Offshore wind power foundation design method and system based on partition progressive stability principle and offshore wind power foundation

Abstract

The invention discloses an offshore wind power foundation design method and system based on the partition progressive stability principle and an offshore wind power foundation, and relates to the technical field of offshore wind power foundation engineering.The method comprises the steps that target site environment parameters, seabed geological parameters and fan unit parameters are obtained, and the design parameter range of a floating body and a built-in foundation is set; based on the partition progressive stability principle, the total overturning moment corresponding to the overall stability constraint under the extreme working condition is distributed to the floating body and the built-in foundation according to the partition distribution coefficient, a floating body restoring moment and built-in foundation anti-overturning moment formula is established, and overall stability, horizontal force and vertical force balance constraint is formed; and with the maximum total restoring moment and the minimum steel consumption as double objectives, target design parameters are optimized and solved by adopting a multi-objective optimization algorithm. Through the torque partition distribution design between the floating body and the built-in foundation, the stable synergistic effect is achieved, the steel consumption per unit megawatt is remarkably reduced to 300 tons or below, and the obvious structural light weight and cost advantages are achieved.

Description

Technical Field

[0001] The present invention relates to the technical field of offshore wind power foundation engineering, and in particular to an offshore wind power foundation design method and system based on the zoned progressive stability principle, and an offshore wind power foundation. Background Art

[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 difficult to achieve both economic viability and feasibility due to limitations in water depth, transportation, and installation. Consequently, the industry is gradually turning to floating foundation solutions. Common floating platforms currently include semi-submersibles, column platforms, and tension-leg platforms. Faced with the complex and extreme conditions of coastal typhoons, huge waves, and soft clay seabeds, existing solutions face the following bottlenecks: 1. Single source of stability: Semi-submersible / column-type platforms typically rely on increasing the size of the buoy or applying ballast to achieve restoring torque. Mooring typically uses a combination of catenary anchor chains and embedded foundations, primarily limiting horizontal displacement while underutilizing the vertical and anti-overturning potential of the embedded foundations. At low inclination angles (≤1°), the restoring torque of the buoy is limited. If the buoyancy compartment floods or the anchor chain fails due to fatigue, the platform's stability redundancy is insufficient.

[0003] Tension Leg Platform (TLP) / Fixed: External loads are concentratedly transferred to the embedded foundation through high pretension or pile leg structures. The floating structure does not share the overturning moment and lacks the ability to self-right itself through buoyancy. Current standards typically limit the inclination angle of the embedded foundation to a narrow range (e.g., ≤0.25°) to ensure the foundation remains in its elastic operating range. This results in the ineffective utilization of its ultimate anti-overturning capacity, making it prone to overall instability if a single component fails.

[0004] It can be seen from this that if stability is achieved by relying solely on a floating body or a single embedded foundation, not only will the size of the floating body and foundation and steel consumption increase significantly, but the anti-overturning capacity of the embedded foundation will not be fully utilized.

[0005] 2. High steel consumption per megawatt hinders lightweighting: According to the document "Current Status of Floating Wind Power Technology and Prospects for Deep-Sea Wind Power Development in China," the steel consumption per megawatt for China's operational 5 MW to 7.25 MW floating demonstration platforms (such as the "Leading," "Fuyao," and "Guanlan") ranges from 544 to 1,000 tons per megawatt. If the capacity is increased to 15 MW or above, while still using a single stability design model, the amount of structural steel used will increase further, making it difficult to achieve the lower steel consumption per megawatt target (e.g., less than 300 tons per MW).

[0006] 3. The embedded system occupies a large area and has high costs: The same literature indicates that the deployment radius of anchor chains is 5-8 times the water depth, and the total anchor chain mass can reach thousands of tons. A single floating offshore wind turbine foundation also occupies a significant area of ​​sea. The investment in the anchor system (including anchor chains and foundation) accounts for approximately 20% to 30% of the total cost. Although the tension leg platform structure does not require horizontal chains, its high pretensioning force places high demands on the foundation dimensions, particularly in soft clay soils, significantly limiting its economic viability.

[0007] In summary, existing floating offshore wind turbine foundations generally suffer from problems such as a single source of stability, high steel consumption, high footprint and cost of the embedded system, and insufficient resistance to complex sea conditions. Consequently, existing designs still emphasize single-path stability, either from the "floating body-mooring" or "foundation-leg," failing to develop a multi-source coupled stability supply model. In particular, there is no mechanism or criteria for quantitatively allocating stability between components such as the floating body and the embedded foundation. Existing designs lack a systematic quantitative method for evaluating the synergistic effects of "floating body restoring force-embedded anti-overturning force-connection segment 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 deep-sea large-megawatt wind turbines in strong typhoons, huge waves, and soft clay conditions.

[0008] To this end, a design method and system that can construct a "zoning-progressive" multi-source coupled stability mechanism is urgently needed: under extreme operating conditions, the total overturning moment is rationally distributed between the floating body and the embedded foundation according to the "zoning" principle. Utilizing the "progressive" mechanism, the anti-overturning capacity of the embedded foundation and the restoring moment of the floating body are gradually exerted with the rotation angle, and the stiffness of the connecting section is scientifically configured to achieve a comprehensive and coordinated optimization of stability, lightweighting, and cost. Furthermore, 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 to effectively address the shortcomings of existing technologies and improve the safety and economic efficiency of offshore wind power foundation design. Summary of the Invention

[0009] The present invention provides an offshore wind power foundation design method, system and offshore wind power foundation based on the principle of zoned progressive stability, so as to effectively reduce the amount of steel used per megawatt while ensuring safety, and achieve lightweight structure and cost advantages.

[0010] According to one aspect of the present invention, a method for designing an offshore wind power foundation based on the principle of zoned progressive stability is provided, comprising: Obtain the target site environmental parameters, seabed geological parameters, and wind turbine unit parameters, and set the design parameter range of the offshore wind power foundation. The design parameter range includes the geometric parameter value range of the floating body and embedded foundation; Based on the principle of zoned asymptotic stability, the design constraints corresponding to offshore wind power foundations are established; Among them, the design constraints include the overall stability constraint, horizontal force balance constraint and vertical force balance constraint as driving constraints; the overall stability constraint is used as a driving constraint. It is constructed by determining the total overturning moment, moment partition distribution coefficient, floating body restoring moment formula and embedded foundation anti-overturning moment formula under extreme working conditions of the offshore wind power foundation based on the principle of partitioned progressive stability, so as to realize the distribution of the total overturning moment between the floating body and the embedded foundation; the vertical force balance constraint ensures that the vertical force of the offshore wind power foundation meets the vertical balance condition under extreme working conditions; the horizontal force balance constraint ensures that the horizontal force of the offshore wind power foundation meets the horizontal balance condition under extreme working conditions; Based on environmental parameters, seabed geological parameters, wind turbine unit 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; Among them, the multiple objectives include at least the maximum total restoring moment and the minimum steel consumption, and the target design parameters include the target geometric parameters of the floating body and the target geometric parameters of the embedded foundation.

[0011] In some possible implementations, the offshore wind power foundation also includes a connection section. Therefore, after obtaining the target geometric parameters of the floating body and the embedded foundation, according to the principle of partitioned progressive stability, the connection section should ensure the stability synergy between the floating body and the embedded foundation, and the limiting rotation angle of the connection section is determined accordingly. ; Determine the floating body stiffness k f and the embedded foundation stiffness k b , construct the series and parallel stiffness relationship of the floating body, embedded foundation and connecting section; Based on the series and parallel stiffness relationship and the limited rotation angle , determine the connection segment stiffness k c ; According to the determined connection segment stiffness k c ,Further combined with the engineering database, the plane scaling coefficient and the vertical scaling coefficient are used to scale the plane and vertical dimensions respectively, and the cross-sectional dimensions are scaled using the dimension scaling coefficient, thereby determining the design parameters of the connection section, and the finite element solver is used to verify them.

[0012] In some possible implementations, after determining the design parameters of the connection section by combining an engineering database and a finite element solver, an integrated numerical model of the wind turbine - floating body - connection section - embedded foundation - seabed can be constructed based on the target geometric parameters of the floating body, the target geometric parameters of the embedded foundation, and the design parameters of the connection section. Based on the integrated numerical model, simulations are performed under extreme operating conditions, and the dynamic response indicators of the offshore wind turbine foundation are verified to determine whether they meet the design limits. The dynamic response indicator is the pitch angle of the floating body. When the verification result does not meet the design limit, the process of adjusting the torque partition distribution coefficient and / or the design parameter range, determining the target design parameters and the connection segment design parameters is repeated until the verification result meets the design limit.

[0013] According to another aspect of the present invention, an offshore wind power foundation is provided, the offshore wind power foundation comprising: An embedded foundation, a floating body and a connecting section, wherein the embedded foundation is embedded in the seabed and connected to the lower end of the connecting section, and the upper end of the connecting section is connected to the floating body, and the floating body is a fully submersible floating body or a semi-submersible floating body; The target geometric parameters of the embedded foundation and the floating body and the design parameters of the connection section are calculated based on the offshore wind power foundation design method based on the partitioned progressive stability principle of any embodiment of the present invention.

[0014] According to another aspect of the present invention, a system for designing offshore wind power foundations based on the principle of zoned progressive stability is provided, comprising: The parameter acquisition and setting module is used to obtain the target site environmental parameters, seabed geological parameters and wind turbine unit parameters, and set the design parameter range of the offshore wind power foundation, where the design parameter range includes the geometric parameter value range of the floating body and embedded foundation; Constraint construction module, used to establish the design constraints corresponding to offshore wind power foundations based on the principle of zoned asymptotic stability; Among them, the design constraints include the overall stability constraint, horizontal force balance constraint and vertical force balance constraint as driving constraints; the overall stability constraint is used as a driving constraint. It is constructed by determining the total overturning moment, moment partition distribution coefficient, floating body restoring moment formula and embedded foundation anti-overturning moment formula under extreme working conditions of the offshore wind power foundation based on the principle of partitioned progressive stability, so as to realize the distribution of the total overturning moment between the floating body and the embedded foundation; the vertical force balance constraint ensures that the vertical force of the offshore wind power foundation meets the vertical balance condition under extreme working conditions; the horizontal force balance constraint ensures that the horizontal force of the offshore wind power foundation meets the horizontal balance condition under extreme working conditions; The multi-objective optimization module is used to optimize and solve the target design parameters of the offshore wind power foundation within the design parameter range based on environmental parameters, seabed geological parameters, wind turbine unit parameters and design constraints using a multi-objective optimization algorithm; Among them, the multiple objectives include at least the maximum total restoring moment and the minimum steel consumption, and the target design parameters include the target geometric parameters of the floating body and the target geometric parameters of the embedded foundation.

[0015] In some possible implementations, the offshore wind power foundation further includes a connection section, and the offshore wind power foundation design system based on the partitioned progressive stability principle further includes a connection section design module, specifically for: After obtaining the target design parameters corresponding to the offshore wind power foundation, according to the principle of zoned progressive stability, the connection section should ensure the stability synergy between the floating body and the embedded foundation, and the limiting rotation angle of the connection section is determined accordingly. ; Determine the floating body stiffness k f and the embedded foundation stiffness k b , construct the series and parallel stiffness relationship of the floating body, embedded foundation and connecting section; Based on the series and parallel stiffness relationship and the limited rotation angle , determine the connection segment stiffness k c ; According to the connection segment stiffness k c ,Further combined with the engineering database, the plane scaling coefficient and the vertical scaling coefficient are used to scale the plane and vertical dimensions respectively, and the cross-sectional dimensions are scaled using the dimension scaling coefficient, thereby determining the design parameters of the connection section, and the finite element solver is used to verify them.

[0016] In some embodiments, the floating body, the embedded foundation and the connecting section satisfy the following series and parallel stiffness relationship: The embedded foundation stiffness k b and the connection segment stiffness k c Connecting section in series - embedded foundation stiffness , connection section - embedded foundation stiffness Satisfies the formula: , Connection section-embedded foundation stiffness Then with the floating body stiffness k f Parallel connection to form the overall stiffness of offshore wind power foundation , the overall stiffness of offshore wind power foundation Satisfies the formula: , Under extreme working conditions, the embedded foundation corner , connecting segment corners Floating body angle , Connection section - embedded foundation corner With the overall angle Satisfy compatibility and balance relationship: , And in the series branch, the internal moment of the connecting section and the embedded foundation is The same, that is: , in, The rotation angle of the embedded foundation is The secant stiffness when The connecting segment angle is Secant stiffness when , and limit the connection segment angle The proportion should meet the following requirements: , Further, the connecting segment corner The proportion of embedded foundation stiffness and the stiffness of the connecting segment limited: , Therefore, when the connection segment stiffness Greater than or equal to 19 times the embedded foundation stiffness When the connection angle is satisfied Proportion requirements: .

[0017] In some possible implementations, the offshore wind power foundation design system based on the partitioned progressive stability principle also includes a dynamic response verification module, which is specifically used to: After determining the design parameters of the connection section by combining the engineering database and the finite element solver, an integrated numerical model of the wind turbine - floating body - connection section - embedded foundation - seabed was constructed based on the target geometric parameters of the floating body, the target geometric parameters of the embedded foundation, and the design parameters of the connection section. Based on the integrated numerical model, simulations are performed under extreme operating conditions to verify whether the dynamic response indicators of the offshore wind turbine foundation meet the design limits. The dynamic response indicator is the pitch angle of the floating body. When the verification result shows that the design limit is not met, the process of adjusting the torque partition distribution coefficient and / or the design parameter range, determining the target design parameters and the connection segment design parameters is repeated until the verification result shows that the design limit is met.

[0018] According to another aspect of the present invention, an electronic device is provided, the electronic device comprising: at least one processor; and a memory communicatively coupled to the at least one processor; The memory stores a computer program that can be executed by at least one processor, and the computer program is executed by at least one processor so that the at least one processor can execute the offshore wind power foundation design method based on the partitioned progressive stability principle of any embodiment of the present invention.

[0019] According to another aspect of the present invention, a computer-readable storage medium is provided, which stores computer instructions, and the computer instructions are used to enable a processor to implement the offshore wind power foundation design method based on the partitioned progressive stability principle of any embodiment of the present invention when executed.

[0020] The present invention takes the principle of "partitioned progressive stability" as its core. Under extreme working conditions, the total overturning moment is reasonably distributed between the floating body and the embedded foundation according to the moment partition distribution coefficient, so that the two can bear the external load in the form of restoring moment and anti-overturning moment respectively. It breaks through the limitation of "isolated design and single source stability" of the existing technology for a single floating body or a single embedded foundation, and forms a multi-source collaborative stability mechanism. Compared with the traditional scheme, it has the following comprehensive technical effects: (1) Through the "partition + progressive" bearing mechanism, the embedded foundation is the main bearer in the small inclination stage, and the floating body restoring moment gradually takes over as the angle increases, realizing a continuous transition of the bearing path; in conjunction with the limited rotation angle of the connecting section and the series / parallel stiffness distribution (including the angle ratio constraint), collaborative stability is achieved; (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 amount of steel used", suppressing excessive ballast and excessive enlargement of the floating body / foundation size. The 16 given in the embodiment MW-class wind turbines (including floats, connecting sections and embedded foundations) have achieved a reduction in steel consumption per megawatt to less than 300 tons, with the dual advantages of lightweight structure and cost; (3) The embedded foundation provides key horizontal constraints and anti-overturning capabilities, which can reduce dependence on large-radius catenary mooring, reduce the deployment radius, reduce the length and mass of the anchor chain, and reduce the sea area occupied, thereby reducing the investment in mooring / embedded systems; (4) The embedded foundation allows a larger working inclination angle, and effectively disperses fatigue hotspots through the limited rotation angle design of the connecting section, improving the adaptability and life performance to the combined working conditions of strong typhoons, huge waves and soft clay; (5) A digital closed-loop process of "design-simulation-verification-iteration" is constructed, and the target geometric parameters of the float / embedded foundation and the design parameters of the connecting section are parametrically output, shortening the design cycle and facilitating serialization and modular promotion; the corresponding systems, electronic equipment and storage media can directly support the implementation of the method.

[0021] In summary, the present invention has achieved comprehensive technical effects that are difficult to predict with existing technologies in terms of zoned progressive stability, lightweight structure, mooring reduction, adaptability to complex sea conditions and design efficiency. It has effectively solved the pain points of traditional offshore wind power foundations, such as a single source of stability, high steel consumption and high cost of embedded systems, and formed a digital closed-loop process of "design-simulation-verification-iteration", which has outstanding economic and engineering application value.

[0022] It should be understood that the content described in this section is not intended to identify the key or important features of the embodiments of the present invention, nor is it intended to limit the scope of the present invention. Other features of the present invention will become readily understood through the following description. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the following briefly introduces the drawings required for use in the description of the embodiments. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without creative work.

[0024] Figure 1 A flow chart of a method for designing an offshore wind power foundation based on the principle of zoned progressive stability provided in the first embodiment of the present invention; Figure 2 A flow chart of a method for designing an offshore wind power foundation based on the principle of zoned progressive stability, provided in the second embodiment of the present invention; Figure 3 This is a diagram showing the principle of buoyancy in the second embodiment of the present invention, which generates a restoring torque based on the waterplane and rigid displacement; Figure 4 This is a structural diagram of the "Partitioned Progressive Stability Foundation A-Semi-submersible" provided in Example 2 of the present invention; Figure 5 A schematic diagram of the mechanism of action of the partitioned progressive stability principle provided in the second embodiment of the present invention; Figure 6 A flowchart of a method for designing an offshore wind power foundation based on the principle of zoned progressive stability provided in the third embodiment of the present invention; Figure 7 A flowchart of a method for designing an offshore wind power foundation based on the principle of zoned progressive stability, provided in accordance with the fourth embodiment of the present invention; Figure 8 A flowchart of a method for designing an offshore wind power foundation based on the principle of zoned progressive stability, provided in the fifth embodiment of the present invention; Figure 9 A flowchart of a method for designing an offshore wind power foundation based on the principle of zoned progressive stability, provided in accordance with the sixth embodiment of the present invention; Figure 10 The multi-objective optimization process diagram of different design parameters of "Partitioned Progressive Stability Foundation A-Semi-submersible" with the number of iterations is shown; Figure 11 A schematic diagram of scaling and finite element verification corresponding to the connection segment provided in Example 7 of the present invention; Figure 12 The dynamic response diagram of the "Partitioned Progressive Stability Basis A-Semi-submersible" provided in Example 7 of the present invention; Figure 13 This is a schematic diagram of the structure of the "Zoned Progressive Stability Basis B-Fully Submerged" provided in Example 7 of the present invention; Figure 14 The dynamic response diagram of the "Zoned Progressive Stability Basis B-Fully Submerged" provided in Example 7 of the present invention; Figure 15 A schematic structural diagram of an offshore wind power foundation design system based on the zoned progressive stability principle provided in the eighth embodiment of the present invention; Figure 16 A schematic structural diagram of an electronic device for an offshore wind power foundation design method based on the zoned progressive stability principle provided in Example 9 of the present invention. DETAILED DESCRIPTION

[0025] In order to enable those skilled in the art to better understand the solutions of the present invention, the technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the drawings in the embodiments of the present invention. Obviously, the embodiments described are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative efforts should fall within the scope of protection of the present invention.

[0026] It should be noted that the terms "first", "second", etc. in the description and claims of the present invention and the above-mentioned drawings are used to distinguish similar objects and are not necessarily used to describe a specific order or sequence. It should be understood that the numbers used in this way can be interchanged where appropriate, so that the embodiments of the present invention described herein can be implemented in an order other than those illustrated or described herein. In addition, the terms "including" and "having" and any variations thereof are intended to cover non-exclusive inclusions. For example, a process, method, system, product or device that includes a series of steps or units is not necessarily limited to those steps or units clearly listed, but may include other steps or units that are not clearly listed or inherent to these processes, methods, products or devices.

[0027] Example 1.

[0028] Figure 1 This is a flow chart of a method for designing an offshore wind power foundation based on the principle of zoned progressive stability provided by the first embodiment of the present invention. This embodiment is applicable to the conceptual design and preliminary design of large-megawatt offshore wind power foundations in deep seas. The method can be executed by an offshore wind power foundation design system based on the principle of zoned progressive stability. The system can be implemented in the form of hardware and / or software and can be configured in a computer device. Figure 1 As shown, the method specifically includes the following steps: S110. Obtain target site environmental parameters, seabed geological parameters, and wind turbine unit parameters, and set a design parameter range for the offshore wind power foundation.

[0029] Among them, the design parameter range includes the value range of the geometric parameters of the floating body and the embedded foundation. The geometric parameters of the floating body can be the column diameter, side column spacing, draft height, bypass height, bypass width, freeboard height, center column diameter, etc.; the geometric parameters of the embedded foundation can be the suction bucket diameter, suction bucket burial depth, etc.

[0030] It is understood that the offshore wind turbine foundation designed in this invention, based on the principle of zoned progressive stability, comprises a floating structure, a connecting section, and an embedded foundation. The embedded foundation is embedded in the seabed, while the floating structure can float on the sea surface or submerge underwater. To obtain target design parameters that meet multi-objective optimization and constraint conditions, it is necessary to first collect the above inputs and specify a reasonable range of geometric parameter values ​​(based on engineering experience or pre-set design libraries) to facilitate efficient search and iteration within this range.

[0031] In some embodiments, the environmental parameters include at least one of wind speed, significant wave height, peak period, water depth, current velocity and joint probability of wind, waves and current; and the seabed geological parameters include at least one of stratum structure, strength index, undrained shear strength of mud surface and depth gradient coefficient.

[0032] Specifically, before designing an offshore wind power foundation, 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.

[0033] Environmental parameters: ① Wind speed v Obtain wind speed statistics for the target site under various operating conditions and, in combination with wind rose diagrams or relevant standards (such as IEC 61400-3), identify common wind directions and wind speeds under typical normal and extreme operating conditions. ②Significant wave height H S , peak period T p Extract wave heights and periods under typical normal and extreme conditions based on sea area wave height observations or numerical model results; ③Water depth L w , flow rate U c : Record the average water depth of the site and the peak and average values ​​of tide and current velocity under the design basis to facilitate subsequent calculation of the floating body force; ④ Joint probability of wind, waves and currents: The combined occurrence rate 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 and working conditions support for the detailed design stage.

[0034] Seabed geological parameters: ① Stratum structure and strength indicators: Through field exploration (such as CPT (static penetration test) and core drilling) and indoor tests (such as triaxial compression tests), obtain seabed clay and water content, and confirm information such as layer thickness, sediment type and burial depth; ② Undrained shear strength of mud surface s um , depth gradient coefficient k : Determined based on actual survey data for soft clay, or calculated based on recommended methods from international standards such as API (American Petroleum Institute) and DNV (Det Norske Veritas). These parameters have a key impact on the geometric parameters of the subsequent embedded foundation; The seabed geological conditions are not limited to soft clay, but can also be silt, sand or a combination thereof. The relevant parameters and calculation models should be adjusted accordingly.

[0035] In some embodiments, the wind turbine unit parameters include at least one of unit capacity, impeller 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 unit parameters: ①Unit capacity and impeller diameter D b , wheel hub height L h : According to the supplier; ② Total machine mass distribution: including the nacelle (RNA) and its center of gravity height and the tower mass and its center of gravity height, provided by the unit supplier. The mass distribution directly affects the calculation of the mass overturning moment.

[0036] By obtaining the above-mentioned environmental parameters, seabed geological parameters, wind turbine unit parameters and the design parameter range of offshore wind power foundation, complete initial data is provided for subsequent design constraint establishment and multi-objective optimization.

[0037] S120. Based on the principle of zoned progressive stability, establish the design constraints corresponding to offshore wind power foundations.

[0038] Among them, the design constraints include overall stability constraints, horizontal force balance constraints, and vertical force balance constraints as driving constraints.

[0039] The overall stability constraint requires that, under the corresponding operating conditions, the total overturning moment be less than the total restoring moment, with the structure's center of rotation as the moment balance point. This ensures that the structure deflects but does not overturn under external loads. This stability constraint is used as a driving constraint: the total overturning moment under extreme operating conditions is calculated based on initial data and distributed between the floating body and the embedded foundation using the moment partitioning coefficient. The restoring moments of the two components are then calculated using the restoring moment formula for the floating body and the anti-overturning moment formula for the embedded foundation. The sum of these two components is the total restoring moment.

[0040] The vertical force balance constraint requires that the vertical force on the offshore wind turbine foundation meets the vertical balance condition under extreme working conditions; the horizontal force balance constraint requires that the horizontal force on the offshore wind turbine foundation meets the horizontal balance condition under extreme working conditions.

[0041] Specifically, the vertical force balance constraint requires that the vertical resultant force of the overall structural system meet equilibrium conditions under extreme operating conditions and with a safety factor in mind. The embedded foundation balances the difference between the overall mass and the buoyancy of the floating body. The horizontal force balance constraint requires that the horizontal resultant force of the overall structural system meet equilibrium conditions under extreme operating conditions and with a safety factor in mind. The embedded foundation balances horizontal external forces and constrains the horizontal drift of the floating body. Compared to traditional catenary mooring, the embedded foundation significantly reduces floor space and steel usage.

[0042] S130. Based on environmental parameters, seabed geological parameters, wind turbine unit parameters and design constraints, a multi-objective optimization algorithm is used to optimize and solve within the design parameter range to obtain target design parameters corresponding to the offshore wind power foundation.

[0043] The multiple 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.

[0044] Specifically, candidate design parameters for the floating structure and embedded foundation are substituted into the design constraints for iterative optimization. Within the Pareto set of solutions that satisfy the constraints, the design parameters with the lowest steel usage are prioritized. Setting a secondary objective during the iteration process, "maximizing the total restoring moment," helps avoid local optima when pursuing minimum steel usage and suppresses infeasible solutions resulting from solely targeting minimum steel usage, thus demonstrating the driving role of stability constraints.

[0045] In one optional implementation, after obtaining the target geometric parameters of the offshore wind turbine foundation, the engineering database can be further combined to scale the horizontal and vertical dimensions using the horizontal and vertical scaling factors, respectively. The cross-sectional dimensions can also be scaled using the dimension scaling factor, thereby determining the connection section design parameters and verifying them using a finite element solver. Simulations are then performed under extreme operating conditions based on an integrated numerical model of the wind turbine, floating structure, connection section, embedded foundation, and seabed. The dynamic response indicators of the offshore wind turbine foundation are then verified 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 partition distribution coefficient and / or design parameter range, determining the target design parameters, and determining the connection section design parameters is repeated until the verification result confirms that the design limits are met.

[0046] Example 2.

[0047] Figure 2This is a flowchart of a method for designing an offshore wind power foundation based on the principle of partitioned progressive stability, provided in the second embodiment of the present invention. Based on the above embodiment, the embodiment of the present invention 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 progressive stability. Technical terms that are the same as or corresponding to the above embodiment will not be repeated here. Figure 2 As shown, the method specifically includes the following steps: S210: Obtain target site environmental parameters, seabed geological parameters, and wind turbine unit parameters, and set a design parameter range for the offshore wind power foundation.

[0048] S220. Based on the principle of zoned progressive stability, the vertical force balance constraints, horizontal force balance constraints and overall stability constraints corresponding to the offshore wind power foundation are established.

[0049] Specifically, S220 includes S221-S227, S221 is the vertical balance force constraint, S222 is the horizontal force balance constraint, and S223-S227 are the overall stability constraints.

[0050] S221. The vertical force balance constraint is: taking into account the safety factor, the absolute value of the difference between the buoyancy provided by the floating body and the sum of the gravity of the components of the offshore wind turbine foundation shall not exceed the second vertical ultimate bearing capacity of the embedded foundation.

[0051] For vertical force balance constraints, in order to ensure vertical force balance, the vertical safety factor is considered In this case, the load required to be provided by the embedded foundation should be less than the second vertical ultimate bearing capacity of the embedded foundation itself: .

[0052] in, is the vertical safety factor, which is taken as 1.3; It is the vertical pull-out bearing capacity of the embedded foundation. It is the vertical downward bearing capacity of the embedded foundation.

[0053] It is understandable that when It means that the buoyancy is less than the total weight of the structure. At this time, the embedded foundation bears the vertical downward pressure, and the embedded foundation needs to provide vertical upward bearing capacity. ;when It means that the buoyancy is greater than the total weight of the structure. At this time, the embedded foundation bears the vertical upward pull force, and the embedded foundation needs to provide vertical downward bearing capacity. This constraint ensures that under extreme working conditions, the difference between buoyancy and deadweight can be properly balanced by the vertical bearing capacity of the embedded foundation, without causing excessive settlement or pull-out risks.

[0054] S222. The horizontal force balance constraint is: after considering the safety factor, the absolute value of the sum of the aerodynamic thrust and the wave force shall not exceed the second horizontal ultimate bearing capacity of the embedded foundation.

[0055] For horizontal force balance constraints, external environmental loads (aerodynamic thrust and wave force ) are all carried by the embedded foundation, and the horizontal resistance provided by the embedded foundation must be less than the sum of these two loads. It can be written as: .

[0056] in, is the horizontal safety factor, which is taken as 1.3; It represents the ultimate bearing capacity of the embedded foundation in the horizontal direction. It should be understood that if the lateral bearing capacity of the embedded foundation is insufficient, it may cause the structure to become unstable in the horizontal direction.

[0057] 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, huge waves and soft soil sea areas.

[0058] S223. Determine the total overturning moment corresponding to the extreme working conditions of offshore wind power foundations M ov and allowable corners .

[0059] In the embodiment of the present invention, it is first necessary to determine the total overturning moment corresponding to the extreme working condition of the offshore wind power foundation, including: determining the mass overturning moment generated by the corresponding structural mass of the offshore wind power foundation under the extreme working condition on the rotation center of the offshore wind power foundation M m , aerodynamic thrust overturning moment generated by aerodynamic thrust on the rotation center M TF and the wave force overturning moment generated by the wave force on the rotation center M w Total overturning moment M ov is the mass overturning moment M m , aerodynamic thrust overturning moment M TF and wave overturning moment M w sum.

[0060] Figure 3 The buoyancy provided in the second embodiment of the present invention is based on the principle diagram of the restoring torque generated by the waterline and rigid displacement. In order to facilitate the definition of the calculation formula, as shown in FIG. Figure 3As shown in the figure, the global coordinate system is defined, with the intersection of the mean water surface line and the tower axis as the origin O, and the longitudinal direction is x The horizontal direction (vertical to the paper surface and inward) is y Direction, along the water depth vertical direction is z Towards, z The direction is positive as the water depth goes down. The center of rotation of the platform around the embedded foundation O r A rotation occurs, and the angle of rotation is α. All subsequent coordinate systems are based on this.

[0061] In the embodiment of the present invention, the extreme working condition (according to DNV-RP-0286 specification, the angle is allowed to be = Total overturning moment corresponding to 10° M ov Estimate according to the following formula: .

[0062] in, is the rollover 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, it is set to 1.05 in this embodiment.

[0063] In some embodiments, when the rotation angle corresponds to the extreme working condition, the mass of each structure generates a mass overturning moment on the rotation center of the offshore wind turbine foundation. The mass of the nacelle (RNA), the mass of the tower, the mass of the floating body, the mass of the connection section, the mass of the embedded foundation, the center of gravity coordinates of each component and the allowable rotation angle of the extreme working condition are used to determine the mass overturning moment.

[0064] Specifically, the eccentric bending moment generated by each structural mass about the rotation center M m Calculate as follows: .

[0065] in, is the mass of each structure, including the nacelle (RNA), tower, float, connection section, and embedded foundation. It should be noted that since the center of rotation is located inside the embedded foundation, the corresponding moment arm is small and can be ignored for simplified calculations. is the angle of rotation about the center of rotation, in the total overturning moment M ov The allowable rotation angle of 10° corresponding to the extreme working condition is considered in the calculation. is the vertical height from the center of gravity to the center of rotation of each structure: ; in, L w is the site water depth, Refers to the coordinates of the center of gravity of each structure, L o It is the vertical height from the bottom foundation rotation center to the seabed surface. For the embedded foundation being a suction bucket foundation, L o The acceptable value is 0.65 times the buried depth of the suction bucket L SCF .

[0066] In the embodiment of the present invention, the mass of the floating body m f , with semi-submersible type (specific structural form see Figure 4 , Figure 4 The partitioned progressive stability foundation A-semi-submersible structure diagram provided in the second embodiment of the present invention, the upper floating body is a typical semi-submersible) as an example, including the columns and bypass ,Right now: ; Among them, the pillar and bypass According to the corresponding volume (total column volume and total bypass volume ) Quick estimate. The column volume-steel coefficient is 0.15 t / m³, and the bypass volume-steel coefficient is 0.2 t / m³, that is: ; ; in, Including the volume of the circular side columns and the volume of the central column For a typical semi-submersible structure, the design parameters include: side column diameter D f , center column diameter D c , side column spacing S, draft height h fw , freeboard height h fa , bypass height h fp and bypass width w fp According to the above design parameters, the volume of the circular side column can be determined and the volume of the central column : ; ; Total column volume corresponding to the semi-submersible structure Calculate according to the following formula: ; in, The number of side columns is 3 or 4 for a typical semi-submersible structure. is the number of center columns. For a typical semi-submersible structure, the number of center columns is generally 1.

[0067] Similarly, the total square bypass volume corresponding to the semi-submersible structure is Calculate according to the following formula: ; in, is the bypass quantity, and Corresponding to each other.

[0068] In the embodiment of the present invention, the steel consumption of the connecting section is , can be calculated based on the bending moment transferred to the mud surface Make an estimate: ; It is well understood that under extreme working conditions, the bending moment transmitted to the mud surface M ml In fact, it is the anti-overturning bearing capacity of the suction bucket itself M 基础 , which can be calculated based on the formula for the anti-overturning moment of the embedded foundation.

[0069] In some optional embodiments, for uniform and regular structures, the center of gravity is simplified to its geometric center. The superstructure information, such as RNA and tower, is provided by the wind turbine manufacturer in advance and can be determined after the wind turbine megawatt is determined. The connecting section is simplified to be a uniform and regular structure, and the center of gravity elevation is half of the connecting section height, which is calculated by subtracting the draft height h from the water depth. fw Available.

[0070] 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.

[0071] Among them, 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.

[0072] Specifically, aerodynamic thrust F TF The generated aerodynamic thrust overturning moment M TF Calculate as follows: ; in, It is aerodynamic thrust F TF Vertical height from the center of rotation, that is, the vertical height from the hub to the sea level L h , water depthL w and the vertical height from the bottom foundation rotation center to the seabed L o sum.

[0073] The peak aerodynamic thrust generated by the wind turbine is based on the impeller diameter D b Make an estimate: ; In some embodiments, determining the wave force capsizing moment generated by wave forces on the center of rotation includes: dividing the floating body into equally spaced micro-segments, determining the micro-segment wave force acting on each micro-segment and the vertical height of the micro-segment elevation from the center of rotation, and calculating the product of the wave force on each micro-segment and its corresponding vertical height; and then summing the products for each micro-segment to determine the wave force capsizing moment. It is understandable that the floating body is primarily located in the shallow layer near the free surface, and the horizontal velocity of water particles decays with depth. Therefore, the wave force contribution of the connecting segment can be ignored, and it can be assumed that the wave force capsizing moment is primarily generated by the floating body.

[0074] Wave force F w Wave overturning moment on the center of rotation M w Calculate as follows: ; in, corresponds to discrete structural micro-segments The wave force (ensure that there are enough micro segments, 0.1m in this example), the elevation corresponding to each micro segment Considered to be equal to the center position of the micro segment (1 / 2 At this time, is the micro-segment elevation distance from the rotation center O r Vertical height: ; Among them, each micro segment The corresponding wave force Calculated using the Morrison equation: ; In this equation, it is assumed that the cross-section of the component is a smooth circle. The first term of the equation is called the inertia term, and the second term is called the resistance term. D is the diameter of the component, is the density of water, C m is the inertia coefficient, C Dis the drag coefficient, both of which depend on the Reynolds number and the Keulegan-Carpenter (KC) number, and are conservatively set to 2.0 and 1.0, respectively, in this embodiment. is the horizontal velocity of the water particle corresponding to the current height, is the horizontal acceleration of the water particle corresponding to the current height.

[0075] To calculate Morrison's equation, the wave velocity is required and acceleration Assuming that the wave velocity follows Airy linear wave theory, find the expression of Peak horizontal velocity at With acceleration : ; ; For the sake of simplicity, we only take the velocity amplitude and acceleration amplitude at a certain height, and make a conservative combination of the two peaks in time and space, so we ignore The corresponding hyperbolic sine or cosine terms all take the maximum value of 1. In addition, the significant wave height H s According to the empirical magnification factor k H (Value 1.8-2.0) converted to design wave height , the design wave period is , g is the acceleration due to gravity, and then the wave number k is calculated based on the linear dispersion relation: ; in, is the circular frequency, calculated as follows: ; S224, according to the seabed soil, foundation construction difficulty and floating body manufacturing cost, within the numerical range Internal determination of moment partition distribution coefficient .

[0076] Specifically, the torque partition distribution coefficient can be determined according to the actual engineering requirements. The moment partition distribution coefficient can be taken as The values ​​between and are as follows: a larger value indicates that the floating body allocates more overturning moment, while a smaller value indicates that the embedded foundation allocates more overturning moment. In boundary cases, when the moment partition distribution coefficient is close to 0, the corresponding offshore wind turbine foundation approaches a traditional fixed foundation. When the moment partition distribution coefficient is close to 1, the corresponding offshore wind turbine foundation approaches a traditional floating foundation. In practice, the moment partition 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.

[0077] Among them, seabed soil quality, foundation construction difficulty and floating body manufacturing cost refer to: 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 partition distribution coefficient compared to relying on the embedded foundation to resist external loads , more loads are distributed to the floating body; if the manufacturing or transportation cost of the floating body is high, it is better to reduce the moment partition distribution coefficient compared to relying solely on the floating body to resist external loads. , sharing some of the load with the embedded foundation. This effect can be achieved by adjusting the moment partitioning coefficient. This partitioning mechanism overcomes the existing limitations of isolated design and single-source stability for a single floating body or a single embedded foundation, promoting the coordinated configuration of the two sources of stability.

[0078] S225, according to the principle of partitioned asymptotic stability, the coefficients are distributed according to the moment partitions. The total overturning moment M OV The overturning moment borne by the floating body under extreme working conditions is obtained by distributing it between the floating body and the embedded foundation. The embedded foundation corresponding to the embedded foundation bears the overturning moment .

[0079] It should be noted that the total overturning moment and the moment partition distribution coefficient have been determined in the previous steps. In this step, based on the principle of partitioned progressive stability, the total overturning moment can be distributed between the floating body and the embedded foundation according to the moment partition distribution coefficient to obtain the overturning moment that the floating body and the embedded foundation need to bear respectively.

[0080] Distribution coefficients by moment partitioning , the anti-overturning burden of the floating body and the embedded foundation can be flexibly distributed, so as to obtain the optimal design solution between economy and safety.

[0081] In order to further clarify the technical effects of the present invention, the prior art and the principle of partition gradual stability are described in detail in the embodiments of the present invention: Existing offshore wind power foundations usually rely on a single source of stability to provide anti-overturning moment, that is, an embedded foundation or a floating body. For a single embedded foundation, if the inclination angle is too large (such as exceeding the 0.25° limit), it faces the risk of plastic instability. For a floating body, it usually needs to reach a larger inclination angle of 5° to 10° to significantly exert buoyancy recovery, and there is an inherent conflict between the two within the rotation angle domain. Therefore, the existing technology mostly adopts a single-source stability mode of "relying entirely on the floating body" or "relying entirely on the foundation", which makes it difficult to take into account both large-angle stability and foundation safety. The present invention cleverly resolves this contradiction through the key element coupling strategy of "zoning" and "progressive".

[0082] In the embodiment of the present invention, the partitioned progressive stability principle includes the partitioning principle and the progressive stability principle; wherein the partitioning principle is to distribute the total overturning moment under extreme working conditions between the floating body and the embedded foundation, so as to avoid the total overturning moment being borne solely by the floating body or the embedded foundation; The principle of progressive stability utilizes the characteristics of the bearing capacity of the floating body and the embedded foundation gradually increasing with the rotation angle, achieving: In the first rotation angle interval, the current overturning moment is mainly borne by the anti-overturning bearing moment of the embedded foundation; In the second rotation angle interval, the current overturning moment is jointly borne by the anti-overturning bearing moment of the embedded foundation and the gradually increasing restoring moment of the floating body; In the third rotation angle interval, the restoring moment of the floating body further increases with the rotation angle. The current overturning moment is jointly borne by the anti-overturning bearing moment of the embedded foundation and the restoring moment of the floating body, among which the restoring moment of the floating body plays a major role. The angle corresponding to the first turning angle interval is smaller than the angle corresponding to the second turning angle interval, and the angle corresponding to the second turning angle interval is smaller than the angle corresponding to the third turning angle interval.

[0083] In the embodiment of the present invention, the offshore wind power foundation has regional stability sources (such as Figure 5 As shown in FIG. 1 , which is a schematic diagram of the mechanism of the zoned progressive stability principle provided by the second embodiment of the present invention, respectively, the anti-overturning bearing capacity of the embedded foundation and the buoyancy restoring moment of the floating body based on the rigid body displacement and the waterplane contribution have different dominant positions at different inclination stages. That is: The first source is the rigid body displacement contribution, the whole rotates around the center O r After tilting, the center of buoyancy undergoes rigid body displacement along with the structure .

[0084] The second source is the waterplane contribution. When the float rotates, the buoyancy on the water side increases and the buoyancy on the water side decreases, which causes the center of buoyancy to move along the water plane. .

[0085] The two together give vertical buoyancy F BCenter of rotation O r Generate restoring arm , forming a restoring torque around the center of rotation, known as the "tumbler" effect. This self-resetting ability allows the embedded foundation to break through the elastic limit (≤ 0.25°) in the principle of zoned progressive stability.

[0086] The third source is the anti-overturning moment provided by the rotation of the embedded foundation embedded in the seabed .

[0087] Secondly, the principle of the progressive stage in the partitioned progressive stability is as follows: The first corner interval can be expressed as (e.g. 0.25°~2.5°): Anti-overturning capacity of embedded foundation M 基础 The elastic anti-overturning bearing moment is dominant, and the restoring moment provided by the floating body M 浮体 smaller; The second corner interval can be expressed as (e.g. 2.5°~5°): Anti-overturning capacity of embedded foundation M 基础 The plastic stage anti-overturning bearing capacity is exerted, that is, the plastic anti-overturning bearing moment is provided. The elastic anti-overturning of the embedded foundation gradually transitions to the plastic and even limit bearing zone. The restoring moment provided by the floating body M f It gradually increases with the increase of the rotation angle, but the anti-overturning capacity of the embedded foundation still dominates; The third corner interval can be expressed as : Anti-overturning capacity of embedded foundation M 基础 To exert all the anti-overturning bearing capacity, that is, to provide the ultimate anti-overturning bearing moment. The restoring moment provided by the floating body M 浮体 Exceeding or equal to the anti-overturning capacity of the embedded foundation M 基础 Equivalent to the restoring torque provided by the float M 浮体 The two form a "zoned progressive stability" relationship, no longer limited to "embedded foundation is limited to within 0.25°" or "the buoyancy of the floating body bears all moments."

[0088] In summary, the zoned progressive mechanism is not a mechanical splicing of existing single-source stability solutions. Instead, it achieves progressive stability through a systematic design of moment zone distribution, structural stiffness, and coupled dynamics, achieving both embedded foundation support in low-angle areas and nonlinear coupled load-bearing of embedded foundation and float in medium- to high-angle areas. This ensures both high stability and lightweight performance under extreme conditions such as strong typhoons, huge waves, and soft clay, overcoming the inherent contradiction between traditional foundations and floats in the rotational angle domain.

[0089] S226. According to the principle of zoned asymptotic stability, based on the restoring moment formula of the floating body and the anti-overturning moment formula of the embedded foundation, the restoring moment of the floating body under extreme working conditions is obtained. M 浮体 The anti-overturning moment of the embedded foundation corresponding to the embedded foundation M 基础 .

[0090] S227, based on the floating body bearing the overturning moment M f , the embedded foundation bears the overturning moment M b , floating body restoring torque M 浮体 and anti-overturning moment of embedded foundation M 基础 , the overall stability constraint is equivalently converted into stability constraints for the floating body and the embedded foundation respectively.

[0091] In some embodiments, the stability constraints of the converted floating body and the embedded foundation are specifically: the restoring moment of the floating body M 浮体 Not less than the overturning moment borne by the floating body M f , and the anti-overturning moment of the embedded foundation M 基础 Not less than the overturning moment borne by the embedded foundation M b .

[0092] It can be understood that the total overturning moment is converted into the anti-overturning burden of the floating body and the embedded foundation, and the overall stability requirement is converted into the restoring moment provided by the floating body. M 浮体 and the anti-overturning moment of the embedded foundation M 基础 The overturning moment must be greater than or equal to the floating body M f and embedded foundation bear overturning moment M b ,Right now: ; ; S230. Based on environmental parameters, seabed geological parameters, wind turbine unit parameters and design constraints, a multi-objective optimization algorithm is used to optimize and solve within the design parameter range to obtain target design parameters corresponding to the offshore wind power foundation.

[0093] Example 3.

[0094] Figure 6This is a flowchart of a method for designing offshore wind power foundations based on the principle of zoned progressive stability provided by the third embodiment of the present invention. Based on the above embodiment, this embodiment further optimizes the restoring moment formula of floating bodies with different structures and the bearing capacity formula of embedded foundations. Among them, the technical terms that are the same or corresponding to the above embodiment are not repeated here. Figure 6 As shown, the method specifically includes the following steps: S310: Obtain target site environmental parameters, seabed geological parameters, and wind turbine unit parameters, and set a design parameter range for the offshore wind power foundation.

[0095] S320. Based on the principle of zoned progressive stability, establish vertical force balance constraints and horizontal force balance constraints corresponding to offshore wind power foundations.

[0096] S330: Determine the position of the floating body, and determine the corresponding restoring torque formula of the floating body according to the different positions of the floating body.

[0097] It should be noted that the floating bodies of the embodiments of the present invention include semi-submersible or barge-type floating bodies that float on the water surface, as well as fully submersible floating bodies. The choice of floating body type is determined by environmental conditions. When wave loads are low, semi-submersible or barge-type floating bodies that float on the water surface can be used. When wave loads are high and the water depth is deep, fully submersible floating bodies can be deployed outside the wave-affected water depth range to avoid being affected by wave loads, thereby effectively reducing wave loads.

[0098] In some optional embodiments, when the floating body is a semi-submersible floating body, the construction of the floating body restoring torque formula requires determining the rigid body displacement corresponding to the buoyancy center of the semi-submersible floating body. and waterplane deviation and buoyancy value F B .

[0099] The restoring torque formula of the constructed semi-submersible floating body is as follows: ; Among them, the buoyancy generated by the floating body F B The volume of water displaced by the floating body at the instantaneous underwater position Determined, that is, equal to . , is the initial displacement volume corresponding to the static state, which can be directly obtained from the design parameters of the floating body. Due to the limited rotation angle of the rotating foundation, the displacement volume change is ignored, that is, . The existence of other reinforcing beams and central columns is not considered as a stability reserve. For a typical three-side column semi-submersible floating body, the total displacement volume of the three columns is for: ; Total drainage volume of the three bypasses for: ; in, D c Refers to the diameter of the central column, which is equal to the diameter of the tower.

[0100] In summary, the drainage volume Calculate as follows: ; Among them, the rigid body displacement : ; Where, is the initial buoyancy center and the center of rotation The vertical height is: ; The initial buoyancy center ordinate of the floating body in the static state Calculated as follows: ; in, is the displacement volume of the underwater component, is the initial buoyancy center position of different components. Since the float is the main body that provides buoyancy, only the float is considered in the calculation.

[0101] Among them, the water plane offset : For the horizontal movement of the center of buoyancy caused by uneven distribution of buoyancy (such as Figure 3 as shown), i.e. increasing the volume The center of buoyancy shifts toward the side of increasing volume and reducing volume This also causes the center of buoyancy to shift in the opposite direction. The offset distance can be calculated using the following formula: ; in, It is the second-order area moment of the waterplane with reference to the geometric center of the float, and is the instantaneous underwater displacement volume of the float. Its size is directly calculated according to the common mechanical formula based on the size of the float.

[0102] Therefore, the final buoyancy drift caused by the existence of the water plane is equal to the following formula: ; Taking a typical three-side column semi-submersible structure as an example, the second-order area moment Calculate as follows: ; in, is the vertical distance between the ith side column and the rotation axis, which is numerically equal to .

[0103] It is understandable that, combined with Figure 3 For semi-submersible or barge-type floating bodies, the buoyancy center shift consists of two parts. If the displacement volume is assumed to be unchanged, the buoyancy center position is still at the original position, but it moves around the center of rotation. O r After the rotation occurs, the rigid body displacement occurs However, for a floating object floating on the water surface, when it rotates, the buoyancy on the side entering the water increases, and the buoyancy on the side exiting the water decreases. The effect at this time is that the center of buoyancy moves additionally to the side with increased buoyancy. For the horizontal movement of the center of buoyancy caused by uneven distribution of buoyancy, that is, increasing the volume The center of buoyancy shifts toward the side of increasing volume and reducing volume The same thing causes the center of buoyancy to shift in the opposite direction. Therefore, the restoring arm corresponding to the buoyancy of the float is .

[0104] In summary, for a semi-submersible floating body floating on the water surface, the total restoring moment is equal to: ; ; In some optional embodiments, when the floating body is a fully submerged floating body, the construction of the floating body restoring torque formula requires determining the rigid body displacement corresponding to the fully submerged floating body. and buoyancy value , based on rigid body displacement and buoyancy value .

[0105] The restoring torque formula of the fully submerged floating body is simplified to: ; Specifically, for a fully submerged floating body, there is no horizontal movement of the center of buoyancy due to uneven distribution of buoyancy, so the total restoring moment of the fully submerged floating body is equal to: ; S340. When the embedded foundation is a suction bucket, determine a first vertical ultimate bearing capacity, a first horizontal ultimate bearing capacity, and a first anti-overturning bearing capacity with the center of the bottom of the suction bucket as a reference point.

[0106] S350, convert the first vertical ultimate bearing capacity, the first horizontal ultimate bearing capacity and the first anti-overturning bearing capacity into the value of the rotation center.O r The second vertical ultimate bearing capacity, the second horizontal ultimate bearing capacity and the second anti-overturning bearing capacity of the reference point.

[0107] Since the embedded foundation also has the ability to resist overturning and needs to provide vertical and horizontal bearing capacity, it is preferably set as a suction bucket foundation, and the aspect ratio is recommended to be less than 1, so that the foundation can rotate as a whole and form a stable synergy with the floating body. The vertical ultimate bearing capacity of the bucket bottom center as the reference point is , horizontal ultimate bearing capacity and anti-overturning bearing capacity (i.e. the first vertical ultimate bearing capacity, the first horizontal ultimate bearing capacity and the first anti-overturning bearing capacity) are: ; in, is the suction bucket diameter; is the area of ​​the suction bucket top cover, that is ; , and are the vertical, horizontal and bending capacity coefficients respectively.

[0108] is the shear strength at the bottom of the barrel, which can be calculated as follows: ; in, is the undrained shear strength of the mud surface, is the gradient of undrained shear strength along depth; The vertical bearing capacity coefficient , horizontal bearing capacity coefficient and bending capacity coefficient Can be calculated by the following formula: ; ; ; in, 、 and They are the vertical, horizontal and bending bearing capacity coefficients of the circular surface foundation, which can be calculated as follows: ; 、 and They are the homogeneous overburden coefficients corresponding to the vertical, horizontal and bending bearing capacities, which can be calculated as follows: ; The linearly increasing overburden coefficient can be calculated as follows: ; S360. Determine the anti-overturning moment formula of the embedded foundation based on the second anti-overturning bearing capacity.

[0109] During the actual rotation process, the rotation center of the suction bucket is 0.65 times At this time, the reference point of the bottom center needs to be moved to the rotation center At this time, the horizontal, vertical and anti-overturning bearing capacity of the suction bucket at the rotation center is: ; S370. Based on the overturning moment borne by the floating body, the overturning moment borne by the embedded foundation, the restoring moment of the floating body and the anti-overturning moment of the embedded foundation, the overall stability constraint is equivalently converted into stability constraints for the floating body and the embedded foundation respectively.

[0110] S380. Based on environmental parameters, seabed geological parameters, wind turbine unit 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.

[0111] Example 4.

[0112] Figure 7 This is a flowchart of a method for designing offshore wind power foundations based on the principle of partitioned progressive stability provided by the fourth embodiment of the present invention. Based on the above embodiment, this embodiment further optimizes the process of multi-objective inversion optimization. The technical terms that are the same or corresponding to the above embodiment are not repeated here. Figure 7 As shown, the method specifically includes the following steps: S410: Obtain target site environmental parameters, seabed geological parameters, and wind turbine unit parameters, and set a design parameter range for the offshore wind power foundation.

[0113] Among them, the design parameter range includes the geometric parameter value range of the floating body and the embedded foundation.

[0114] For example, in an embodiment of the present invention, taking a 16MW wind turbine in a soft seabed area as an example, the corresponding environmental parameters and design parameter ranges may be as shown in Table 1.

[0115] Table 1

[0116] S420. Based on the principle of zoned progressive stability, establish design constraints corresponding to offshore wind power foundations.

[0117] The design constraints include overall stability constraints as driving constraints, horizontal force balance constraints and vertical force balance constraints.

[0118] The overall stability constraint is used as a driving constraint. By determining the total overturning moment, moment partition distribution coefficient, floating body restoring moment formula, and embedded foundation anti-overturning moment formula under extreme working conditions of the offshore wind turbine foundation based on the principle of partitioned progressive stability, the total overturning moment is distributed between the floating body and the embedded foundation. The vertical force balance constraint ensures that the vertical force of the offshore wind turbine foundation meets the vertical balance condition under extreme working conditions. The horizontal force balance constraint ensures that the horizontal force of the offshore wind turbine foundation meets the horizontal balance condition under extreme working conditions. S430. Based on environmental parameters, seabed geological parameters, wind turbine unit parameters and design constraints, a multi-objective optimization algorithm is used to optimize and solve within the design parameter range to obtain target design parameters corresponding to the offshore wind power foundation.

[0119] The specific steps are as follows: S431. Use Latin hypercube sampling to generate multiple sets of initial design parameters within the design parameter range as the initial population P0 corresponding to the multi-objective optimization algorithm.

[0120] Among them, the initial design parameters can be multiple groups, and each group of initial design parameters can include specific values ​​of the suction bucket diameter, suction bucket burial depth, column diameter, side column spacing, draft height, bypass height, bypass width, freeboard height and center column diameter within the design parameters.

[0121] S432. Taking the initial population P0 as the parent generation, performing crossover on the initial population P0 by randomly combining parameters using a simulated binary crossover method. After the crossover, performing polynomial mutation on the offspring to obtain an offspring Q0.

[0122] S433. Merge the initial population P0 and the offspring Q0 to generate a population set R0, perform constraint violation CV evaluation on the population set R0, and obtain feasible solutions and infeasible solutions corresponding to the population set R0.

[0123] S434. Based on the environment selection mechanism, the feasible solutions and infeasible solutions are non-dominated sorted and reference direction screened to obtain the target optimal solution set.

[0124] S435. Use the target optimal solution set as the new parent generation and repeat the process 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 standard is met.

[0125] In a preferred embodiment, multi-objective optimization and iterative search are performed to more quickly iterate and find the optimal target geometric parameters. While satisfying the integrity constraint of "partitioned asymptotic stability," the core optimization engine is a fast non-dominated sorting genetic algorithm (NSGA-III) based on reference directions. The detailed process is as follows:

[0126] ①Generation of the initial population P0 Latin hypercube sampling (LHS) is used within the upper and lower bounds of the geometric parameters to generate 200 sets of design vectors at one time without prior constraint filtering; all initial samples are written into the initial population P0.

[0127] ② Crossover mutation In population P0 as the parent, the simulated binary crossover method is used to randomly combine parameters, with a crossover probability of 90% and a coefficient of how close the offspring is to the parent set to 15 (the larger the coefficient, the closer the offspring is to the parent); After crossover, polynomial mutation is performed on the offspring to randomly fine-tune some variables to prevent the algorithm from falling into local optimality. 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), generating a new generation of offspring Q0; ③ Constraint violation assessment The parent population P0 and the offspring population Q0 are merged to generate a new population set R0. Constraints are determined for the population set R0, and the constraints are normalized to facilitate subsequent comparison: ; (2) Vertical force balance constraint G3 ; (3) Horizontal force balance constraint G4 ; (4) Suction bucket aspect ratio constraint G5 ; (5) Limiting the float bypass width G6 and G7 ; ; All constraints G 1-7 Assembly, expressed as constraint violation CV: ; In the formula, CV=0 indicates that it is a feasible solution that satisfies all constraints, and CV>0 indicates that it does not satisfy the constraints and is an infeasible solution. The larger the CV value, the further it deviates from the feasible solution.

[0128] ④Environmental selection mechanism Perform environmental selection on the population set R0. The specific rules are as follows: Sorting feasible solutions: Prioritize feasible solutions (CV=0). If the number of feasible solutions is less than 200, select the solution that is closest to being feasible, i.e., the one with the smaller CV. This ensures that the number of feasible solutions after all screening is within 200. Pareto-level sorting: If solution A uses more steel than solution B and has a smaller restoring moment than solution B, solution A is considered dominated by solution B and is eliminated. If solutions A and B do not dominate each other, they are assigned to the same Pareto stratum. Non-dominated sorting forms multiple Pareto strata, prioritizing individuals in lower strata (i.e., solutions with lower steel usage and greater restoring moments).

[0129] The 2D DAS-Dennis method is then used to divide the two-dimensional space of steel consumption and restoring moment into 20 equal regions, representing a total of 21 reference directions. The projection distances of all solutions to the reference directions are calculated and assigned to the closest reference direction. For each reference direction, the solution with the smallest projection distance is retained until the set of 200 solutions is reached. This method ensures a uniform distribution of the Pareto solution set.

[0130] After feasible solution sorting, non-dominated sorting and reference direction screening, 200 sets of optimal solutions are retained and enter the next step of cross-mutation process.

[0131] ⑤Iterative optimization The new generation of 200 sets of variable design variables is subjected to steps ②-④ again, and the above process is repeated until the maximum number of iterations (500 generations) is reached or the convergence criterion is met.

[0132] It is understandable that the offshore wind power foundation corresponding to the target geometric parameters finally obtained not only meets the design constraints, but also ensures that the direction of iterative optimization is to maximize the restoring torque provided by the target geometric parameters while minimizing the amount of steel used. After the iteration is completed, the target geometric parameters corresponding to the minimum amount of steel used are preferred in the Pareto solution set, rather than the one with the maximum total restoring torque. This is because cost is the main driving factor for offshore wind power. The maximum total restoring torque is added to the iteration to ensure that the minimum steel use design parameters generated during the iterative optimization process are not local optimal solutions and have engineering feasibility, and to avoid the generation of unrealistic target geometric parameters in order to minimize steel use. This also reflects the role of stability constraints as driving criteria.

[0133] Example 5.

[0134] Figure 8This is a flowchart of a method for designing an offshore wind power foundation based on the principle of zoned progressive stability provided by the fifth embodiment of the present invention. Based on the above embodiment, this embodiment can determine the design parameters of the connection section. Among them, the technical terms that are the same or corresponding to the above embodiment are not repeated here. Figure 8 As shown, the method specifically includes the following steps: S510, obtaining target site environmental parameters, seabed geological parameters and wind turbine unit parameters, and setting the design parameter range of the offshore wind power foundation.

[0135] Among them, the design parameter range includes the geometric parameter value range of the floating body and the embedded foundation.

[0136] S520. Based on the principle of zoned progressive stability, establish the design constraints corresponding to the offshore wind power foundation.

[0137] The design constraints include overall stability constraints as driving constraints, horizontal force balance constraints and vertical force balance constraints.

[0138] S530. Based on environmental parameters, seabed geological parameters, wind turbine unit parameters and design constraints, a multi-objective optimization algorithm is used to optimize and solve within the design parameter range to obtain target design parameters corresponding to the offshore wind power foundation.

[0139] Among them, the multiple objectives include at least the maximum total restoring moment and the minimum steel consumption, and the target design parameters include the target geometric parameters of the floating body and the target geometric parameters of the embedded foundation.

[0140] S540. According to the principle of zoned progressive stability, the connection section should ensure the stability synergy between the floating body and the embedded foundation, and the limit angle of the connection section should be determined accordingly. ; S550, determine the floating body stiffness and embedded foundation stiffness , construct the series and parallel stiffness relationship of the floating body, embedded foundation and connecting section; S560, based on series and parallel stiffness relations and limited rotation angles , determine the connection segment stiffness k c .

[0141] S570, according to the connection segment stiffness k c ,Further combined with the engineering database, the plane scaling coefficient and the vertical scaling coefficient are ,used to scale the plane and vertical dimensions respectively, and the cross-sectional dimensions ,are scaled using the dimension scaling coefficient.

[0142] S580. Determine the design parameters of the connection section and verify them using a finite element solver.

[0143] Specifically, the connection segment design optimization process is as follows: In order to make the floating body and the embedded foundation rotate approximately synchronously under the action of external load, the present invention introduces a connecting section, the stiffness of which is equivalent to the torsion spring k c In the mechanical model, the torsion spring k of the upper floating body f and connecting section torsion spring k c and embedded foundation spring k b , its series and parallel equivalent stiffness can be simplified as follows: 1. Series-parallel relationship between floating body, connecting section and embedded foundation Embedded foundation stiffness k b and the connection segment stiffness k c Connecting section in series - embedded foundation stiffness k c+b , connection section - embedded foundation stiffness k c+b Satisfies the formula: ; Connection section - embedded foundation stiffness k c+b Then with the floating body stiffness k f The overall stiffness k of the offshore wind power foundation is formed by parallel connection c+b+f , the overall stiffness of the offshore wind power foundation k c+b+f Satisfies the formula: ; 2. Limit the proportion of connecting segment corners In order to keep the floating body and the embedded foundation at the same rotation angle as much as possible under the action of external load, a certain rotation is allowed, which can effectively disperse the fatigue hot spots of the connection section. In this example, the connection section is guaranteed to limit the rotation angle under extreme working conditions (i.e. deflection of 10°). With the overall angle The proportion of the embedded foundation does not exceed 5%. Due to the series and parallel relationship between the floating body, the connecting section and the embedded foundation, the embedded foundation angle Corner with connecting segment , floating body angle , connection section - embedded foundation corner , overall corner There are the following relationships: ; Therefore, the connecting segment limits the turning angle Determined by the following formula: ; It is understandable that Represents the total rotation angle of the connection segment + embedded foundation. The two are in series relationship, and its value is equal to the rotation angle of the connection segment Plus embedded foundation corner , and the internal bending moment of the series branch is the same, definition The embedded foundation rotation angle is The secant stiffness when The connecting segment angle is The secant stiffness when , that is: ; Furthermore, the connecting segment is restricted to turn corners. The ratio limit can be converted into the following formula: ; Eliminate equal bending moments , sorting can be obtained: ; After sorting, the connection segment stiffness is obtained and embedded foundation stiffness relation: ; It is understandable that when the connection segment stiffness Compared with the embedded foundation stiffness When the ratio is approximately 19 times or greater, the connection maintains minimal relative torsional deformation, allowing the floating structure and embedded foundation to rotate almost synchronously and effectively dispersing fatigue hotspots in the connection. This ratio can be fine-tuned based on design experience or numerical simulation results, significantly reducing torsional and fatigue loads in the connection, avoiding excessive localized stress concentration at the connection, and effectively improving the safety and service life of the overall structure.

[0144] After determining the target stiffness for the connection, an initial design template can be obtained from publicly available jacket engineering databases. This template can then be quickly scaled at different scale factors to obtain preliminary design parameters for the connection. Databases such as the OC4Phase I Jacket-5MW, INNWIND.EU Jacket-10MW, and IEA 15-240 RWT provide key design data, including jacket geometry and component cross-sectional dimensions.

[0145] Specifically, based on the water depth and unit capacity of the target site, a jacket with similar operating conditions was selected from the database as a template. Parameters such as base width, top width, overall height, number of floors, and the diameters and wall thicknesses of various components were extracted. While maintaining the template's topology, a planar scaling factor was determined based on the base width, and a vertical scaling factor was determined based on the required interface elevation of the connection section. These two dimensions were scaled separately, while cross-sectional dimensions were determined using a dimensional scaling factor based on the megawatt ratio. This quickly yielded a preliminary geometry and cross-sectional design for the connection section.

[0146] It is understandable that the bottom of the connecting section is set on the embedded foundation 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 in plane 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, based on which the selected template can be scaled vertically. The cross-sectional size can be determined by the size scaling factor through the target wind turbine megawatt number, thereby quickly determining the scaled cross-sectional size. Through the above method, the geometric dimensions of the connecting section can be quickly adjusted and optimized while ensuring the matching of the structural interfaces.

[0147] Subsequently, the finite element model is used to check the stiffness of the scaled connection segment. The stiffness matrix of the connection segment is solved by applying a unit load, and the obtained stiffness is compared with the target value. When the deviation exceeds the allowable range, the stiffness is iteratively corrected by adjusting the diameter or wall thickness of the key component or optimizing the plane geometry without exceeding the root opening limit.

[0148] By combining the above-mentioned method with a mature jacket engineering database and a rapid scaling algorithm, the present invention can efficiently obtain a connection segment design that meets structural stiffness and strength requirements, given a known target stiffness. Furthermore, in actual projects, truss or other suitable connection structures can be selected based on factors such as cost, materials, and construction conditions to balance structural strength and wave load reduction, thereby achieving a balance between cost and safety.

[0149] Example 6.

[0150] Figure 9 This is a flowchart of a method for designing an offshore wind power foundation based on the principle of zoned progressive stability provided by the sixth embodiment of the present invention. Based on the above embodiment, this embodiment can also verify the dynamic response index of the offshore wind power foundation. Among them, the technical terms that are the same or corresponding to the above embodiment are not repeated here. Figure 9 As shown, the method specifically includes the following steps: S610: Obtain target site environmental parameters, seabed geological parameters, and wind turbine unit parameters, and set a design parameter range for the offshore wind power foundation.

[0151] Among them, the design parameter range includes the geometric parameter value range of the floating body and the embedded foundation.

[0152] S620. Based on the principle of zoned progressive stability, establish design constraints corresponding to offshore wind power foundations.

[0153] The design constraints include overall stability constraints as driving constraints, horizontal force balance constraints and vertical force balance constraints.

[0154] S630. Based on environmental parameters, seabed geological parameters, wind turbine unit parameters and design constraints, a multi-objective optimization algorithm is used to optimize and solve within the design parameter range to obtain target design parameters corresponding to the offshore wind power foundation.

[0155] Among them, the multiple objectives include at least the maximum total restoring moment and the minimum steel consumption, and the target design parameters include the target geometric parameters of the floating body and the target geometric parameters of the embedded foundation.

[0156] S640. Determine the design parameters of the connection section and verify them using a finite element solver.

[0157] S650. Build an integrated numerical model of wind turbine generator set - floating body - connecting section - embedded foundation - seabed 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.

[0158] Specifically, based on the target geometric parameters and the design parameters of the connection section, an integrated numerical model is constructed, including the floating body, connection section, embedded foundation, and seabed. This integrated numerical model can simulate the interaction between the various components and the dynamic behavior of the entire structure in the marine environment.

[0159] S660: Based on the integrated numerical model, simulations are performed under extreme working conditions, and the dynamic response indicators of the offshore wind power foundation are verified to determine whether they meet the design limits.

[0160] Among them, the dynamic response index is the pitch angle of the floating body.

[0161] Specifically, the integrated numerical model is used to carry out simulation calculations under preset extreme ocean conditions (such as strong winds, huge waves, ocean currents, etc.), focusing on verifying the dynamic response indicators of the offshore wind turbine foundation. The pitch angle of the floating body is used as a key indicator. The pitch angle reflects the forward and backward swing amplitude of the foundation under the action of wind and waves, and it must be ensured that it is within a safe range.

[0162] S670. When the verification result does not meet the design limit, the process of adjusting the torque partition distribution coefficient and / or the design parameter range, determining the target design parameters and the connection segment design parameters is repeated until the verification result meets the design limit.

[0163] Specifically, if the verification result fails, the design parameters need to be adjusted, including the torque partition distribution coefficient and the design parameter range. After each adjustment, steps S630 to S660 need to be re-determined based on the new torque partition distribution coefficient and design parameter range until the verification passes.

[0164] In some preferred embodiments, the present invention can utilize professional marine engineering / wind power coupled simulation platforms (such as SIMA, FAST, Zwind, etc.) to perform dynamic response verification on the "integrated numerical model". The main steps are as follows: Modeling and loading: Create wind turbines, floating structures, connecting sections, embedded foundations, and seabed modules in the simulation software. Input environmental loads (wind, wave, and current) and turbine operating parameters, and set the simulation duration and time step.

[0165] Dynamic response assessment under extreme operating conditions: Simulate extreme operating conditions and record the float pitch angle. Determine the acceptance criteria based on industry standards or the design guidelines of this invention. In this implementation, a maximum float pitch angle exceeding 10° will be considered a failure.

[0166] Verification and iteration: If the above dynamic response does not meet the expected requirements, adjust the torque partition distribution coefficient The design is then re-iterated and re-simulated if the parameters are met. This dynamic coupling verification effectively identifies dynamic issues such as excessive tilt that may arise during the coordinated motion of the floating structure and embedded foundation, ensuring the structure's high stability in strong typhoons, huge waves, and soft seabed conditions.

[0167] In some embodiments, after verification is complete, engineering data can be exported: After verification is completed and the zoned progressive stability and lightweight design goals are met, an engineering data package can be output to guide detailed design, construction, and operation and maintenance. This data package may include: Suction bucket diameter D SCF and L SCF , and the column diameter D of the floating body f , side column spacing S, draft height h fw , freeboard height h fa , bypass height h fp and bypass width w fp wait; Key soil design parameters (such as undrained shear strength, soil stratification characteristics, etc.) facilitate depth control and monitoring during construction.

[0168] Through the above method, the present invention can realize the engineering feasibility of "large-megawatt lightweight floating offshore wind power foundation design" under the conditions of strong typhoons, huge waves and soft seabed, and can continue to be optimized in subsequent detailed design to maintain the dynamic improvement of overall stability and economy.

[0169] Example 7.

[0170] A seventh embodiment of the present invention provides an offshore wind power foundation, which specifically includes: The embedded foundation, floating body and connecting section, the embedded foundation is embedded in the seabed surface 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, and the floating body is a fully submersible floating body or a semi-submersible floating body.

[0171] The target geometric parameters of the embedded foundation and the floating body and the design parameters of the connection section are calculated based on the offshore wind power foundation design method of any of the above embodiments.

[0172] In a preferred embodiment, the offshore wind power foundation may further include a central column, side columns, and a bypass, and the structural parameters thereof may also be calculated using the offshore wind power foundation design method of the aforementioned embodiment.

[0173] Figure 4 This is a structural diagram of the "Partitioned Progressive Stability Basis A-Fully Submerged" provided in Example 7 of the present invention.

[0174] In the embodiment of the present invention, taking a 16MW system in a soft soil sea area as an example, the entire process of designing and developing the "Zone Progressive Stability Foundation A - Semi-submersible" according to the design method and system of the present invention is demonstrated: First, the target site environmental parameters, seabed geological parameters, and wind turbine unit parameters are obtained, and the design parameter range of the offshore wind turbine foundation is set. The design parameter range includes the geometric parameter value range of the floating body and embedded foundation. Specifically, the target site environmental parameters, seabed geological parameters and wind turbine unit parameters are shown in Table 2, which is a table of relevant parameters of a 16MW semi-submersible offshore wind power foundation based on zoned progressive stability.

[0175] Table 2

[0176] Then, based on the principle of zoned progressive stability, the design constraints corresponding to the offshore wind power foundation are established; the design constraints include the overall stability constraint as a driving constraint, the horizontal force balance constraint, and the vertical force balance constraint.

[0177] Furthermore, based on environmental parameters, seabed geological parameters, wind turbine unit 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.

[0178] Figure 10The multi-objective optimization process of different design parameters of "Partitioned Progressive Stability Foundation A-Semi-submersible" in Example 7 of the present invention with the number of iterations is shown. 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 usage among the feasible design parameters of this generation. By analyzing the optimization process, it is found that with the development of evolution, after completing 500 iterations, the fluctuation range of the design parameters gradually tends to be stable and convergent, and the overall steel usage and total restoring moment also tend to be stable. At this time, the diameter D of the side column of the semi-submersible floating body is f Converges to 7.13 m, the side column spacing S converges to 59.33 m, and the draft height h fw Converges to 10.16m, bypass height h fp Converges to 5.00 m, and the bypass width w fp Converges to 7.04 m. Design parameters of suction bucket embedded foundation diameter D SCF Gradually converges to 25.46 m and burial depth L SCF Gradually converges to 23.78 m, where the freeboard height h fa Considering the effects of rotation and waves, it is fixed at 6.67 m. Therefore, under the condition that the waves in this sea area are small and the seabed is soft, the system screens out the design parameter solution with the minimum steel consumption. Table 3 is the optimization solution of the partitioned progressive stability foundation A-semi-submersible, as shown in Table 3: Table 3

[0179] Furthermore, according to the principle of zoned progressive stability, the connection section should ensure the synergistic effect of the stability of the floating body and the embedded foundation, and the limiting rotation angle of the connection section is determined accordingly. , it is necessary to ensure that the connection segment limits the angle With the overall angle The proportion does not exceed 5%. Therefore, when the stiffness of the connection section More than 19 times the embedded foundation stiffness When the connection angle is satisfied Proportion requirements: ; Specifically, when determining the design parameters of the embedded foundation (suction bucket diameter D SCF and suction bucket burial depth L SCF ), the suction bucket parameters were substituted into the finite element software, and the soft clay bed was modeled by the elastic-plastic soil model (NGI-ADP model), and the seabed mud surface strength S um= 0 kPa and the layer depth gradient coefficient is 1.4 kPa / m, and the suction bucket moment-angle response curve is obtained (see Figure 5 The second anti-overturning bearing capacity of the embedded foundation in the middle is obtained, thereby obtaining the embedded foundation stiffness of this scheme.

[0180] In this example, take As the calibration value. According to the relationship derived above, it can be determined that: when the overall angle When it is equal to 10°, the embedded foundation angle The connecting section angle is 9.5° According to the above-obtained suction bucket bending moment-angle response curve, the embedded foundation angle is obtained by reverse calculation. The corresponding bending moment when the angle is 9.5° ,therefore, That is, it needs to be greater than 2730 MNm / deg to meet the proportion requirement.

[0181] Then, according to the connection segment stiffness k c , and further combined the engineering database and finite element solver to determine the design parameters of the connection segment.

[0182] Specifically, in determining the stiffness of the connection segment After the requirement of greater than 2730 MNm / deg was established, the IEA 15-240 RWT medium jacket design was selected as the initial design template using a publicly available jacket engineering database. Parameters such as the base width, top width, overall height, number of layers, and the diameter and wall thickness of various components of the IEA 15-240 RWT medium jacket were extracted and shown in Table 4, which also lists the design parameters for the EA 15-240 RWT jacket and connector. The suction bucket diameter was determined. D SCF After that, the base width of the connecting section is , but considering the size of the main leg, the base width of the connecting section is limited to , the plane scaling factor is 17.64m / 32m≈0.55; determine the draft height h fw After that, the height of the connecting segment is The vertical scaling factor is 59.84m / 74.1m≈0.807. The horizontal and vertical dimensions are scaled according to the horizontal scaling factor and the vertical scaling factor, respectively. The cross-sectional dimensions are determined by the size scaling factor based on the megawatt ratio, i.e., 16MW / 15MW≈1.1. This allows the preliminary geometry and cross-sectional design of the connection section to be quickly obtained. The specific connection section design parameters are shown in Table 4.

[0183] Table 4

[0184] Figure 11This is a schematic diagram of the scaling and finite element verification of the connection segment provided in the seventh embodiment of the present invention. Figure 11 As shown, a finite element model of the connection segment is established in the finite element ABAQUS software, and the stiffness of the connection segment is solved by applying a unit rotation angle to the top of the connection segment. is 2821MNm / deg, and comparing the obtained rotational stiffness with the target value, it can be found that the scaled connection segment It is greater than 2730 MNm / deg. Therefore, the design parameters of the connection section after scaling meet the requirements. In addition, Figure 11 It also shows when the connecting segment turns The corresponding structural stress distribution when the angle is 0.5° shows that the stress of the entire structure is less than the yield stress of the material 420 MPa. From the perspective of structural stress safety, it is also proved that the design parameters of the scaled connection section meet the requirements.

[0185] Taking into account the design parameters of the floating body, connecting section, and embedded foundation, the technical indicators corresponding to the progressive stability foundation A-semi-submersible of this scheme are shown in Table 5. Among them, the mass of the floating body is about 1567.7 t, the mass of the suction bucket is about 698.7 t, the mass of the connecting section is about 2113.5 t, and the total manufacturing steel volume is about 4380.5 t, corresponding to a unit megawatt steel volume of about 273 t / MW, meeting the requirements of the present invention for the goal of "lightweighting large-megawatt floating offshore wind power foundations." Compared with the current domestic demonstration projects with a unit megawatt steel volume of 544 t / MW - 1000 t / MW, the overall scheme reduces the unit megawatt steel volume by about 49% to 72.7%, and the seabed area is reduced from several square kilometers for the original floating catenary mooring to 500m 2 .

[0186] Table 5

[0187] The restoring moment of the floating body and the anti-overturning bearing capacity of the embedded foundation are compared in the partitioned progressive stability foundation A-semi-submersible. The results are as follows Figure 5 As shown, the feasibility of the partitioned asymptotic stability principle proposed by the present invention is also confirmed: :Anti-overturning capacity of embedded foundation M 基础 The elastic anti-overturning bearing capacity is dominant, and the restoring moment provided by the floating body M 浮体 smaller; :Anti-overturning capacity of embedded foundation M 基础 The anti-overturning bearing capacity in the plastic stage is exerted, and the restoring moment provided by the floating body M 浮体It gradually increases (the contribution of rigid body displacement is the main one, followed by water plane surface), but the foundation's anti-overturning capacity still dominates; :Anti-overturning capacity of embedded foundation M 基础 Take full advantage of the anti-overturning bearing capacity and the restoring torque provided by the floating body M 浮体 Anti-overturning capacity of embedded foundation M 基础 The larger the angle, the greater the restoring torque provided by the float. M 浮体 Gradually became dominant.

[0188] Finally, simulations are performed under extreme working conditions based on the integrated numerical model, and the dynamic response indicators of the offshore wind power foundation are checked to see if they meet the design limits.

[0189] Among them, the dynamic response index is the pitch angle of the floating body.

[0190] Specifically, all design parameters were input into the integrated software to simulate the dynamic response under extreme working conditions. The results showed (see Figure 12 , Figure 12 This is the dynamic response diagram for the "Zone Progressive Stability Foundation A - Semi-submersible" provided in Example 7 of the present invention. The maximum float pitch angle of the "Zone Progressive Stability Foundation A - Semi-submersible" generated in this example is approximately 8.23° under extreme typhoon wave conditions, within the design limit of 10°, meeting the safety redundancy requirements of the present invention. This solution is ultimately compiled into a complete engineering data package to facilitate subsequent detailed design and installation methods.

[0191] In some embodiments, for sea conditions with large wave loads, a fully submersible buoy can be selected to minimize the impact of upper wave forces to meet the safety redundancy requirements in large wave environments (fully submersible structures such as Figure 13 Shown in the middle and upper floating body).

[0192] Specifically, in this sea area, shallow wave energy is significant, and columns or bypass structures towering above the water surface will be subject to large wave loads, which is not conducive to structural lightweighting and stability control; Therefore, if a "fully submerged float" is used instead, that is, the float is completely submerged, thereby eliminating the water plane, and only retaining the "rigid body displacement" and "anchor foundation anti-overturning bearing capacity" to play a role in the zoned progressive stability. uw It represents the height of the top of the fully submersible float from the water surface, which should be determined comprehensively considering the effects of waves and a 10° tilt.

[0193] like Figure 14 As shown, Figure 14This is the dynamic response diagram for the "Zoned Progressive Stability Foundation B - Fully Submerged" provided in Example 7 of the present invention. This buoy can significantly reduce horizontal wave impact in extreme wave environments, while also achieving zoned progressive stability in conjunction with a deep-buried suction bucket foundation.

[0194] like Figure 14 Dynamic simulation shows that the maximum float pitch angle of the fully submersible system under extreme wave conditions also does not exceed the design limit of 10°.

[0195] This demonstrates that, even under high wave loads and significant shallow wave heights, the fully submersible buoy, combined with the principles of zoned progressive stability and an automated design system, can achieve high stability and manageable structural steel requirements. The complementary benefits of the fully submersible buoyancy scheme (ZPSB) and the semi-submersible buoyancy scheme (ZPSA) demonstrate the engineering feasibility and flexibility of the proposed offshore wind turbine foundation design under diverse environmental conditions.

[0196] Embodiment 8.

[0197] Figure 15 This is a structural diagram of an offshore wind power foundation design system based on the principle of zoned progressive stability provided by the eighth embodiment of the present invention. Figure 15 As shown, the device includes: Parameter acquisition and setting module 810 is used to obtain target site environmental parameters, seabed geological parameters, and wind turbine unit parameters, and set the design parameter range of the offshore wind power foundation, where the design parameter range includes the geometric parameter value range of the floating body and embedded foundation; The constraint construction module 820 is used to establish the design constraints corresponding to the offshore wind power foundation based on the partitioned progressive stability principle; Among them, the design constraints include the overall stability constraint, horizontal force balance constraint and vertical force balance constraint as driving constraints; the overall stability constraint is a driving constraint, which is constructed by determining the total overturning moment, moment partition distribution coefficient, floating body restoring moment formula and embedded foundation anti-overturning moment formula under extreme working conditions of the offshore wind power foundation based on the principle of partitioned progressive stability, and realizing the distribution of the total overturning moment between the floating body and the embedded foundation; the vertical force balance constraint is to ensure that the vertical force of the offshore wind power foundation meets the vertical balance condition under extreme working conditions; the horizontal force balance constraint is to ensure that the horizontal force of the offshore wind power foundation meets the horizontal balance condition under extreme working conditions; The multi-objective optimization module 830 is used to optimize and solve the target design parameters corresponding to the offshore wind power foundation within the design parameter range using a multi-objective optimization algorithm based on environmental parameters, seabed geological parameters, wind turbine unit parameters and design constraints; Among them, the multiple objectives include at least the maximum total restoring moment and the minimum steel consumption, and the target design parameters include the target geometric parameters of the floating body and the target geometric parameters of the embedded foundation.

[0198] In some optional embodiments, the offshore wind power foundation further includes a connection section, and the offshore wind power foundation design system based on the partitioned progressive stability principle further includes a connection section design module 840, which is specifically used to: After obtaining the target design parameters corresponding to the offshore wind power foundation, according to the principle of zoned progressive stability, the connection section should ensure the synergistic effect of the stability of the floating body and the embedded foundation, and the limiting rotation angle of the connection section is determined accordingly.

[0199] Determine the stiffness of the floating body and embedded foundation stiffness , construct the series and parallel stiffness relationship of the floating body, embedded foundation and connecting section; Based on the series and parallel stiffness relationship and the limited rotation angle , determine the stiffness of the connection segment ; According to the stiffness of the connection ,Further combined with the engineering database, the plane scaling coefficient and the vertical scaling coefficient are used to scale the plane and vertical dimensions respectively, while the cross-sectional dimensions are scaled using the dimension scaling coefficient. Based on this, the design parameters of the connection section are determined and verified using the finite element solver.

[0200] In some optional embodiments, the floating body, the embedded foundation and the connecting section satisfy the following series and parallel stiffness relationship: The embedded foundation stiffness and the stiffness of the connecting segment Connecting section in series - embedded foundation stiffness , connection section - embedded foundation stiffness Satisfies the formula: ; Connection section-embedded foundation stiffness Then with the floating body stiffness Parallel connection to form the overall stiffness of offshore wind power foundation , the overall stiffness of the offshore wind power foundation Satisfies the formula: ; Under extreme working conditions, the embedded foundation corner , connecting segment corners Floating body angle , Connection section - embedded foundation corner With the overall angle Satisfy compatibility and balance relationship: ; And the torque in the series branch The same, that is: ; in, The rotation angle of the embedded foundation is The secant stiffness when The connecting segment angle is Secant stiffness when , and limit the connection segment angle The proportion should meet the following requirements: ; Furthermore, this ratio is obtained by embedding the foundation stiffness and the stiffness of the connecting segment limited: ; Therefore, when the connection segment stiffness Greater than or equal to 19 times the embedded foundation stiffness When the connection angle is satisfied Proportion requirements: .

[0201] In some optional embodiments, the offshore wind power foundation design system based on the zoned progressive stability principle further includes a dynamic response verification module 850, which is specifically used to: After determining the design parameters of the connection section by combining the engineering database and the finite element solver, an integrated numerical model of the wind turbine - floating body - connection section - embedded foundation - seabed was constructed based on the target geometric parameters of the floating body, the target geometric parameters of the embedded foundation, and the design parameters of the connection section. Based on the integrated numerical model, simulations are performed under extreme operating conditions to verify whether the dynamic response indicators of the offshore wind turbine foundation meet the design limits. The dynamic response indicator is the pitch angle of the floating body. When the verification result shows that the design limit is not met, the process of adjusting the torque partition distribution coefficient and / or the design parameter range, determining the target design parameters and the connection segment design parameters is repeated until the verification result shows that the design limit is met.

[0202] In some embodiments, the constraint building module 820 includes a stability constraint building submodule, which includes: Total overturning moment and rotation angle determination unit, used to determine the total overturning moment corresponding to extreme working conditions of offshore wind power foundation and allowable corners ; The distribution coefficient determination unit is used to determine the distribution coefficient in the numerical range according to the seabed soil quality, foundation construction difficulty and floating body manufacturing cost. Internal determination of moment partition distribution coefficient ; Moment partition allocation unit, used to allocate coefficients according to moment partitions based on the principle of partitioned asymptotic stability The total overturning moment The overturning moment borne by the floating body under extreme working conditions is obtained by distributing it between the floating body and the embedded foundation. The embedded foundation corresponding to the embedded foundation bears the overturning moment ; The anti-overturning moment determination unit is used to obtain the floating body restoring moment corresponding to the floating body under extreme working conditions based on the partitioned progressive stability principle, the floating body restoring moment formula and the embedded foundation anti-overturning moment formula; According to the principle of partitioned asymptotic stability, the moment partition distribution coefficient is The total overturning moment The overturning moment borne by the floating body under extreme working conditions is obtained by distributing the force between the floating body and the embedded foundation. The embedded foundation corresponding to the embedded foundation bears the overturning moment ; The anti-overturning moment determination unit is used to obtain the corresponding floating body restoring moment under extreme working conditions based on the partitioned progressive stability principle, the floating body restoring moment formula and the embedded foundation anti-overturning moment formula. M 浮体 The anti-overturning moment of the embedded foundation corresponding to the embedded foundation M 基础 ; Overall stability conversion unit, 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 anti-overturning moment of embedded foundation M 基础 , the overall stability constraint is equivalently converted into stability constraints for the floating body and the embedded foundation respectively.

[0203] In some embodiments, the stability constraints of the converted floating body and embedded foundation are specifically: The stability constraint of the floating body is the restoring moment of the floating body M 浮体 Not less than the overturning moment borne by the floating body M f : ; The stability constraint of the embedded foundation is the anti-overturning moment of the embedded foundation M 基础 Not less than the overturning moment borne by the embedded foundation M b : ; In some embodiments, the partitioned asymptotic stability principle includes a partitioned principle and asymptotic stability principle; The partitioning principle is to distribute the total overturning moment under extreme working conditions between the floating body and the embedded foundation, so as to avoid the total overturning moment being borne solely by the floating body or the embedded foundation, thus achieving a synergistic effect of stability. The principle of progressive stability utilizes the characteristics of the bearing capacity of the floating body and the embedded foundation gradually increasing with the rotation angle, achieving: In the first rotation angle interval, the current overturning moment is mainly borne by the anti-overturning bearing moment of the embedded foundation; In the second rotation angle interval, the current overturning moment is jointly borne by the anti-overturning bearing moment of the embedded foundation and the gradually increasing restoring moment of the floating body; In the third rotation angle interval, the restoring moment of the floating body further increases with the rotation angle. The current overturning moment is jointly borne by the anti-overturning bearing moment of the embedded foundation and the restoring moment of the floating body, among which the restoring moment of the floating body plays a major role. The angle corresponding to the first turning angle interval is smaller than the angle corresponding to the second turning angle interval, and the angle corresponding to the second turning angle interval is smaller than the angle corresponding to the third turning angle interval.

[0204] In some embodiments, the total overturning moment and rotation angle determination unit is specifically configured to: Determine the mass overturning moment generated by the corresponding structural mass on the rotation center of the offshore wind turbine foundation under extreme working conditions, the aerodynamic thrust overturning moment generated by the aerodynamic thrust on the rotation center, and the wave force overturning moment generated by the wave force on the rotation center; The total overturning moment is the sum of the mass overturning moment, the aerodynamic thrust overturning moment and the wave force overturning moment.

[0205] In some embodiments, the total overturning moment and rotation angle determination unit is further configured to: Determine the mass of the nacelle (RNA), tower, float, connection section, embedded foundation, and the center of gravity coordinates of each component; The mass overturning moment is determined based on the mass of the nacelle (RNA), tower, floating body, connection section, embedded foundation, center of gravity coordinates of each component and allowable rotation angle under extreme working conditions.

[0206] In some embodiments, the total overturning moment and rotation angle determination unit is further configured to: Determine the aerodynamic thrust based on the impeller diameter, and determine the aerodynamic thrust overturning moment based on the aerodynamic thrust and the vertical height of the aerodynamic thrust application point from the rotation center; Among them, 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.

[0207] In some embodiments, the total overturning moment and rotation angle determination unit is further configured to: The floating body is divided into equally spaced micro-segments, and 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 on each micro-segment and its corresponding vertical height is then calculated; the products of each micro-segment are then summed to determine the wave force overturning moment.

[0208] In some embodiments, the offshore wind power foundation design system based on the zoned progressive stability principle includes a floating body restoring moment formula construction module for: When the floating body is a semi-submersible floating body, the process of constructing the restoring moment formula of the floating body includes: Determine the rigid body displacement corresponding to the center of buoyancy of a semi-submersible floating body and waterplane deviation and buoyancy value F B , based on rigid body displacement , waterplane offset and buoyancy value F B , the restoring moment formula of the semi-submersible floating body is constructed, specifically: ; Among them, as the whole rotates around the center of rotation, the angle After that, the rigid body displacement Calculate as follows: ; in, is the initial buoyancy center elevation and the elevation of the center of rotation The vertical height is: ; Waterplane offset Calculate as follows: ; in, is the second-order area moment of the waterplane with reference to the geometric center of the floating body, is the instantaneous underwater displacement volume of the floating body, is the instantaneous underwater displacement volume of the floating body; In the case of a fully submerged floating body, determine the rigid body displacement corresponding to the fully submerged floating body and buoyancy value F B , based on rigid body displacement and buoyancy value F B , the restoring torque formula of the fully submerged floating body is simplified to: ; In some embodiments, the offshore wind turbine foundation design system based on the zoned progressive stability principle includes a module for constructing an anti-overturning moment formula for an embedded foundation, which is used to: In the case where the embedded foundation is a suction bucket, determine the first vertical ultimate bearing capacity, the first horizontal ultimate bearing capacity and the first anti-overturning bearing capacity with the center of the bucket bottom of the suction bucket as the reference point; The first vertical ultimate bearing capacity, the first horizontal ultimate bearing capacity and the first anti-overturning bearing capacity are converted into the second vertical ultimate bearing capacity, the second horizontal ultimate bearing capacity and the second anti-overturning bearing capacity with the rotation center as the reference point; Convert the first vertical ultimate bearing capacity, the first horizontal ultimate bearing capacity and the first anti-overturning bearing capacity to obtain the second vertical ultimate bearing capacity, the second horizontal ultimate bearing capacity and the second anti-overturning bearing capacity with the rotation center as a reference point; The formula for the anti-overturning moment of the embedded foundation is determined based on the second anti-overturning bearing capacity.

[0209] In some embodiments, the vertical force balance constraint is: considering the vertical safety factor In the case of , the absolute value of the difference between the buoyancy provided by the floating body and the sum of the gravity of the components of the offshore wind turbine foundation shall not exceed the second vertical ultimate bearing capacity of the embedded foundation, specifically: ; in, It is the vertical pull-out bearing capacity of the embedded foundation. V 基础 It is the vertical downward bearing capacity of the embedded foundation.

[0210] The horizontal force balance constraint is: considering the horizontal safety factor After that, aerodynamic thrust F TF and wave force F HD The absolute value of the sum of the two is not greater than the second level ultimate bearing capacity of the embedded foundation H 基础 , specifically: ; In some embodiments, the multi-objective optimization module 830 is specifically configured to: Latin hypercube sampling is used to generate multiple sets of initial design parameters within the design parameter range as the initial population P0 corresponding to the multi-objective optimization algorithm; Take the initial population P0 as the parent generation, use the simulated binary crossover method to randomly combine parameters to perform crossover on the initial population P0, and after crossover, perform polynomial mutation on the offspring to obtain the offspring Q0; Merge the initial population P0 and the offspring Q0 to generate the population set R0, perform constraint violation CV evaluation on the population set R0, and obtain the feasible solution and infeasible solution corresponding to the population set R0; Based on the environment selection mechanism, the feasible solutions and infeasible solutions are sorted non-dominatedly and the reference directions are screened to obtain the target optimal solution set; The target optimal solution set is used as the new parent generation, and 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 criteria are met.

[0211] In some embodiments, the environmental parameter includes at least one of wind speed, significant wave height, peak period, water depth, current velocity, and wind-wave-current joint probability; The seabed geological parameters include at least one of a stratum structure, a strength index, an undrained shear strength of the mud surface, and a depth gradient coefficient.

[0212] In some embodiments, the wind turbine unit parameter includes at least one of unit capacity, impeller diameter, hub height, nacelle (RNA), tower mass, and center of gravity height.

[0213] The offshore wind power foundation design system based on the partitioned progressive stability principle provided by an embodiment of the present invention can execute the offshore wind power foundation design method based on the partitioned progressive stability principle provided by any embodiment of the present invention, and has the corresponding functional modules and beneficial effects of the execution method.

[0214] Embodiment 9.

[0215] Figure 16 A schematic diagram of the structure of an electronic device for implementing the offshore wind turbine foundation design method based on the zoned progressive stability principle according to an embodiment of the present invention. The electronic device is intended to represent various forms of digital computers, such as laptop computers, desktop computers, workstations, personal digital assistants, servers, blade servers, mainframe computers, and other suitable computers. The electronic device may also represent various forms of mobile devices, such as personal digital assistants, cellular phones, smartphones, wearable devices (such as helmets, glasses, watches, etc.), and other similar computing devices. The components shown herein, their connections and relationships, and their functions are merely examples and are not intended to limit the implementation of the present invention described and / or claimed herein.

[0216] like Figure 16As shown, electronic device 10 includes at least one processor 11 and memory, such as read-only memory (ROM) 12 and random access memory (RAM) 13, communicatively connected to at least one processor 11. The memory stores computer programs executable by the at least one processor. Processor 11 can perform various appropriate actions and processes based on the computer programs stored in ROM 12 or loaded from storage unit 18 into RAM 13. RAM 13 can also store various programs and data required for the operation of electronic device 10. Processor 11, ROM 12, and RAM 13 are interconnected via bus 14. An input / output (I / O) interface 15 is also connected to bus 14.

[0217] Multiple components in the electronic device 10 are connected to the I / O interface 15, including an input unit 16, such as a keyboard, a mouse, etc.; an output unit 17, such as various types of displays, speakers, etc.; a storage unit 18, such as a magnetic disk, an optical disk, etc.; and a communication unit 19, such as a network card, a modem, a wireless communication transceiver, etc. The communication unit 19 allows the electronic device 10 to exchange information / data with other devices via a computer network such as the Internet and / or various telecommunication networks.

[0218] Processor 11 can be any general-purpose and / or specialized processing component with processing and computing capabilities. Examples of processor 11 include, but are not limited to, a central processing unit (CPU), a graphics processing unit (GPU), various specialized artificial intelligence (AI) computing chips, various processors running machine learning model algorithms, digital signal processors (DSPs), and any other suitable processor, controller, microcontroller, etc. Processor 11 executes the various methods and processes described above, such as the offshore wind turbine foundation design method based on the partitioned progressive stability principle.

[0219] In some embodiments, the offshore wind power foundation design method based on the zoned progressive stability principle can be implemented as a computer program, which is tangibly contained in a computer-readable storage medium, such as the storage unit 18. In some embodiments, part or all of the computer program can be loaded and / or installed on the electronic device 10 via the ROM 12 and / or the communication unit 19. When the computer program is loaded into the RAM 13 and executed by the processor 11, one or more steps of the offshore wind power foundation design method based on the zoned progressive stability principle described above can be performed. Alternatively, in other embodiments, the processor 11 can be configured to execute the offshore wind power foundation design method based on the zoned progressive stability principle in any other appropriate manner (for example, by means of firmware).

[0220] Various embodiments of the systems and techniques described above 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), system-on-chip systems (SOCs), programmable logic devices (CPLDs), computer hardware, firmware, software, and / or combinations thereof. These various embodiments can include being implemented in one or more computer programs that are executable and / or interpreted on a programmable system that includes at least one programmable processor, which can be a special purpose or general purpose programmable processor that can receive data and instructions from a storage system, at least one input device, and at least one output device, and transmit data and instructions to the storage system, the at least one input device, and the at least one output device.

[0221] Computer programs for implementing 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 the computer program is executed by the processor, the functions / operations specified in the flowcharts and / or block diagrams are implemented. The computer program may be executed entirely on the machine, partially on the machine, as a stand-alone software package, partially on the machine and partially on a remote machine, or entirely on a remote machine or server.

[0222] In the context of the present invention, a computer-readable storage medium may be a tangible medium that may contain or store a computer program for use by or in conjunction with an instruction execution system, device, or apparatus. A computer-readable storage medium may include, but is not limited to, an electronic, magnetic, optical, electromagnetic, infrared, or semiconductor system, device, or apparatus, or any suitable combination of the foregoing. Alternatively, a computer-readable storage medium may be a machine-readable signal medium. More specific examples of machine-readable storage media may include an electrical connection based on one or more wires, a portable computer disk, a hard disk, a random access memory (RAM), a read-only memory (ROM), an erasable programmable read-only memory (EPROM or flash memory), an optical fiber, a portable compact disk read-only memory (CD-ROM), an optical storage device, a magnetic storage device, or any suitable combination of the foregoing.

[0223] To provide interaction with a user, the systems and techniques described herein can be implemented on an electronic device that has: 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 can provide input to the electronic device. Other types of devices can also be used to provide interaction with the user; for example, the 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 acoustic input, voice input, or tactile input).

[0224] The systems and techniques described herein can be implemented in a computing system that includes back-end components (e.g., as a data server), or a computing system that includes middleware components (e.g., an application server), or a computing system that includes front-end components (e.g., a user computer with a graphical user interface or web browser through which a user can interact with implementations of the systems and techniques described herein), or a computing system that includes any combination of such back-end components, middleware components, or front-end components. The components of the system can be interconnected by any form or medium of digital data communication (e.g., a communication network). Examples of communication networks include: a local area network (LAN), a wide area network (WAN), a blockchain network, and the Internet.

[0225] A computing system may include clients and servers. The clients and servers are typically remote from each other and typically interact via a communication network. This client-server relationship arises through computer programs running on the respective computers, creating a client-server relationship. The server may be a cloud server, also known as a cloud computing server or cloud host. This server is a hosting product within the cloud computing service ecosystem that addresses the management difficulties and limited scalability of traditional physical hosting and VPS services.

[0226] It should be understood that the various forms of the processes shown above can be used to reorder, add, or delete steps. For example, the steps described in the present invention can be performed in parallel, sequentially, or in a different order, as long as the desired results of the technical solution of the present invention can be achieved. This is not limited herein.

[0227] The above specific embodiments do not limit the scope of protection of the present invention. Those skilled in the art will appreciate that various modifications, combinations, sub-combinations, and substitutions may be made based on design requirements and other factors. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention are intended to be included within the scope of protection of the present invention.

Claims

1. A design method for offshore wind power foundation based on the principle of zoned progressive stability, characterized in that: include: Obtaining target site environmental parameters, seabed geological parameters, and wind turbine unit parameters, and setting a design parameter range for the offshore wind power foundation, wherein the design parameter range includes the geometric parameter value range of the floating body and the embedded foundation; Based on the principle of zoned asymptotic stability, the design constraints corresponding to the offshore wind power foundation are established; The design constraints include an overall stability constraint, a horizontal force balance constraint, and a vertical force balance constraint as driving constraints. The overall stability constraint is a driving constraint, and is constructed by determining the total overturning moment, moment partition distribution coefficient, floating body restoring moment formula, and embedded foundation anti-overturning moment formula under extreme working conditions of the offshore wind power foundation based on the partitioned progressive stability principle, thereby realizing the distribution of the total overturning moment between the floating body and the embedded foundation. The vertical force balance constraint ensures that the vertical force of the offshore wind power foundation meets the vertical balance condition under extreme working conditions. The horizontal force balance constraint ensures that the horizontal force of the offshore wind power foundation meets the horizontal balance condition under extreme working conditions. According to the environmental parameters, the seabed geological parameters, the wind turbine unit parameters and the design constraints, a multi-objective optimization algorithm is used to optimize and solve within the design parameter range to obtain target design parameters corresponding to the offshore wind power foundation; The multiple objectives include at least maximizing the total restoring moment and minimizing the amount of steel used, and the target design parameters include target geometric parameters of the floating body and target geometric parameters of the embedded foundation.

2. The method according to claim 1, characterized in that The offshore wind power foundation further includes a connection section; after obtaining target design parameters corresponding to the offshore wind power foundation, the method further includes: According to the principle of partitioned progressive stability, the connecting section should ensure the stability synergy between the floating body and the embedded foundation, and the limiting rotation angle of the connecting section is determined accordingly. ; Determine the stiffness of the floating body and embedded foundation stiffness , constructing a series and parallel stiffness relationship formula of the floating body, the embedded foundation and the connecting section; Based on the series and parallel stiffness relationship and the limited rotation angle , determine the stiffness of the connection segment ; According to the stiffness of the connecting section ,Further combined with the engineering database, the plane scaling coefficient and the vertical scaling coefficient are used to scale the plane and vertical dimensions respectively, and the cross-sectional dimensions are scaled using the dimension scaling coefficient, thereby determining the design parameters of the connection section, and the finite element solver is used to verify them.

3. The method according to claim 2, characterized in that The floating body, the embedded foundation and the connecting section satisfy the following series and parallel stiffness relationship: the embedded foundation stiffness The stiffness of the connecting segment Connecting section in series - embedded foundation stiffness , the connecting section - embedded foundation stiffness Satisfies the formula: ， The connecting section - embedded foundation stiffness Then with the floating body stiffness Parallel connection to form the overall stiffness of offshore wind power foundation , the overall stiffness of the offshore wind power foundation Satisfies the formula: ， Under the extreme working conditions, the embedded foundation angle , connecting segment corners Floating body angle , Connection section - embedded foundation corner With the overall angle Satisfy compatibility and balance relationship: ， And in the series branch, the internal moment of the connecting section and the embedded foundation is The same, that is: ， in, The rotation angle of the embedded foundation is The secant stiffness when The connecting segment angle is Secant stiffness when , and limit the connection segment angle The proportion should meet the following requirements: ， Furthermore, the connecting section corner The proportion of the embedded foundation stiffness and the stiffness of the connecting segment limited: ， Therefore, when the connection segment stiffness Greater than or equal to 19 times the embedded foundation stiffness When the connecting section angle is satisfied Proportion requirements: 。 4. The method according to claim 2, characterized in that After determining the design parameters of the connection section by combining the engineering database and the finite element solver, the method further includes: Building an integrated numerical model of a wind turbine generator set, a floating body, a connecting section, an embedded foundation, and a seabed according to the target geometric parameters of the floating body, the target geometric parameters of the embedded foundation, and the design parameters of the connecting section; Performing simulations under extreme working conditions based on the integrated numerical model and checking the dynamic response index of the offshore wind turbine foundation to determine whether the design limit is met; wherein the dynamic response index is the pitch angle of the floating body; When the verification result does not meet the design limit, the process of adjusting the torque partition distribution coefficient and / or the design parameter range, determining the target design parameters and the connection segment design parameters is repeated until the verification result meets the design limit.

5. The method according to claim 1, wherein The process of establishing the overall stability constraint as the driving constraint includes: Determine the total overturning moment corresponding to the extreme working condition of the offshore wind power foundation and allowable corners ; According to the seabed soil, foundation construction difficulty and floating body manufacturing cost, the numerical range is Internal determination of moment partition distribution coefficient ; According to the principle of partitioned asymptotic stability, the moment partition distribution coefficient is The total overturning moment The overturning moment borne by the floating body under extreme working conditions is obtained by distributing the force between the floating body and the embedded foundation. The embedded foundation corresponding to the embedded foundation bears the overturning moment ; According to the principle of partitioned asymptotic stability, based on the restoring moment formula of the floating body and the anti-overturning moment formula of the embedded foundation, the restoring moment of the floating body under extreme working conditions is obtained. The anti-overturning moment of the embedded foundation corresponding to the embedded foundation ; Based on the overturning moment borne by the floating body , the embedded foundation bears the overturning moment , the restoring torque of the floating body and the anti-overturning moment of the embedded foundation , the overall stability constraint is equivalently converted 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: considering the vertical safety factor In the case of , the absolute value of the difference between the buoyancy provided by the floating body and the sum of the gravity of the components of the offshore wind turbine foundation is not greater than the second vertical ultimate bearing capacity of the embedded foundation, specifically: ， in, It is the vertical pull-out bearing capacity of the embedded foundation. It is the vertical downward bearing capacity of the embedded foundation; The horizontal force balance constraint is: considering the horizontal safety factor After that, aerodynamic thrust and wave force The absolute value of the sum of the above mentioned values ​​shall not be greater than the second horizontal ultimate bearing capacity of the embedded foundation. , specifically: 。 7. The method according to claim 5, characterized in that The stability constraints of the converted floating body and the embedded foundation are specifically: The stability constraint of the floating body is the restoring moment of the floating body. Not less than the overturning moment borne by the floating body : ， The stability constraint of the embedded foundation is the anti-overturning moment of the embedded foundation Not less than the overturning moment borne by the embedded foundation : 。 8. The method according to claim 5, characterized in that The partitioned asymptotic stability principle includes the partitioning principle and the asymptotic stability principle; The partitioning principle is to distribute the total overturning moment under extreme working conditions between the floating body and the embedded foundation, so as to avoid the total overturning moment being borne solely by the floating body or the embedded foundation, thereby achieving a synergistic effect of stability. The principle of progressive stability utilizes the characteristics that the bearing capacity of the floating body and the embedded foundation gradually develops with the rotation angle, thereby achieving: In the first rotation angle interval, the current overturning moment is mainly borne by the anti-overturning bearing moment of the embedded foundation; In the second rotation angle interval, the current overturning moment is jointly borne by the anti-overturning bearing moment of the embedded foundation and the gradually increasing restoring moment of the floating body; In the third rotation angle interval, the restoring moment of the floating body further increases with the rotation angle, and the current overturning moment is jointly borne by the anti-overturning bearing moment of the embedded foundation and the restoring moment of the floating body, wherein the restoring moment of the floating body plays a major role; The angle corresponding to the first rotation angle interval is smaller than the angle corresponding to the second rotation angle interval, and the angle corresponding to the second rotation angle interval is smaller than the angle corresponding to the third rotation angle interval.

9. The method according to claim 5, characterized in that Determining the total overturning moment corresponding to the extreme working condition of the offshore wind power foundation includes: Determining, under extreme operating conditions, the mass overturning moment generated by the corresponding structural masses of the offshore wind turbine foundation on the rotation center of the offshore wind turbine foundation, the aerodynamic thrust overturning moment generated by the aerodynamic thrust on the rotation center, and the wave force overturning moment generated by the wave force on the rotation center; 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 according to claim 9, characterized in that The determining of the mass overturning moment generated by the corresponding structural masses of the offshore wind turbine foundation on the rotation center of the offshore wind turbine foundation under extreme working conditions includes: Determine the mass of the nacelle (RNA), tower, float, connection section, embedded foundation, and the center of gravity coordinates of each component; The mass overturning moment is determined based on the mass of the nacelle (RNA), the mass of the tower, the mass of the floating body, the mass of the connecting section, the mass of the embedded foundation, the coordinates of the center of gravity of each component and the allowable rotation angle under extreme working conditions.

11. The method according to claim 9, characterized in that Determining the aerodynamic thrust overturning moment generated by the aerodynamic thrust on the rotation center includes: determining an aerodynamic thrust based on the impeller diameter, and determining an aerodynamic thrust overturning moment based on the aerodynamic thrust and the vertical height of the aerodynamic thrust application point from the rotation center; 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.

12. The method according to claim 9, characterized in that Determining the wave force overturning moment generated by the wave force on the rotation center includes: The floating body is divided into equally spaced micro-segments, the micro-segment wave force on each micro-segment and the vertical height of the micro-segment elevation from the rotation center are determined, and the product of the wave force of each micro-segment and its corresponding vertical height is calculated; then the products of each micro-segment are summed to determine the wave force overturning moment.

13. The method according to claim 5, characterized in that In the case where the floating body is a semi-submersible floating body, the process of constructing the floating body restoring moment formula includes: Determine the rigid body displacement corresponding to the buoyancy center of the semi-submersible floating body , waterplane offset and buoyancy value , based on the rigid body displacement , the waterplane offset and the buoyancy value , the restoring moment formula of the semi-submersible floating body is constructed, specifically: ， Among them, as the whole rotates around the center of rotation, the angle After that, the rigid body displacement Calculate as follows: ， in, is the initial buoyancy center elevation and the elevation of the center of rotation The vertical height is: ， Waterplane offset Calculate as follows: ， in, is the second-order area moment of the waterplane with reference to the geometric center of the floating body, is the instantaneous underwater displacement volume of the floating body; In the case where the floating body is a fully submerged floating body, determining the rigid body displacement corresponding to the fully submerged floating body and buoyancy value , based on the rigid body displacement and the buoyancy value , the restoring torque formula of the fully submerged floating body is simplified to: 。 14. The method according to claim 5, characterized in that When the embedded foundation is a suction bucket, the process of constructing the anti-overturning moment formula of the embedded foundation includes: Determining a first vertical ultimate bearing capacity, a first horizontal ultimate bearing capacity, and a first anti-overturning bearing capacity with the center of the bottom of the suction bucket as a reference point; Converting the first vertical ultimate bearing capacity, the first horizontal ultimate bearing capacity and the first anti-overturning bearing capacity into a second vertical ultimate bearing capacity, a second horizontal ultimate bearing capacity and a second anti-overturning bearing capacity with the rotation center as a reference point; The anti-overturning moment formula of the embedded foundation is determined based on the second anti-overturning bearing capacity.

15. The method according to claim 1, wherein The 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, including: Latin hypercube sampling is used to generate multiple sets of initial design parameters within the design parameter range as the initial population corresponding to the multi-objective optimization algorithm ; The initial population As the parent generation, the simulated binary crossover method is used to randomly combine the parameters of the initial population. Perform crossover, and after crossover, perform polynomial mutation on the offspring to obtain the offspring ; Merge the initial population and the offspring Generate population collection , for the population collection The population set is obtained by using the constraint violation CV evaluation The corresponding feasible and infeasible solutions; Based on the environment selection mechanism, the feasible solutions and the infeasible solutions are subjected to non-dominated sorting and reference direction screening to obtain a target optimal solution set; The target optimal solution set is used as the new parent generation, and 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 standard is met.

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

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

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, wherein the embedded foundation is embedded in the seabed and connected to the lower end of the connecting section, and the upper end of the connecting section is connected to the floating body, and the floating body is a fully submersible floating body or a semi-submersible 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 partitioned progressive stability principle described in any one of claims 1 to 17.

19. An offshore wind power foundation design system based on the principle of zoned progressive stability, characterized in that: include: A parameter acquisition and setting module is used to obtain target site environmental parameters, seabed geological parameters, and wind turbine unit parameters, and set the design parameter range of the offshore wind power foundation, wherein the design parameter range includes the geometric parameter value range of the floating body and embedded foundation; A constraint building module, used for establishing design constraints corresponding to the offshore wind power foundation based on the partitioned progressive stability principle; The design constraints include an overall stability constraint, a horizontal force balance constraint, and a vertical force balance constraint as driving constraints. The overall stability constraint is a driving constraint, and is constructed by determining the total overturning moment, moment partition distribution coefficient, floating body restoring moment formula, and embedded foundation anti-overturning moment formula under extreme working conditions of the offshore wind power foundation based on the partitioned progressive stability principle, thereby realizing the distribution of the total overturning moment between the floating body and the embedded foundation. The vertical force balance constraint ensures that the vertical force of the offshore wind power foundation meets the vertical balance condition under extreme working conditions. The horizontal force balance constraint ensures that the horizontal force of the offshore wind power foundation meets the horizontal balance condition under extreme working conditions. a multi-objective optimization module, configured to optimize and solve within the design parameter range using a multi-objective optimization algorithm based on the environmental parameters, the seabed geological parameters, the wind turbine unit parameters, and the design constraints, to obtain target design parameters corresponding to the offshore wind power foundation; The multiple objectives include at least maximizing the total restoring moment and minimizing the amount of steel used, and the target design parameters include target geometric parameters of the floating body and target geometric parameters of the embedded foundation.

20. An electronic device, characterized in that: The electronic device comprises: at least one processor; and a memory communicatively coupled to the at least one processor; In which, the memory stores a computer program that can be executed by the at least one processor, and the computer program is executed by the at least one processor so that the at least one processor can execute the offshore wind power foundation design method based on the partitioned progressive stability principle as described in any one of claims 1-17.

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

Images