RAM) 13, communicatively connected to the at least one processor 11. The memory stores computer programs executable by the at least one processor. The processor 11 can perform various appropriate actions and processes based on the computer program stored in the ROM 12 or loaded from storage unit 18 into the RAM 13. The RAM 13 can also store various programs and data required for the operation of the electronic device 10. The processor 11, ROM 12, and RAM 13 are interconnected via a bus 14. An input / output (I / O) interface 15 is also connected to the bus 14.

[0515] Multiple components in electronic device 10 are connected to I / O interface 15, including: input unit 16, such as keyboard, mouse, etc.; output unit 17, such as various types of displays, speakers, etc.; storage unit 18, such as disk, optical disk, etc.; and communication unit 19, such as network card, modem, wireless transceiver, etc. Communication unit 19 allows electronic device 10 to exchange information / data with other devices through computer networks such as the Internet and / or various telecommunications networks.

[0516] Processor 11 can be a variety of general-purpose and / or special-purpose processing components with processing and computing capabilities. Some examples of processor 11 include, but are not limited to, a central processing unit (CPU), a graphics processing unit (GPU), various special-purpose artificial intelligence (AI) computing chips, various processors running machine learning model algorithms, digital signal processors (DSPs), and any suitable processor, controller, microcontroller, etc. Processor 11 performs the various methods and processes described above, such as the offshore wind power foundation design method based on the principle of partitioned asymptotic stability.

[0517] In some embodiments, the offshore wind power foundation design method based on the partitioned asymptotic stability principle can be implemented as a computer program tangibly contained in a computer-readable storage medium, such as storage unit 18. In some embodiments, part or all of the computer program can be loaded and / or installed on electronic device 10 via ROM 12 and / or communication unit 19. When the computer program is loaded into RAM 13 and executed by processor 11, one or more steps of the offshore wind power foundation design method based on the partitioned asymptotic stability principle described above can be performed. Alternatively, in other embodiments, processor 11 can be configured to perform the offshore wind power foundation design method based on the partitioned asymptotic stability principle by any other suitable means (e.g., by means of firmware).

[0518] Various embodiments of the systems and techniques described above herein can be implemented in digital electronic circuit systems, integrated circuit systems, field-programmable gate arrays (FPGAs), application-specific integrated circuits (ASICs), application-specific standard products (ASSPs), systems-on-a-chip (SoCs), payload-programmable logic devices (CPLDs), computer hardware, firmware, software, and / or combinations thereof. These various embodiments may include implementations in one or more computer programs that can be executed and / or interpreted on a programmable system including at least one programmable processor, which may be a dedicated or general-purpose programmable processor, capable of receiving data and instructions from a storage system, at least one input device, and at least one output device, and transmitting data and instructions to the storage system, the at least one input device, and the at least one output device.

[0519] Computer programs used to implement the methods of the present invention may be written in any combination of one or more programming languages. These computer programs may be provided to a processor of a general-purpose computer, a special-purpose computer, or other programmable data processing device, such that when executed by the processor, the computer programs cause the functions / operations specified in the flowcharts and / or block diagrams to be performed. The computer programs may be executed entirely on a machine, partially on a machine, or as a standalone software package, partially on a machine and partially on a remote machine, or entirely on a remote machine or server.

[0520] In the context of this invention, a computer-readable storage medium can be a tangible medium that may contain or store a computer program for use by or in conjunction with an instruction execution system, apparatus, or device. A computer-readable storage medium may include, but is not limited to, electronic, magnetic, optical, electromagnetic, infrared, or semiconductor systems, apparatus, or devices, or any suitable combination thereof. Alternatively, a computer-readable storage medium may be a machine-readable signal medium. More specific examples of machine-readable storage media include electrical connections based on one or more wires, portable computer disks, hard disks, random access memory (RAM), read-only memory (ROM), erasable programmable read-only memory (EPROM or flash memory), optical fibers, portable compact disk read-only memory (CD-ROM), optical storage devices, magnetic storage devices, or any suitable combination thereof.

[0521] To provide interaction with a user, the systems and techniques described herein can be implemented on an electronic device having: a display device (e.g., a CRT (cathode ray tube) or LCD (liquid crystal display) monitor) for displaying information to the user; and a keyboard and pointing device (e.g., a mouse or trackball) through which the user provides input to the electronic device. Other types of devices can also be used to provide interaction with the user; for example, feedback provided to the user can be any form of sensory feedback (e.g., visual feedback, auditory feedback, or tactile feedback); and input from the user can be received in any form (including sound input, voice input, or tactile input).

[0522] The systems and technologies described herein can be implemented in computing systems that include backend components (e.g., as data servers), or middleware components (e.g., application servers), or frontend components (e.g., user computers with graphical user interfaces or web browsers through which users can interact with implementations of the systems and technologies described herein), or any combination of such backend, middleware, or frontend components. The components of the system can be interconnected via digital data communication of any form or medium (e.g., communication networks). Examples of communication networks include local area networks (LANs), wide area networks (WANs), blockchain networks, and the Internet.

[0523] A computing system can include clients and servers. Clients and servers are generally located far apart and typically interact through communication networks. The client-server relationship is created by computer programs running on the respective computers and having a client-server relationship with each other. The server can be a cloud server, also known as a cloud computing server or cloud host, which is a hosting product within the cloud computing service system to address the shortcomings of traditional physical hosts and VPS services, such as high management difficulty and weak business scalability.

[0524] It should be understood that the various forms of processes shown above can be used, with steps reordered, added, or deleted. For example, the steps described in this invention can be executed in parallel, sequentially, or in different orders, as long as the desired result of the technical solution of this invention can be achieved, and this is not limited herein.

[0525] The specific embodiments described above do not constitute a limitation on the scope of protection of this invention. Those skilled in the art should understand that various modifications, combinations, sub-combinations, and substitutions can be made according to design requirements and other factors. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of this invention should be included within the scope of protection of this invention.

Claims

1. A design method of offshore wind power foundation based on the principle of zoned progressive stability, characterized in that, The method comprises: obtaining target site environment parameters, seabed geological parameters and wind turbine unit parameters, and setting a design parameter range of the offshore wind power foundation, wherein the design parameter range comprises a geometric parameter value interval of a floating body and an embedded foundation; based on the principle of zoned progressive stability, establishing the corresponding design constraints of the offshore wind power foundation; wherein the design constraints include overall stability constraints as driving constraints, horizontal force balance constraints and vertical force balance constraints; the overall stability constraints as driving constraints are constructed by determining the total overturning moment, moment zoning distribution coefficient, floating body restoring moment formula and embedded foundation anti-overturning moment formula of the offshore wind power foundation under extreme conditions based on the principle of zoned progressive stability, realizing the distribution of the total overturning moment between the floating body and the embedded foundation; the vertical force balance constraints are that the vertical force of the offshore wind power foundation under extreme conditions meets the vertical balance condition; the horizontal force balance constraints are that the horizontal force of the offshore wind power foundation under extreme conditions meets the horizontal balance condition; According to the environment parameters, seabed geological parameters, wind turbine unit parameters and design constraints, a multi-objective optimization algorithm is used to optimize and solve in the design parameter range to obtain the corresponding target design parameters of the offshore wind power foundation; wherein the multi-objective at least includes the maximum total restoring moment and the minimum steel consumption, and the target design parameters include floating body target geometric parameters and embedded foundation target geometric parameters.

2. The method of claim 1, wherein, The offshore wind power foundation further comprises a connecting section; after obtaining the corresponding target design parameters of the offshore wind power foundation, the method further comprises: According to the principle of zoned progressive stability, the connecting section should ensure the stability synergy between the floating body and the embedded foundation, according to which the connecting section limiting rotation angle is determined ; Determining the rigidity of a floating body and the embedded foundation rigidity , constructing a series-parallel rigidity relationship of the floating body, the embedded foundation and the connecting section determining the connection segment stiffness based on the series-parallel stiffness relationship and the limit rotation angle , determining the connection segment stiffness ; According to the connection segment stiffness , further combined with engineering database, plane and vertical dimensions are scaled by plane and vertical scaling coefficients respectively, and cross section dimension is scaled by dimension scaling coefficient, so as to determine connection segment design parameters, and check by finite element solver.

3. The method of claim 2, wherein, The floating body, the embedded foundation and the connecting section satisfy the following series, parallel stiffness relationship: the embedded foundation stiffness is in series with the connecting section stiffness to form a connecting section-embedded foundation stiffness , the connecting section-embedded foundation stiffness satisfies the formula: ， The connecting segment - embedded foundation stiffness Again with the floating body stiffness Parallelly composed offshore wind power foundation overall stiffness , The offshore wind power foundation overall stiffness Satisfies the formula: ， In the extreme working condition, the embedded foundation corner , the connecting section corner , the floating body corner , the connecting section-embedded foundation corner and the overall corner meet the compatible and balanced relationship: ， And in series branch, the internal force moment of the connecting section and the embedded foundation are the same, i.e.: ， Wherein, is the secant stiffness of the embedded foundation corner when the corner is , is the secant stiffness of the connecting section corner when the corner is , The proportion should meet: ， Further, the connecting segment corner The ratio is through the embedded foundation stiffness With the connecting segment stiffness Limit: ， Therefore, when the connecting segment stiffness is greater than or equal to 19 times the embedded foundation stiffness , that is, the connecting segment rotation angle occupies the proportion requirement: 。 4. The method of claim 2, wherein, After determining the connecting section design parameters in combination with the engineering database and the finite element solver, the method further comprises: According to the floating body target geometric parameters, the embedded foundation target geometric parameters and the connecting section design parameters, an integrated numerical model of the wind turbine unit-floating body-connecting section-embedded foundation-seabed is built; Based on the integrated numerical model, simulation is carried out under extreme conditions, and the dynamic response index of the offshore wind power foundation is checked to determine whether it meets the design limit; wherein the dynamic response index is the floating body pitch angle (Pitch); When the checking result does not meet the design limit, repeat the process of adjusting the moment zoning distribution coefficient and / or the design parameter range, determining the target design parameters and the connecting section design parameters until the checking result meets the design limit.

5. The method of claim 1, wherein, The process of establishing the overall stability constraints as driving constraints comprises: determining a total overturning moment corresponding to the extreme working condition of the offshore wind power foundation and allowing a rotation angle ; According to the seabed soil, the foundation construction difficulty and the floating body manufacturing cost, the moment partition distribution coefficient is determined within the numerical range . ; According to the principle of zoned progressive stability, the moment is divided into zones according to the distribution coefficient The total overturning moment is divided into zones according to the distribution coefficient The distribution between the floating body and the embedded foundation is carried out, and the floating body corresponding to the floating body bearing overturning moment under extreme working conditions is obtained And the embedded foundation corresponding to the embedded foundation bearing overturning moment ; According to the principle of zoned progressive stability, based on the floating body restoring moment formula and the embedded foundation overturning resistance moment formula, the floating body restoring moment corresponding to the floating body under extreme conditions is obtained and the embedded foundation overturning resistance moment corresponding to the embedded foundation ; the floating body assumes a capsizing moment the embedded foundation assumes a capsizing moment the floating body assumes a righting moment and the embedded foundation assumes an anti-capsizing moment the overall stability constraint is equivalently transformed into stability constraints for the floating body and the embedded foundation, respectively.

6. The method according to claim 1, wherein: The vertical force balance constraint is that, under the condition of considering the vertical safety factor , the absolute value of the difference between the buoyancy provided by the floating body and the total gravity of each component of the offshore wind power foundation is not greater than the second vertical ultimate bearing capacity of the embedded foundation, specifically: ， wherein, is the vertical uplift bearing capacity of the embedded foundation, is the vertical compression bearing capacity of the embedded foundation; The horizontal force balance constraint is that the absolute value of the sum of the aerodynamic thrust After that, the aerodynamic thrust And the wave force Is not greater than the second horizontal ultimate bearing capacity of the embedded foundation Specifically: 。 7. The method of claim 5, wherein, The stability constraints of the converted floating body and embedded foundation are specifically: stability constraint of the float is a restoring moment of the float not less than the overturning moment of the float : ， The stability constraint of the embedded foundation is an anti-overturning moment of the embedded foundation Not less than the embedded foundation to bear overturning moment : 。 8. The method of claim 5, wherein, The principle of zoned progressive stability comprises a zoning principle and a progressive stability principle; wherein the zoning principle is to distribute the total overturning moment between the floating body and the embedded foundation under extreme conditions, so as to avoid the total overturning moment being borne by the floating body or the embedded foundation alone, and realize stability synergy; wherein the progressive stability principle utilizes the characteristics that the carrying capacity of the floating body and the embedded foundation gradually develops with the angle, to realize: in the first angle interval, the current overturning moment is mainly borne by the anti-overturning carrying capacity moment of the embedded foundation; In the second rotation angle interval, the current overturning moment is borne by the anti-overturning bearing moment of the embedded foundation and the gradually increasing floating body restoring moment; In the third rotation angle interval, the floating body restoring moment further increases with the rotation angle, and the current overturning moment is borne by the anti-overturning bearing moment of the embedded foundation and the floating body restoring moment, wherein the floating body restoring moment plays a major role; Wherein, the angle corresponding to the first rotation angle interval is less than the angle corresponding to the second rotation angle interval, and the angle corresponding to the second rotation angle interval is less than the angle corresponding to the third rotation angle interval.

9. The method of claim 5, wherein, The determination of the total overturning moment corresponding to the extreme working condition of the offshore wind power foundation comprises: determining the mass overturning moment of each structural mass on the rotation center of the offshore wind power foundation, the aerodynamic thrust overturning moment of the aerodynamic thrust on the rotation center, and the wave force overturning moment of the wave force on the rotation center under the extreme working condition of the offshore wind power foundation; The total overturning moment is the sum of the mass overturning moment, the aerodynamic thrust overturning moment and the wave force overturning moment.

10. The method of claim 9, wherein, The determination of the mass overturning moment of each structural mass on the rotation center of the offshore wind power foundation under the extreme working condition of the offshore wind power foundation comprises: determining the center of gravity coordinates of the nacelle (RNA) mass, the tower mass, the floating body mass, the connecting section mass, the embedded foundation mass and each component; determining the mass overturning moment based on the center of gravity coordinates of the nacelle (RNA) mass, the tower mass, the floating body mass, the connecting section mass, the embedded foundation mass, each component and the allowable rotation angle of the extreme working condition.

11. The method of claim 9, wherein, The determination of the aerodynamic thrust overturning moment of the aerodynamic thrust on the rotation center under the extreme working condition of the offshore wind power foundation comprises: determining the aerodynamic thrust based on the blade diameter, and determining the aerodynamic thrust overturning moment based on the aerodynamic thrust and the vertical height of the aerodynamic thrust action point from the rotation center; Wherein, the vertical height of the aerodynamic thrust action point from the rotation center is the sum of the vertical height from the hub to the sea level, the water depth and the vertical height from the rotation center of the bottom foundation to the seabed surface.

12. The method of claim 9, wherein, The determination of the wave force overturning moment of the wave force on the rotation center under the extreme working condition of the offshore wind power foundation comprises: dividing the floating body into equidistant micro-sections, determining the micro-section wave force and the vertical height of the micro-section elevation from the rotation center of each micro-section, and calculating the product of each micro-section wave force and its corresponding vertical height; then summing up the products of each micro-section to determine the wave force overturning moment.

13. The method of claim 5, wherein, In the case that the floating body is a semi-submersible floating body, the construction process of the floating body restoring moment formula comprises: determining a rigid body displacement corresponding to a center of buoyancy of the semi-submersible vessel , a waterplane offset , and a buoyancy value , constructing a vessel restoring moment formula corresponding to the semi-submersible vessel based on the rigid body displacement , the waterplane offset , and the buoyancy value , specifically: ， wherein the overall rotation center occurs with a rotation angle the rigid body displacement is calculated as follows: ， wherein is the initial center of buoyancy elevation and the center of rotation elevation is the vertical height of the center of buoyancy from the center of rotation, i.e.: ， waterline offset is calculated as follows: ， wherein, is the second order area moment of the waterplane about the reference of the geometric center of the float, is the instantaneous underwater displacement volume of the float; in case the floating body is a fully submerged floating body, determining a rigid body displacement corresponding to the fully submerged floating body and a buoyancy value , based on the rigid body displacement and the buoyancy value , constructing a floating body restoring moment formula corresponding to the fully submerged floating body is simplified as: 。 14. The method of claim 13, wherein, In the case that the embedded foundation is a suction bucket, the construction process of the embedded foundation anti-overturning moment formula comprises: determining the first vertical limit bearing force, the first horizontal limit bearing force and the first anti-overturning bearing force with the center of the bucket bottom of the suction bucket as the reference point; convert the first vertical ultimate bearing capacity, the first horizontal ultimate bearing capacity and the first overturning resistance bearing capacity into a second vertical ultimate bearing capacity, a second horizontal ultimate bearing capacity and a second overturning resistance bearing capacity with the rotation center as a reference point; determine the embedded foundation overturning moment formula based on the second overturning resistance bearing capacity.

15. The method of claim 1, wherein, The target design parameters of the offshore wind power foundation are obtained by using a multi-objective optimization algorithm to optimize and solve in the design parameter range, including: generate a plurality of sets of initial design parameters in the range of the design parameters by using Latin hypercube sampling, as initial populations corresponding to the multi-objective optimization algorithm ; The initial population is created As parents, the initial population is randomly combined using a simulated binary crossover method The crossover is performed, and after the crossover, the offspring is subjected to polynomial mutation, resulting in offspring ; merging the initial population and the offspring generating a population pool , the population pool evaluating the population pool using constraint violation CV corresponding feasible and infeasible solutions; Based on the environmental selection mechanism, the feasible solution and the infeasible solution are non-dominated sorted and reference direction filtered to obtain a target optimal solution set; The target optimal solution set is taken as a new parent to repeat the processes of crossover, mutation, constraint violation assessment, sorting and filtering based on the environmental selection mechanism until the number of repetitions reaches a preset iteration number or a convergence criterion is met.

16. The method of claim 1, wherein, The environmental parameters include at least one of wind speed, significant wave height, peak period, water depth, flow velocity and wind wave flow joint probability. The seabed geological parameters include at least one of stratigraphic structure, strength index, undrained shear strength of mud surface and depth gradient coefficient.

17. The method of claim 1, wherein, The wind turbine unit parameters include at least one of unit capacity, impeller diameter, hub height, nacelle (RNA) and tower mass and height of gravity center.

18. An offshore wind power foundation, characterized in that the offshore wind power foundation comprises: An embedded foundation, a floating body and a connecting section, the embedded foundation is embedded in a seabed surface and connected with a lower end of the connecting section, an upper end of the connecting section is connected with the floating body, and the floating body is a fully-submerged floating body or a semi-submerged floating body. The target geometric parameters of the embedded foundation and the floating body and the design parameters of the connecting section are calculated based on the offshore wind power foundation design method based on the zonal progressive stability principle in any one of claims 1-17.

19. A system for designing offshore wind power foundations based on the principle of zoned progressive stability, characterized by including: A parameter acquisition and setting module is configured to acquire target site environmental parameters, seabed geological parameters and wind turbine unit parameters, and set a design parameter range of the offshore wind power foundation, wherein the design parameter range includes a geometric parameter value interval of the floating body and the embedded foundation. A constraint construction module is configured to construct design constraints corresponding to the offshore wind power foundation based on the zonal progressive stability principle. The design constraints include an overall stability constraint as a driving constraint, a horizontal force balance constraint and a vertical force balance constraint; the overall stability constraint as a driving constraint is constructed by determining a total overturning moment, a moment zoning distribution coefficient, a floating body restoring moment formula and an embedded foundation overturning moment formula of the offshore wind power foundation under extreme conditions based on the zonal progressive stability principle, to realize distribution of the total overturning moment between the floating body and the embedded foundation; the vertical force balance constraint is that the vertical force of the offshore wind power foundation under extreme conditions satisfies a vertical balance condition; and the horizontal force balance constraint is that the horizontal force of the offshore wind power foundation under extreme conditions satisfies a horizontal balance condition. A multi-objective optimization module is configured to use a multi-objective optimization algorithm to optimize and solve in the design parameter range according to the environmental parameters, the seabed geological parameters, the wind turbine unit parameters and the design constraints, to obtain target design parameters of the offshore wind power foundation. The multiple targets at least include maximum total restoring moment and minimum steel consumption, and the target design parameters include floating body target geometric parameters and embedded foundation target geometric parameters.

20. An electronic device, comprising: The electronic device comprises: at least one processor; and a memory connected to the at least one processor in communication; wherein the memory stores a computer program executable by the at least one processor, and the computer program is executed by the at least one processor to enable the at least one processor to execute the offshore wind power foundation design method based on the zoned progressive stability principle according to any one of claims 1-17.

21. A computer-readable storage medium, characterized in that, The computer readable storage medium stores computer instructions for enabling the processor to implement the offshore wind power foundation design method based on the zoned progressive stability principle according to any one of claims 1-17 when executed.

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