A method for constructing a wind power foundation structure suitable for sand wave seabed

Abstract

The application discloses a sand wave seabed suitable wind power foundation structure construction method, comprising the following steps: optimizing the foundation design through early sand wave parameter detection and model prediction, adopting factory intelligent prefabrication, modular transportation and multi-device collaborative installation technology, implementing targeted anti-sinking plate fitting arrangement, pile foundation water depth fixing, truss and top structure combined installation, and integrating multiple corrosion prevention and self-repairing technologies to improve durability. Through intelligent monitoring and AI early warning system, full life cycle control is realized. Through dynamic adaptive structure design and multi-dimensional anti-sliding and anti-overturning measures, the problems of poor adaptability and insufficient intelligence of traditional foundations are solved. The construction precision, structure stability and operation convenience are considered, resource recycling is realized, a reliable technical scheme is provided for sand wave seabed area wind power projects, and the needs of large-scale development of deep sea wind power are met.

Description

Technical Field

[0001] This invention relates to the field of wind power foundation construction technology, and in particular to a construction method for wind power foundation structures suitable for sandy seabeds. Background Technology

[0002] As a typical dynamic landform in the ocean, the sandy seabed exhibits periodic undulations and continuous movement, posing a severe challenge to the stability and durability of wind turbine foundations. With the expansion of offshore wind power into deep-sea areas, the distribution range of sandy seabeds is continuously increasing. The complex hydrodynamic conditions, the spatiotemporal variability of soil physical and mechanical properties, and the risks of foundation scour and slippage caused by sand wave migration in these areas place higher demands on wind turbine foundation construction technology. Traditional wind turbine foundation structures are difficult to adapt to the dynamic changes of sandy seabed landforms. There is an urgent need to develop construction methods that combine adaptability, stability, and intelligence to meet the stringent requirements of deep-sea wind power projects for foundation structure anti-overturning, anti-slip, and long-term service performance, thereby promoting the large-scale and safe development of offshore wind power in sandy seabed areas.

[0003] Existing technologies for wind power foundation construction on sand-wave seabeds have two prominent drawbacks: First, the adaptability of the foundation structure is insufficient. Traditional anti-settlement slabs, pile foundations, and other structural forms are mostly designed based on flat seabeds, without fully considering the undulating shape and migration characteristics of sand waves. This results in poor fit between the structure and the seabed, uneven stress transmission, and problems such as local stress concentration and intensified scouring caused by sand wave movement, making it difficult to achieve stable support under dynamic terrain. Second, the level of intelligence in construction and operation and maintenance is low. During construction, equipment selection, parameter adjustment, and installation positioning rely on manual experience, lacking multi-equipment collaborative operation and dynamic adaptation and control mechanisms. The response to environmental factors such as sand wave migration and hydrodynamic changes is lagging. At the same time, the operation and maintenance phase lacks efficient monitoring, early warning, and autonomous maintenance methods, making it difficult to identify structural damage and stability hazards in real time. This leads to high maintenance costs and low efficiency, affecting the long-term service safety and economy of wind power foundations. Summary of the Invention

[0004] In order to overcome the shortcomings and deficiencies of existing technologies, this invention provides a construction method for wind power foundation structures suitable for sandy seabeds.

[0005] The technical solution adopted in this invention is a construction method for wind power foundation structures suitable for sand wave seabeds, comprising the following steps: S1, integrating AI algorithms and multi-source detection equipment, training models using historical data to predict sand wave movement trajectories, using underwater drone clusters to perform three-dimensional modeling of sand wave parameters, integrating multi-source positioning technology to obtain physical and mechanical indicators and hydrodynamic conditions of seabed soil, using finite element software to establish a structural mechanics model to design foundation parameters and layout, and formulating multi-dimensional emergency plans; S2, adopting a factory-based intelligent prefabrication mode, selecting designated steel for the stress-bearing area, using concrete with functional additives for the outer area, forming the designated components using metal 3D printing technology, performing multiple anti-corrosion treatments on the components, and transporting them to the construction sea area via a hybrid self-propelled modular transport platform after dimensional verification; S3, selecting a designated working condition window period, using floating crane equipment with dedicated lifting beams, delineating the installation area and hoisting anti-sinking plates using a collaborative system of unmanned vessels, underwater robots, and drones, dynamically adjusting the angle of the flexible deformation section to make the plate fit the seabed, clearing accumulated water and floating sand from the bottom and pressing it down. For solid soil, after calibrating the spacing and angle of the anti-settlement slabs during the combined layout, protective materials are poured in; S4, according to the water depth conditions, the connection module fixing mode is switched, the corresponding floating crane and piling equipment are selected, debris on the pile body is cleared, and the pile body is aligned with the positioning section or guide section. After calibrating the verticality, the pile body is fixed. In shallow water areas, the pile body is temporarily fixed with positioning bolts and the gap compensation device is activated. In deep water areas, the hammering force is controlled to lower the pile body to the predetermined depth. After settling, compensation materials are poured in and cured; S5, in the combined layout scenario, after the pile foundation has been cured to the standard, the truss is hoisted in sections, and the anti-settlement slab embedded steel plates are connected and Tighten bolts, inspect node flatness and weld quality, replace carbon fiber reinforcement layer to adjust truss stiffness, calibrate the levelness of top steel platform, install intelligent tensioning steel tie rods and ring anti-shift beams and tension and fix them; S6, adopts three-dimensional detection technology to detect the working status of various parts of the foundation and sensors, collects data through monitoring nodes during operation, identifies structural damage through AI early warning platform, uses underwater autonomous maintenance robots to carry out maintenance operations, regularly conducts anti-corrosion maintenance and foundation stability assessment, and disassembles components for resource recycling during the decommissioning stage.

[0006] Furthermore, the wind turbine foundation comprises unit components such as anti-settlement slabs, pile foundations, truss main beams, and magnetorheological dampers. The design parameters for each unit component are as follows: The anti-sinking plate is the base of the entire wind turbine foundation that contacts the seabed. The coverage area of ​​the anti-sinking plate is calculated using a formula: ,in, To cover the area of ​​the anti-sinking slab, For coverage factor, For the wavelength of sand waves, For the high of the sand wave.

[0007] Furthermore, the pile foundation is the portion of the wind turbine foundation that is inserted into the seabed. The depth of the pile foundation insertion into the seabed is calculated using a formula: ,in, The depth of pile foundation insertion. The diameter of the pile body, To meet the total anti-overturning moment requirements, The anti-overturning moment provided by the anti-sinking plate For the section modulus of the pile body, This represents the allowable stress of the pile material.

[0008] Furthermore, the truss main girder serves as the upper support structure of the wind turbine foundation, and the combined stiffness of the truss main girder is calculated using the formula: ,in, For the combined stiffness of the truss main beam, The elastic modulus of steel, The moment of inertia of the H-section steel is... The elastic modulus of carbon fiber composite material. The moment of inertia of the carbon fiber reinforced layer section.

[0009] Furthermore, the magnetorheological damper is used to connect the anti-sinking plate and the main truss beam, playing a role in damping and buffering to improve stability. The real-time damping coefficient of the magnetorheological damper is calculated using the following formula: ,in, This is the real-time damping coefficient. Based on the basic damping coefficient, For damping adjustment amplitude, For real-time sand wave impact load, To design the maximum impact load.

[0010] Furthermore, the horizontal anti-slip bearing capacity of the foundation in the foundation parameter design is calculated using the formula: ,in, For horizontal anti-slip bearing capacity, The coefficient of friction between the anti-settlement slab and the soil. Based on its own weight, The soil bearing capacity coefficient, To prevent the slab from bearing pressure. To achieve biomimetic inverted jig general gripping force, To add anti-slip force to the sand accumulation layer.

[0011] Further, S2 includes the following sub-steps: S21, ultrasonic flaw detection is performed on the steel of the anti-sinking plate in the stress area, and after shot blasting and rust removal, it is combined with the concrete of the surrounding area, which is mixed with microbial agents, polycarboxylate-based high-efficiency water-reducing agents and industrial solid waste, and then composite molded with a pre-embedded steel frame and epoxy adhesive, and treated with steam curing process; S22, marine-grade metal 3D printing technology is used to prefabricate the anti-sinking plate nodes, sealing sleeves and truss node plate marking components, and nano-ceramic particles are added to the printing material to control the forming accuracy of the components; S23, a fluorocarbon anti-corrosion coating is applied to the steel surface, a sacrificial anode cathodic protection device is installed, a microcapsule-type self-healing coating is added to the vulnerable parts, and the pile seat groove, through hole sealing sleeve and matching components are prefabricated simultaneously and grouting pipes and bolt holes are accurately reserved; S24, a self-propelled modular transportation platform is selected, the platform has a built-in intelligent storage compartment, the components are automatically fixed by a robotic arm, rubber pads are laid at the bottom of the anti-sinking plate, the components are fixed by steel brackets, and the transportation platform is driven by a hybrid lithium battery and hydrogen energy.

[0012] Further, S3 includes the following sub-steps: S31, continuously monitor hydrodynamic conditions using a current meter and wave meter to screen for construction windows with suitable wind force, wave height, and visibility, and determine the specific construction period; S32, select floating crane equipment of corresponding tonnage, equip it with high-strength steel wire rope lifting tools and special lifting beams, and conduct a tensile test on the lifting tools before lifting to ensure that the lifting tools meet the lifting force requirements; S33, delineate the installation area using a GPS-RTK positioning system and place buoys as markers, and adopt a collaborative system of unmanned boats, underwater robots, and drones. During the lifting process, the underwater robot monitors the attitude of the anti-sinking plate in real time and dynamically adjusts the angle of the flexible deformation section; S34, for stepped anti-sinking plates, ensure that each step fits in close contact with the sand slope, clean the accumulated water and loose sand at the bottom of the plate using an underwater robot, fill with fine stone concrete for leveling if necessary, compact the bottom soil using underwater compaction equipment, and after calibrating the spacing and angle of the anti-sinking plates during the combined arrangement, fill with sandbags and boulders to form a protective dike.

[0013] Further, S4 includes the following sub-steps: S41, in shallow water areas, a floating crane of corresponding tonnage is selected in conjunction with a vibratory pile driver; in deep water areas, a large-tonnage floating crane is selected in conjunction with a hydraulic pile driver. The equipment combination scheme is determined according to the construction conditions. S42, before hoisting and placing the steel pipe pile, an underwater robot is used to check the integrity of the pile body and the firmness of the anti-scour wing plate, and to clean the surface rust and debris of the pile body. The connection module fixing mode is switched according to the water depth conditions. S43, in shallow water areas, the bottom expansion structure of the pile body is aligned with the positioning section of the pile seat groove; in deep water areas, the steel pipe pile is aligned with the conical guide section of the anti-sinking plate through hole. The verticality of the pile body is calibrated by the underwater robot. S44, in shallow water areas, the pile body is temporarily fixed by high-strength positioning bolts around the pile seat, and the adaptive gap compensation device is activated to fill the gap. In deep water areas, the hammering force is controlled to lower the steel pipe pile to the predetermined depth. The verticality is checked after each hammering a set number of times. After insertion, the pile is left to stand. Water-expanding epoxy grout is injected through the compensation device. After curing to the standard, the positioning bolts are removed and the grouting is repaired.

[0014] Further, S5 includes the following steps: S51, after the pile foundation has been cured to the standard, the truss is installed in a segmented hoisting mode. Each truss segment is hoisted to a predetermined height by a floating crane, and the pre-embedded steel plate on the top of the anti-sinking plate is docked with the assistance of an underwater robot to ensure that the node plate fits; S52, high-strength bolts are tightened in a symmetrical step-by-step manner using a torque wrench. After each set of bolts is tightened, the flatness of the node plate is checked, and the weld quality is checked with an ultrasonic flaw detector. After passing the test, stiffening ribs are welded around the node plate; S53, according to the unit capacity requirements and the sand wave movement speed, the carbon fiber reinforcement layer of the corresponding thickness is replaced to adjust the truss stiffness. The levelness of the top steel platform is calibrated with a level and fine-tuned to the design requirements using shims; S54, intelligent tensioning steel rods and ring anti-sinking beams are installed between the anti-sinking plates of the assembly. The steel rods are tensioned to the design tension using hydraulic tensioning equipment. The tension value and deformation are monitored in real time. The two ends are fixed with anchors, and the ring anti-sinking beam is fixed to the anti-sinking plate with prefabricated bolts.

[0015] Beneficial effects: This invention proposes a construction method for wind power foundation structures suitable for sand wave seabeds. In terms of adaptability, through three-dimensional modeling and dynamic prediction of sand wave parameters in the early stage, a stepped anti-settlement plate, flexible deformation section and combined pile-truss structure are designed in a targeted manner. The structure posture and layout are dynamically adjusted to achieve precise fit with the sand wave landform, optimize the foundation stress transmission path, and enhance the anti-overturning and anti-slip capabilities. This solves the problems of low fit and stress concentration between traditional structures and dynamic seabeds. In terms of intelligence and practicality, it integrates a multi-equipment collaborative operation system, an AI early warning platform, and an underwater autonomous maintenance robot to achieve intelligent management and control of the entire process of construction positioning, parameter control, damage identification, and maintenance. This replaces the traditional manual experience-based model, improving construction efficiency and operation and maintenance accuracy. Through factory prefabrication, modular transportation, scenario-specific construction processes, and multiple anti-corrosion treatments, it balances construction convenience with structural durability. At the same time, the components can be disassembled and recycled during the decommissioning stage, realizing resource recycling and significantly reducing construction and operation and maintenance costs. This meets the long-term stable service requirements of wind power foundations in the sandy seabed area and provides reliable technical support for the large-scale development of deep-sea wind power in dynamic terrain areas. Attached Figure Description

[0016] Figure 1 This is a flowchart illustrating the overall process of the method of the present invention. Figure 2 This is a flowchart of method step S2 of the present invention; Figure 3 This is a flowchart of method step S3 of the present invention; Figure 4 This is a flowchart of method step S4 of the present invention; Figure 5 This is a flowchart of step S5 of the method of the present invention. Detailed Implementation

[0017] It should be noted that, unless otherwise specified, the embodiments and features described in this application can be combined with each other. The application will be further described in detail below with reference to the accompanying drawings and specific embodiments.

[0018] like Figure 1 As shown, a construction method for wind power foundation structures suitable for sandy seabeds includes the following steps: S1 integrates AI algorithms and multi-source detection equipment, trains models using historical data to predict sand wave movement trajectories, uses underwater drone clusters to perform three-dimensional modeling of sand wave parameters, integrates multi-source positioning technology to obtain seabed soil physical and mechanical indicators and hydrodynamic conditions, uses finite element software to establish structural mechanics models to design basic parameters and layout methods, and formulates multi-dimensional emergency plans. Specifically, step S1, as the core preparation stage before construction, integrates deep learning algorithms with multi-source detection equipment such as multibeam echo sounders, side-scan sonar, and soil samplers. It trains a prediction model using historical sand wave migration data from the past five years for the area, achieving accurate prediction of sand wave movement trajectories over the next 12 months, with prediction errors controlled within 10%. Simultaneously, an underwater drone swarm equipped with high-definition cameras and acoustic detectors conducts seabed surveys at a 5m x 5m grid density, constructing a 3D sand wave model with centimeter-level resolution. This model also integrates GPS-RTK, BeiDou positioning, and acoustic positioning technologies to acquire physical and mechanical indicators of the seabed soil, such as cohesion, internal friction angle, and unit weight, as well as hydrodynamic parameters such as current velocity, wave height, and tides. Sampling is performed hourly, with continuous monitoring for at least 72 hours. A structural mechanics model was established using general-purpose finite element analysis software. Based on the detection data, the basic parameters such as the size of the anti-settlement plate, pile diameter, and truss spacing were designed, as well as the layout methods such as single piles and multi-pile-truss combinations. For extreme working conditions such as sand wave migration and storm surge, multi-dimensional emergency plans such as structural reinforcement, emergency hoisting, and equipment evacuation were formulated to ensure rapid response to various emergencies during construction, provide comprehensive and accurate technical support for subsequent construction, and ensure construction safety and structural adaptability.

[0019] S2 adopts a factory-based intelligent prefabrication mode. The specified stress area uses designated steel, while the outer area uses concrete mixed with functional additives. The specified components are formed by metal 3D printing technology, and the components undergo multiple anti-corrosion treatments. After dimensional verification, they are transported to the construction sea area via a hybrid self-propelled modular transport platform. Specifically, step S2 involves the prefabrication and transportation of basic components, employing a factory-based intelligent prefabrication model to improve component quality and production efficiency. For core load-bearing areas such as anti-sinking slabs and piles, weathering steel with a yield strength of no less than 355 MPa is selected. Ultrasonic testing ensures the steel is free of internal cracks, inclusions, and other defects, achieving 100% inspection coverage. The outer areas utilize high-performance concrete incorporating 5% microbial inoculant, 1.2% polycarboxylate superplasticizer, and 30% industrial solid waste. The concrete compressive strength grade is no less than C40, and the elastic modulus is controlled at 3.0 × 10⁻⁶. 4The pressure is above megapascals. Core components such as anti-sinking plate nodes, sealing sleeves, and truss node plates are formed using marine-grade metal 3D printing technology. 2% nano-ceramic particles are added to the printing material to enhance wear resistance, and the dimensional accuracy of the components is controlled within ±0.5 mm. All components undergo multiple anti-corrosion treatments. After shot blasting to Sa2.5 level, the steel surface is coated with a fluorocarbon anti-corrosion coating with a thickness of no less than 200 micrometers, and a sacrificial anode cathodic protection device is installed. Vulnerable areas are additionally coated with a 50-micrometer-thick microcapsule-type self-healing coating. After the components pass laser dimensional verification, they are transported to the construction area via a hybrid self-propelled modular transport platform with a load capacity of no less than 500 tons. The platform has a built-in intelligent storage compartment, and components are automatically fixed by a robotic arm. A 20-mm-thick rubber pad is laid at the bottom of the anti-sinking plate, and steel supports are used to separate and fix the components. The status of the components is monitored in real time during transportation to ensure a smooth and safe transfer and prevent damage.

[0020] S3, select the set working window period, use floating crane equipment with special lifting beam, delineate the installation area and hoist the anti-sinking plate through the collaborative system of unmanned boat, underwater robot and drone, dynamically adjust the angle of flexible deformation section to make the plate fit the seabed, clean up the bottom water and sand and compact the soil, and after calibrating the spacing and angle of the anti-sinking plate during the combined arrangement, fill the protective material. Specifically, step S3 is a crucial step in the installation of the anti-sinking slab. It requires continuous 72-hour monitoring of hydrodynamic conditions using a current meter and wave meter to select a construction window with winds not exceeding force 6, wave height less than 1.5 meters, and visibility not less than 500 meters, thus determining the specific construction period. Floating cranes with rated lifting capacity appropriate to the component weight are selected, equipped with high-strength steel wire rope lifting devices and specialized lifting beams with a load-bearing capacity not less than 1.5 times the component weight. Before lifting, a tensile test of 1.25 times the rated load is conducted on the lifting devices for 30 minutes to ensure they meet the lifting force requirements. The installation area is precisely delineated using a GPS-RTK positioning system, and buoys are deployed. A three-dimensional positioning network is constructed using a collaborative system of unmanned surface vessels, underwater robots, and drones, with positioning accuracy controlled within ±10 cm. During the placement of the anti-sinking slab, the underwater robot monitors the slab's attitude in real time, adjusting the angle of the flexible deformation section to ensure a tight fit between the slab and the sandy seabed slope, with a fit error not exceeding 3°. Underwater suction equipment is used to remove accumulated water and loose sand from the bottom of the slabs, ensuring that the residual water level does not exceed 5 mm and the loose sand is removed to a depth of at least 10 cm. Underwater compaction equipment is then used to compact the bottom soil to a compaction degree of at least 90%. If a combined arrangement is used, the spacing between adjacent anti-sinking slabs must be calibrated and controlled within ±5 cm of the design value, with an angular deviation not exceeding 2°. Afterward, sandbags with a particle size of 10-20 cm and boulders are placed to form a protective dike. The dike height should be at least 1.2 times the height of the sand waves to enhance the anti-sinking slabs' resistance to erosion.

[0021] S4. Switch the connection module fixing mode according to the water depth and working conditions, select the corresponding floating crane and pile driving equipment, clean the pile body of debris, align with the positioning section or guide section, calibrate the verticality and fix the pile body. In shallow water, the pile body is temporarily fixed by positioning bolts and the gap compensation device is activated. In deep water, the hammer force is controlled to lower the pile body to the predetermined depth. After standing, the compensation material is poured in and cured. Specifically, step S4 involves fixing the pile foundation for different water depths. In shallow water (less than 10 meters), a floating crane with a rated lifting capacity of at least 200 tons is used in conjunction with a vibratory pile driver. In deep water (less than 10 meters), a floating crane with a rated lifting capacity of at least 500 tons is used in conjunction with a hydraulic pile driver. The equipment combination scheme is determined based on the construction conditions. Before hoisting the steel pipe piles, an underwater robot is used to thoroughly inspect the integrity of the pile body to ensure there are no cracks, deformations, or other defects. The firmness of the anti-scour wing plates is also checked, ensuring the weld strength between the wing plates and the pile body is at least 85% of the pile material strength. Surface rust and debris are cleaned from the pile body, and the surface roughness after cleaning meets the requirements for anti-corrosion coating construction. The connection module fixing mode is switched according to the water depth. In shallow water, the bottom expansion structure of the pile body is aligned with the anti-sinking plate pile seat groove positioning section. In deep water, the steel pipe pile is aligned with the conical guide section of the anti-sinking plate through hole. The underwater robot uses a dual-axis tilt sensor to calibrate the verticality of the pile body, ensuring the verticality deviation does not exceed 0.5%. In shallow water areas, the pile body is temporarily fixed with 8-12 high-strength positioning bolts around the pile base, with the bolt preload not less than 90% of the design value. Then, an adaptive gap compensation device is activated to fill the gap between the pile body and the positioning section, ensuring the compensation material fills to 100% density. In deep water areas, a hydraulic pile driver is used to control the hammering force within the range of 500-800 kN, lowering the steel pipe pile to the predetermined depth with a depth error not exceeding ±10 cm. Verticality is checked every 10 hammer blows to ensure pile stability during construction. After pile insertion, the pile is left to stand for 24 hours. Water-swellable epoxy grout is then injected through the compensation device, with the grouting pressure controlled at 0.3-0.5 MPa. Curing time is no less than 7 days. After curing, the positioning bolts are removed, and the bolt holes are filled with grout to ensure the pile foundation is firmly fixed.

[0022] S5, in the combined layout scenario, after the pile foundation maintenance meets the standards, the truss is hoisted in sections, the anti-settlement plate is connected to the embedded steel plate and the bolts are tightened, the flatness of the nodes and the quality of the welds are checked, the carbon fiber reinforcement layer is replaced to adjust the stiffness of the truss, the levelness of the top steel platform is calibrated, and the intelligent tensioning steel tie rod and the ring anti-slip beam are installed and tensioned and fixed. Specifically, step S5 involves installing the truss and top structure for the combined layout scenario. After the pile foundation has been cured to the required standard (concrete strength reaches more than 85% of the design strength), the truss is installed using a segmented hoisting method. The weight of each truss segment is controlled within 70% of the crane's rated lifting capacity. It is hoisted to the predetermined height by a floating crane, and docked with the pre-embedded steel plate on the top of the anti-sinking slab using an underwater robot, ensuring that the gap between the node plates does not exceed 0.5 mm. High-strength bolts are tightened symmetrically in steps using a torque wrench. The bolt specifications are M30-M42, and the torque value is controlled between 800-1200 N·m. After each set of bolts is tightened, the flatness of the node plate is checked using a laser rangefinder. The flatness error does not exceed 2 mm. Then, the welds are 100% inspected using an ultrasonic flaw detector. The weld quality grade is not lower than level two. After passing the inspection, stiffening ribs with a thickness of 10-15 mm are welded around the node plate to enhance the load-bearing capacity of the node. Based on the wind turbine capacity requirements (1.5-5 MW) and sandstorm movement speed (0.1-0.5 m / day), the truss stiffness is adjusted by replacing the 5-10 mm thick carbon fiber reinforcement layer, achieving 95%-105% of the design stiffness. The top steel platform is calibrated using an electronic level, with a levelness error not exceeding 0.3 mm / m. Fine adjustments are made using stainless steel shims with a thickness ranging from 0.5-5 mm. Intelligent tensioning steel rods and ring-shaped anti-settlement beams are installed between the anti-settlement plates of the assembly. The steel rods have a diameter of 30-50 mm and are tensioned to 1.05 times the design force using hydraulic tensioning equipment. During tensioning, the tension value and deformation are monitored in real time, with a tension deviation not exceeding ±3% and deformation controlled within the design allowable range. Anchors are used to fix both ends. The ring-shaped anti-settlement beam is fixed to the anti-settlement plates using prefabricated bolts with a bolt spacing of 200-300 mm, ensuring a stable load-bearing system for the overall structure.

[0023] The S6 uses 3D detection technology to detect the working status of various parts of the foundation and sensors. During operation, it collects data through monitoring nodes, identifies structural damage through an AI early warning platform, uses an underwater autonomous maintenance robot to carry out maintenance operations, regularly conducts anti-corrosion maintenance and foundation stability assessments, and disassembles components for resource recycling during the decommissioning stage.

[0024] Specifically, step S6 encompasses the entire process of construction inspection, operation and maintenance, and decommissioning. During the construction phase, 3D laser scanning technology is used to comprehensively inspect the dimensions, locations, and sensor operating status of all parts of the foundation, achieving 100% inspection coverage. Dimensional deviations are controlled within the design limits, and sensor response sensitivity is no less than 0.01 mm, ensuring normal equipment operation. During operation, monitoring nodes for temperature, stress, and displacement are deployed at key stress-bearing parts of the foundation, welds, and around the seabed. The spacing between monitoring nodes is 5-10 meters, and data is collected every 15 minutes. Data is uploaded to an AI early warning platform via wireless transmission technology. The platform analyzes the data using deep learning algorithms to identify structural cracks, corrosion, deformation, and other damage, with a damage identification accuracy rate of no less than 95%. An early warning signal is issued immediately upon detecting any anomalies. Maintenance operations are carried out using an underwater autonomous maintenance robot equipped with a robotic arm and ultrasonic flaw detector. The robot can operate at a depth of up to 50 meters and can promptly repair minor damage with a repair success rate of no less than 90%. Regular anti-corrosion maintenance is carried out, with the anti-corrosion coating thickness checked annually. If the coating thickness falls below 150 micrometers, it is promptly reapplied. A foundation stability assessment is conducted every three years, including evaluation of overturning resistance, anti-slip capability, and changes in structural stiffness. During decommissioning, following the principle of "top-down, segmented dismantling," cutting robots are used to perform non-destructive cutting of components, with a cutting accuracy error not exceeding 1 millimeter. Dismantled steel, concrete, and other components are classified and recycled, with a steel recycling rate of no less than 90%. Concrete, after crushing, can be reused as recycled aggregate, achieving resource recycling and reducing environmental impact.

[0025] Preferably, the coverage area of ​​the anti-sinking slab is calculated using the following formula: ,in, To cover the area of ​​the anti-sinking slab, For coverage factor, For the wavelength of sand waves, For the high of the sand wave.

[0026] Specifically, based on the geomorphological characteristics of the sand wave seabed and the principle of stress balance of the anti-sinking plate, the anti-sinking plate needs to cover the key stress areas of the sand wave to avoid local stress concentration. First, it is clear that the sand wave wavelength and wave height are the core geometric parameters that determine the coverage area. Then, the coverage coefficient is introduced to correct the influence of the asymmetric shape of the sand wave and the inhomogeneity of the soil. Through a large number of indoor model tests and field measurement data fitting, the correlation between the coverage coefficient and the sand wave migration speed and the soil bearing capacity is determined. Finally, a linear relationship formula between the coverage area and the core parameters is established. The correlation between the coverage factor and sand wave migration velocity and soil bearing capacity was established through fitting indoor model tests and field measured data. The faster the sand wave migration velocity and the lower the soil bearing capacity, the higher the risk of uneven foundation stress and scour, thus requiring a larger coverage factor; the two are positively correlated. The specific method for establishing the linear formula is as follows: first, the core geometric parameters of sand wave wavelength λ and wave height hs are obtained through multi-source detection; then, the value of k is determined based on the fitted correlation curve between the coverage factor k and sand wave migration velocity and soil bearing capacity; finally, based on the principle of stress balance of the anti-settlement slab, the coverage factor, sand wave wavelength, and wave height are linearly multiplied to derive the formula for the anti-settlement slab coverage area. This linear relationship has been verified by a large number of experiments and can directly guide technicians to complete the calculation of coverage area. The coverage coefficient is adjusted according to the migration speed of sand waves. When the migration speed is slow, it is taken as 1.2-1.5, and when the migration speed is fast, it is taken as 1.5-2.0. The sand wave wavelength is obtained by statistical analysis of continuous monitoring data from a multibeam echo sounder, and the average wavelength within the monitoring period is taken. The sand wave height is calculated by the sand wave profile data detected by side-scan sonar, and the vertical distance between the wave crest and the wave trough is taken. Slow sand wave migration speed is defined as a daily sand wave migration speed ≤ 0.3 m / day. At this speed, the sand wave morphology is stable and has little impact on the foundation's impact and stress. A coverage coefficient of 1.2-1.5 is sufficient to meet the design requirements. Fast sand wave migration speed is defined as a daily sand wave migration speed > 0.3 m / day. At this speed, sand waves move frequently, the seabed topography changes drastically, and the foundation's stress and scour risk increase significantly. The coverage coefficient needs to be increased to 1.5-2.0 to enhance the adaptability of the anti-sinking plate to dynamic sand wave topography and the structural stability. This classification standard is determined based on measured data of the sand wave seabed and the foundation's stress characteristics, and can clearly guide the selection of the coverage coefficient value. The core significance of this formula is to ensure full contact between the anti-sinking plate and the sand wave seabed by scientifically quantifying the coverage area of ​​the anti-sinking plate, dispersing the vertical pressure on the foundation, and avoiding local overload caused by sand wave undulations. During implementation, data on the wavelength, wave height, and migration speed of sand waves in the target sea area are first obtained through multi-source detection equipment. The coverage area of ​​the anti-sinking plate is then calculated by substituting the data into the formula. Finally, the specific dimensions of each anti-sinking plate and the splicing gap when combining them are determined in combination with the overall dimensions and layout of the foundation. This ensures that the coverage area meets the design requirements and lays the foundation for the stability of the subsequent foundation installation.

[0027] Preferably, the depth of the pile foundation inserted into the seabed is calculated using the following formula: ,in, The depth of pile foundation insertion. The diameter of the pile body, To meet the total anti-overturning moment requirements, The anti-overturning moment provided by the anti-sinking plate For the section modulus of the pile body, This represents the allowable stress of the pile material.

[0028] Specifically, focusing on the mechanical balance of pile foundation anti-overturning, the first step is to clarify that the pile insertion depth must simultaneously meet both structural and stress requirements. The structural requirements are determined based on the pile diameter to ensure the stability of the pile itself. The stress requirements are calculated by determining the pile depth required to resist the total overturning moment, which is determined by wind load, wave load, and sand wave impact load. The anti-overturning moment provided by the anti-settlement plate is calculated based on the anti-settlement plate coverage area, soil friction coefficient, and foundation self-weight. The pile section modulus and allowable stress of the material are determined based on the performance parameters of the selected pile material. The minimum insertion depth that meets the anti-overturning requirements is derived through the moment balance equation. Finally, the maximum value of the structural and stress requirements is taken as the actual insertion depth of the pile foundation. The pile diameter is determined based on the foundation bearing capacity and construction equipment capabilities, typically ranging from 1.5 to 3.0 meters. The total overturning moment requirement is calculated using a structural mechanics model, comprehensively considering the most unfavorable combination of various loads. The overturning moment provided by the anti-settlement slab is calculated based on the slab's coverage area and the soil's physical and mechanical properties. The pile section modulus is determined by the pile's cross-sectional shape and dimensions. The allowable stress of the material is determined by consulting relevant specifications based on the strength grade of the pile's steel or concrete. The significance of this formula lies in balancing the structural safety and stress rationality of the pile foundation, avoiding foundation overturning and instability due to insufficient insertion depth. During implementation, the total overturning moment requirement is first determined through load calculations. The overturning moment provided by the anti-settlement slab is then calculated using its design parameters. Finally, relevant parameters are obtained based on the pile material properties and cross-sectional dimensions, and these parameters are substituted into the formula to calculate the pile insertion depth. During construction, the pile is lowered strictly according to the calculated depth to ensure the foundation's overturning resistance meets the standards.

[0029] Preferably, the combined stiffness of the truss main beam is calculated using the following formula: ,in, For the combined stiffness of the truss main beam, The elastic modulus of steel, The moment of inertia of the H-section steel is... The elastic modulus of carbon fiber composite material. The moment of inertia of the carbon fiber reinforced layer section.

[0030] Specifically, based on the principle of composite material stiffness superposition, the truss main beam is composed of steel and carbon fiber composite material, which work together to bear the load. Assuming no relative slippage between the steel and the carbon fiber reinforcement layer, and a strong interface bond, the sectional stiffness of the steel portion and the carbon fiber reinforcement layer are calculated separately according to the principle of stiffness superposition in mechanics of materials. These two stiffnesses are then directly superimposed to obtain the combined stiffness of the truss main beam. The elastic modulus of the steel is determined based on the selected steel grade; the elastic modulus of common weathering steel is 2.06 × 10⁻⁶. 5 Megapascals; the moment of inertia of an H-beam section is calculated using the moment of inertia calculation formula based on the dimensional parameters of the H-beam section height, flange width, and web thickness; the elastic modulus of carbon fiber composites is determined according to the selected carbon fiber fabric or sheet type, typically 2.3 × 10⁻⁶. 5 -2.5×10 5 The moment of inertia of the carbon fiber reinforced layer section is determined by the thickness, width, and arrangement of the reinforced layer, and is calculated based on the actual number of layers and cross-sectional dimensions. The core significance of this formula lies in accurately quantifying the combined stiffness of the truss main beam, providing a basis for truss structure design and stiffness adjustment, and ensuring that the truss can adapt to the stress requirements of different unit capacities and sandstorm movement conditions. During implementation, the cross-sectional parameters of the steel and carbon fiber reinforced layer are first determined according to the truss load-bearing requirements, and their respective elastic moduli and moments of inertia are calculated. These are then substituted into the formula to obtain the combined stiffness. If the combined stiffness does not meet the design requirements, it can be optimized by adjusting the thickness of the carbon fiber reinforced layer or the cross-sectional dimensions of the steel. During construction, the truss is processed and installed according to the optimized parameters to ensure that the truss stiffness meets the design standards.

[0031] Preferably, the real-time damping coefficient of the magnetorheological damper is calculated using the following formula: , in, This is the real-time damping coefficient. Based on the basic damping coefficient, For damping adjustment amplitude, For real-time sand wave impact load, To design the maximum impact load.

[0032] Specifically, based on the working principle and load adaptive adjustment mechanism of the magnetorheological damper, the damping coefficient of the magnetorheological damper can be dynamically adjusted by changing the magnetic field strength. First, the foundation damping coefficient is determined as the initial damping state of the damper. Then, based on the ratio of the real-time change in the sand wave impact load to the design maximum impact load, the distribution ratio of the damping adjustment amplitude is determined. A correlation formula between the real-time damping coefficient and load change is established through linear superposition, ensuring that the damper can dynamically adjust the damping force according to the magnitude of the impact load and dissipate the impact energy. The foundation damping coefficient is determined by the structural parameters of the magnetorheological damper itself, obtained through technical parameters provided by the manufacturer or experimentally determined. The damping adjustment amplitude is determined based on the design maximum impact load and the allowable vibration amplitude of the foundation, typically 0.5-1.5 times the foundation damping coefficient. The real-time sand wave impact load is collected in real-time by pressure sensors placed at the bottom of the foundation and obtained after data processing. The design maximum impact load is determined by numerical simulation calculation of the maximum impact on the foundation during sand wave migration, comprehensively considering factors such as sand wave size, movement speed, and soil properties. The size, speed, and soil properties of the sand wave directly determine the magnitude of the impact load on the foundation: the larger the size (wavelength, wave height) of the sand wave, the larger the contact area and impact range with the foundation, resulting in a higher impact load; the faster the sand wave moves, the greater its kinetic energy, and the stronger the instantaneous impact force on the foundation, with the impact load increasing linearly; the smaller the cohesion and internal friction angle of the soil, the looser the soil, and the more significant the soil slippage and impact effect during sand wave movement, leading to a higher impact load on the foundation. These factors are parametrically modeled using finite element numerical simulation software and used as input variables to calculate the maximum design impact load, providing a core basis for the adaptive adjustment of the damping coefficient of the magnetorheological damper. The significance of this formula lies in realizing the intelligent adaptive adjustment of the damping coefficient of the damper, improving the buffering capacity of the foundation structure against sand wave impact loads, and reducing structural vibration response. During implementation, magnetorheological dampers and pressure sensors are installed at key stress-bearing parts of the foundation to collect sand wave impact load data in real time. The data is then substituted into formulas to calculate the real-time damping coefficient. The magnetic field strength of the dampers is adjusted by the control system to dynamically match the changes in impact load, effectively absorbing impact energy and protecting the foundation structure.

[0033] Preferably, the horizontal anti-slip bearing capacity of the foundation is calculated using the following formula: , in, For horizontal anti-slip bearing capacity, The coefficient of friction between the anti-settlement slab and the soil. Based on its own weight, The soil bearing capacity coefficient, To prevent the slab from bearing pressure. To achieve biomimetic inverted jig general gripping force, To add anti-slip force to the sand accumulation layer.

[0034] Specifically, based on the principle of horizontal anti-sliding force balance, and comprehensively considering the contributions of multiple factors such as foundation self-weight, soil bearing capacity, biomimetic barb holding force, and sand accumulation layer to the horizontal anti-sliding bearing capacity, the sliding mechanism of the foundation under horizontal load is analyzed, and the action mechanism of each anti-sliding force component is clarified. The friction force generated by the foundation self-weight and the anti-sliding force provided by the soil bearing capacity are the main anti-sliding components, while the biomimetic barb and sand accumulation layer provide additional anti-sliding force. The total horizontal anti-sliding bearing capacity is obtained by superimposing the components. The friction coefficient between the anti-sinking slab and the soil is determined through indoor direct shear tests, based on the seabed soil type (sand, silt, etc.), with a range of 0.3-0.6. The foundation self-weight is the sum of the weights of the anti-sinking slab, piles, trusses, and other structural components, calculated according to the actual design dimensions and material density. The soil bearing capacity coefficient is determined based on the internal friction angle of the soil, referring to relevant specifications; the larger the internal friction angle, the higher the bearing capacity coefficient. The bearing area of ​​the anti-sinking slab is the actual contact area between the slab and the soil, calculated by deducting the area of ​​the hollowed-out portion from the design dimensions. The total holding force of the biomimetic barbs is calculated based on the number and size of the barbs and the soil characteristics; the holding force of each barb is determined through pull-out tests. The additional anti-sliding force of the sand accumulation layer is calculated from the accumulation layer thickness, density, and internal friction angle. The significance of this formula lies in comprehensively considering all anti-sliding factors, accurately calculating the horizontal anti-sliding bearing capacity of the foundation, and ensuring that the foundation does not undergo horizontal slippage under the action of sand wave migration and hydrodynamic forces. During implementation, the formula for the horizontal anti-sliding bearing capacity of the foundation is... All parameters have completely uniform dimensions, all on the order of kilonewtons (kN): Anti-settlement plate bearing area The unit of area (m) 2 Soil bearing capacity coefficient The coefficients are dimensionless, and their product is... · The equivalent force value has the same dimensions as the foundation's self-weight G (kN); the friction coefficient f is a dimensionless coefficient, and its product with the equivalent force value in parentheses is the friction force component (kN); the total gripping force of the biomimetic barb ∑Fd, and the additional anti-slip force of the sand accumulation layer. All values ​​are in the kN range. The dimensions of each component in the formula are matched and can be directly calculated. The values ​​of each parameter are obtained through experiments and design calculations. The horizontal anti-slip bearing capacity is obtained by substituting them into the formula. If the calculation results do not meet the design requirements, they can be optimized by increasing the area of ​​the anti-sinking plate, increasing the number of biomimetic barbs, or thickening the sand accumulation layer. During construction, the design parameters must be strictly followed to ensure the horizontal stability of the foundation.

[0035] Preferred, such as Figure 2As shown, S2 includes the following sub-steps: S21, ultrasonic flaw detection is performed on the steel of the anti-sinking plate in the stress area. After shot blasting and rust removal, it is combined with the concrete of the surrounding area, which is mixed with microbial agents, polycarboxylate-based high-efficiency water-reducing agents and industrial solid waste, and then composite molded with a pre-embedded steel frame and epoxy adhesive. Steam curing process is used; S22, marine-grade metal 3D printing technology is used to prefabricate the anti-sinking plate nodes, sealing sleeves and truss node plate marking components. Nano-ceramic particles are added to the printing material to control the forming accuracy of the components; S23, a fluorocarbon anti-corrosion coating is applied to the steel surface, a sacrificial anode cathodic protection device is installed, a microcapsule-type self-healing coating is added to the vulnerable parts, and the pile seat groove, through hole sealing sleeve and matching components are prefabricated simultaneously and the grouting pipe and bolt hole are accurately reserved; S24, a self-propelled modular transportation platform is selected. The platform has a built-in intelligent storage compartment. The components are automatically fixed by a robotic arm. Rubber pads are laid at the bottom of the anti-sinking plate. The components are fixed by steel brackets. The transportation platform is driven by a hybrid power of lithium battery and hydrogen energy.

[0036] Specifically, step S2 involves precise control over the entire process of prefabrication and transportation of basic components. S21 first conducts 100% ultrasonic flaw detection on the steel in the core load-bearing area of ​​the anti-sinking slab to ensure no internal defects, followed by shot blasting to Sa2.5 grade. Then, it is combined with C40 or higher strength concrete (mixed with 5% microbial agent, 1.2% polycarboxylate-based high-efficiency water-reducing agent, and 30% industrial solid waste) and composite molded using a pre-embedded steel frame and epoxy adhesive. Subsequently, a 60℃ steam curing process is used for 48 hours to improve the strength and durability of the components. S22 uses marine-grade metal 3D printing technology to prefabricate the core components, adding 2% nano-ceramic particles to the printing material and controlling the printing layer thickness to 0.1-0.3 mm, ensuring that the component dimensional accuracy error does not exceed ±0.5 mm and guaranteeing the precision of node connections. S23 features a fluorocarbon anti-corrosion coating with a thickness of no less than 200 micrometers applied to the steel surface, along with a sacrificial anode cathodic protection device. Vulnerable areas are further reinforced with a 50-micrometer-thick microcapsule-type self-healing coating. Grouting pipes and bolt holes are precisely pre-drilled, with a diameter error controlled within ±0.2 mm. S24 utilizes a self-propelled modular transport platform with a load capacity of no less than 500 tons. It incorporates an intelligent storage compartment that automatically secures components via a robotic arm. A 20-mm-thick rubber pad is laid at the bottom of the anti-sinking plate, and components are separated by steel supports. The transport platform is powered by a hybrid lithium-ion battery and hydrogen fuel cell, with real-time monitoring of component status throughout the process to ensure no collisions or deformations during transport, providing high-quality components for subsequent on-site installation.

[0037] Preferred, such as Figure 3As shown, S3 includes the following sub-steps: S31, continuously monitor hydrodynamic conditions using a current meter and wave meter to screen for construction windows with suitable wind force, wave height, and visibility, and determine the specific construction period; S32, select floating crane equipment of corresponding tonnage, equip it with high-strength steel wire rope lifting tools and special lifting beams, and conduct a tensile test on the lifting tools before lifting to ensure that the lifting tools meet the lifting force requirements; S33, delineate the installation area using a GPS-RTK positioning system and place buoys as markers, and adopt a collaborative system of unmanned boats, underwater robots, and drones. During the lifting process, the underwater robot monitors the attitude of the anti-sinking plate in real time and dynamically adjusts the angle of the flexible deformation section; S34, for stepped anti-sinking plates, ensure that each step fits the sand slope, clean the accumulated water and loose sand at the bottom of the plate using an underwater robot, fill with fine stone concrete for leveling if necessary, compact the bottom soil using underwater compaction equipment, and after calibrating the spacing and angle of the anti-sinking plates during the combined arrangement, fill with sandbags and boulders to form a protective dike.

[0038] Specifically, step S3 involves four sub-steps to ensure precise and stable installation of the anti-sinking slab. S21 involves continuous 72-hour monitoring of hydrodynamic conditions using a current meter and wave meter to select a construction window with winds not exceeding level 6, wave height less than 1.5 meters, and visibility not less than 500 meters, ensuring the installation environment meets operational requirements. S22 involves selecting a floating crane with a rated lifting capacity appropriate to the component weight, equipped with a high-strength steel wire rope lifting device and a dedicated lifting beam with a load-bearing capacity 1.5 times the component weight. Before lifting, a 30-minute tensile test at 1.25 times the rated load is conducted on the lifting device to verify its safety and reliability. S23 involves using a GPS-RTK positioning system to delineate the installation area and deploying buoys with a positioning accuracy of ±10 cm. A three-dimensional positioning network is constructed collaboratively using unmanned vessels, underwater robots, and drones. During the lifting process, the underwater robot monitors the anti-sinking slab's attitude in real time and dynamically adjusts the angle of the flexible deformation section to ensure the slab's fit with the sand slope surface has an error of no more than 3°. For stepped anti-sinking slabs, S24 ensures that each step fits tightly against the slope. Underwater suction equipment is used to remove the bottom water until the residual amount does not exceed 5 mm and the loose sand is removed to a depth of not less than 10 cm. Then, underwater compaction equipment is used to compact the bottom soil to a compaction degree of more than 90%. When assembling the anti-sinking slabs, the spacing error of the anti-sinking slabs is calibrated to ±5 cm and the angle deviation does not exceed 2°. Subsequently, sandbags with a particle size of 10-20 cm and boulders are thrown in to form a protective dike. The height of the dike is not less than 1.2 times the height of the sand wave to enhance the anti-sinking slabs' erosion resistance.

[0039] Preferred, such as Figure 4As shown, S4 includes the following sub-steps: S41, in shallow water, a floating crane of corresponding tonnage is selected in conjunction with a vibratory pile driver; in deep water, a large-tonnage floating crane is selected in conjunction with a hydraulic pile driver. The equipment combination scheme is determined according to the construction conditions. S42, before hoisting and placing the steel pipe pile, the integrity of the pile body and the firmness of the anti-scour wing plate are checked by an underwater robot. Surface rust and debris are cleaned from the pile body. The connection module fixing mode is switched according to the water depth conditions. S43, in shallow water, the bottom expansion structure of the pile body is aligned with the positioning section of the pile seat groove; in deep water, the steel pipe pile is aligned with the conical guide section of the anti-sinking plate through hole. The verticality of the pile body is calibrated by an underwater robot. S44, in shallow water, the pile body is temporarily fixed by high-strength positioning bolts around the pile seat, and the adaptive gap compensation device is activated to fill the gap. In deep water, the hammering force is controlled to lower the steel pipe pile to the predetermined depth. The verticality is checked after each set number of hammer blows. After insertion, the pile is left to stand. Water-expanding epoxy grout is injected through the compensation device. After curing to the standard, the positioning bolts are removed and grouting is applied.

[0040] Specifically, step S4 consists of four sub-steps designed to achieve precise fixation of the pile foundation for different water depth conditions. S41 involves categorizing construction equipment based on water depth: in shallow water (less than 10 meters), a floating crane of at least 200 tons is used in conjunction with a vibratory pile driver; in deep water (less than 10 meters), a floating crane of at least 500 tons is used in conjunction with a hydraulic pile driver, ensuring that equipment capacity matches the working conditions. S42 Before lowering the steel pipe pile, an underwater robot comprehensively inspects the integrity of the pile body and the firmness of the anti-scour wing plates. The weld strength between the wing plates and the pile body is no less than 85% of the pile material strength. Simultaneously, surface rust and debris are cleaned from the pile body to ensure a clean connection between the pile body and the foundation. S43 In shallow water, the bottom expansion structure of the pile body is aligned with the anti-sinking plate's recessed positioning section; in deep water, the steel pipe pile is aligned with the conical guide section of the anti-sinking plate's through-hole. The verticality of the pile body is calibrated using a dual-axis tilt sensor mounted on the underwater robot, with the deviation controlled within 0.5%, ensuring uniform stress on the pile body. In the shallow water area (S44), the pile body is temporarily fixed with 8-12 high-strength positioning bolts, with the bolt preload not less than 90% of the design value. The adaptive gap compensation device is activated to fill the gap to 100% compaction. In the deep water area, the hydraulic pile driver's hammering force is controlled at 500-800 kN. The pile body is lowered to the predetermined depth (error ±10 cm). The verticality is checked every 10 hammer blows. After insertion, the pile body is left to stand for 24 hours. Water-swellable epoxy grout is injected under 0.3-0.5 MPa pressure. The grouting period is not less than 7 days. After the standard is met, the positioning bolts are removed and grout is added to ensure that the pile foundation is firmly and reliably fixed.

[0041] Preferred, such as Figure 5As shown, S5 includes the following steps: S51, after the pile foundation has been cured to the standard, the truss is installed in a segmented hoisting mode. Each truss segment is hoisted to a predetermined height by a floating crane, and the pre-embedded steel plate on the top of the anti-sinking plate is docked with the assistance of an underwater robot to ensure that the node plate fits; S52, high-strength bolts are tightened in a symmetrical step-by-step manner using a torque wrench. After each set of bolts is tightened, the flatness of the node plate is checked, and the weld quality is checked with an ultrasonic flaw detector. After passing the test, stiffening ribs are welded around the node plate; S53, according to the unit capacity requirements and the sand wave movement speed, the carbon fiber reinforcement layer of the corresponding thickness is replaced to adjust the truss stiffness. The levelness of the top steel platform is calibrated with a level and fine-tuned to the design requirements using shims; S54, intelligent tensioning steel rods and ring anti-sinking beams are installed between the anti-sinking plates of the assembly. The steel rods are tensioned to the design tension using hydraulic tensioning equipment. The tension value and deformation are monitored in real time. The two ends are fixed with anchors, and the ring anti-sinking beam is fixed to the anti-sinking plate with prefabricated bolts.

[0042] Specifically, step S5 comprises four sub-steps to achieve precise installation of the truss and top structure in the combined layout scenario. S51: After the pile foundation concrete strength reaches more than 85% of the design strength, the truss is installed using a segmented hoisting method. The weight of each truss segment is controlled within 70% of the crane's rated lifting capacity. It is hoisted to the predetermined height by a floating crane, and then docked with the pre-embedded steel plate on top of the anti-sinking slab using an underwater robot, ensuring the node plate's fit gap does not exceed 0.5 mm. S52: High-strength bolts of M30-M42 specifications are selected and tightened using a torque wrench according to a symmetrical step-by-step principle. The torque value is controlled between 800-1200 N·m. After each set of bolts is tightened, the flatness of the node plate is checked using a laser rangefinder (error not exceeding 2 mm). Then, the welds are 100% inspected using an ultrasonic flaw detector, ensuring the weld quality grade is not lower than level two. After passing inspection, 10-15 mm thick stiffening ribs are welded to enhance the node's load-bearing capacity. S53, based on the capacity requirements of 1.5-5 MW units and a sand-wave movement speed of 0.1-0.5 m / day, replaces the truss stiffness with a 5-10 mm thick carbon fiber reinforcement layer, adjusting the overall stiffness to achieve 95%-105% of the design requirements. The levelness of the top steel platform is calibrated using an electronic level (error not exceeding 0.3 mm / m), and fine-tuned to the design standard using 0.5-5 mm thick stainless steel shims. S54, intelligent tensioning steel rods with a diameter of 30-50 mm and ring-shaped anti-slip beams are installed between the anti-sinking plates of the assembly. Hydraulic tensioning equipment is used to tension the steel rods to 1.05 times the design tension, with real-time monitoring of tension deviation (within ±3%) and deformation. Anchors are used at both ends for fixation. The ring-shaped anti-slip beams are fixed to the anti-sinking plates with prefabricated bolts spaced 200-300 mm apart, forming a stable overall force-bearing system to ensure the long-term service stability of the foundation structure.

[0043] A construction method for wind power foundations suitable for sand-wave seabeds integrates multi-source detection equipment and intelligent algorithms in the early stages to predict sand wave movement trajectories and create 3D models of seabed parameters. It then designs a stepped anti-settlement slab, flexible deformation sections, and a combined pile-truss structure, dynamically adjusting the structural attitude and layout. This solves the problems of poor fit and uneven stress distribution between traditional foundations and sand-wave topography. During construction, the fixed mode is switched according to water depth conditions, and multi-equipment collaborative positioning and calibration ensure structural installation accuracy. Combined with multiple anti-corrosion and self-healing coating technologies, the durability of the structure in complex marine environments is improved, compensating for the shortcomings of traditional structures in terms of erosion and slip resistance.

[0044] Meanwhile, this method constructs an efficient construction system through industrialized prefabrication, modular transportation, and intelligent operation and maintenance, comprehensively improving the shortcomings of traditional technologies that rely on manual labor and have slow response times. Factory-based intelligent prefabrication combined with metal 3D printing technology ensures component precision, while a hybrid power transportation platform enhances transport safety. During the construction phase, unmanned vessels, underwater robots, and other equipment work collaboratively to replace manual experience-based judgment and achieve dynamic control of the installation process. During the operation phase, an AI early warning platform and underwater autonomous maintenance robots monitor the structural status in real time and quickly address potential hazards. During the decommissioning phase, components are dismantled and recycled to achieve resource recycling. This approach reduces construction and operation and maintenance costs and solves the problems of low construction efficiency and high maintenance difficulty associated with traditional technologies, providing stable and reliable technical support for wind power projects in the Shapo seabed area.

[0045] In the description of this invention, it should be noted that, unless otherwise explicitly specified and limited, the terms "set," "install," "connect," "link," and "fix" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral connection; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; and they can refer to the internal communication between two components. Those skilled in the art will understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0046] Although embodiments of the invention have been shown and described, it will be understood by those skilled in the art that various equivalent changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the appended claims and their equivalents.

Claims

1. A method of constructing a sand wave seabed suitable wind power foundation structure, characterized in that, Includes the following steps: S1 integrates AI algorithms and multi-source detection equipment, trains models using historical data to predict sand wave movement trajectories, and uses an underwater drone swarm to perform 3D modeling of sand wave parameters. It also incorporates multi-source positioning technology to obtain physical and mechanical properties and hydrodynamic conditions of the seabed soil. Finite element software is used to establish a structural mechanics model to design foundation parameters and layout, and a multi-dimensional emergency plan is developed. S2 adopts a factory-based intelligent prefabrication model. Designated steel is used for the stress-bearing areas, while concrete with functional additives is used for the outer areas. The design components are formed using metal 3D printing technology, undergo multiple anti-corrosion treatments, and are transported to the construction area via a hybrid self-propelled modular transport platform after dimensional verification.

3. Select the set working window period, use floating crane equipment with special lifting beam, delineate the installation area and hoist the anti-sinking plate through the collaborative system of unmanned boat, underwater robot and drone, dynamically adjust the angle of the flexible deformation section to make the plate fit with the seabed, clean up the bottom water and sand and compact the soil, and after calibrating the spacing angle of the anti-sinking plate during the combination arrangement, pour in protective material; S4. Switch the connection module fixing mode according to the water depth working conditions, select the corresponding floating crane and pile driving equipment, clean the pile body of debris and align it with the positioning section or guide section, calibrate the verticality and fix the pile body. In shallow water area, temporarily fix it with positioning bolts and start the gap compensation device. In deep water area, control the hammer force to lower the pile body to the predetermined depth, and after settling, pour in compensation material and cure.

2. A sand wave seabed suitable windmill foundation structure construction method according to claim 1, characterized in that, The method also includes: S5, in the combined layout scenario, after the pile foundation maintenance meets the standards, the truss is hoisted in sections, the pre-embedded steel plates of the anti-settlement plate are connected and the bolts are tightened, the flatness of the nodes and the quality of the welds are checked, the carbon fiber reinforcement layer is replaced to adjust the stiffness of the truss, the levelness of the top steel platform is calibrated, and the intelligent tensioning steel tie rods and the ring anti-slip beam are installed and tensioned and fixed; S6, three-dimensional detection technology is used to detect the working status of each part of the foundation and the sensors. During operation, data is collected through monitoring nodes, structural damage is identified through the AI ​​early warning platform, maintenance is carried out using an underwater autonomous maintenance robot, anti-corrosion maintenance and foundation stability assessment are carried out regularly, and components are disassembled for resource recycling during the decommissioning stage; The coverage area of ​​the anti-sinking slab is calculated using the following formula: ， in, To cover the area of ​​the anti-sinking slab, For coverage factor, For the wavelength of sand waves, For the high of the sand wave.

3. The construction method for a wind power foundation structure suitable for sandy seabeds according to claim 1, characterized in that, The depth of the pile foundation inserted into the seabed is calculated using the formula: ， in, The depth of pile foundation insertion. The diameter of the pile body, To meet the total anti-overturning moment requirements, The anti-overturning moment provided by the anti-sinking plate For the section modulus of the pile body, This represents the allowable stress of the pile material.

4. The construction method for a wind power foundation structure suitable for sandy seabeds according to claim 2, characterized in that, The combined stiffness of the truss main beam is calculated using the following formula: ， in, For the combined stiffness of the truss main beam, The elastic modulus of steel, The moment of inertia of the H-section steel is... The elastic modulus of carbon fiber composite material. The moment of inertia of the carbon fiber reinforced layer section.

5. The construction method for a wind power foundation structure suitable for sandy seabeds according to claim 2, characterized in that, The real-time damping coefficient of a magnetorheological damper is calculated using the following formula: ， in, This is the real-time damping coefficient. Based on the basic damping coefficient, For damping adjustment amplitude, For real-time sand wave impact load, To design the maximum impact load.

6. The construction method for a wind power foundation structure suitable for sandy seabeds according to claim 1, characterized in that, The horizontal anti-slip bearing capacity of the foundation is calculated using the formula: ， in, For horizontal anti-slip bearing capacity, The coefficient of friction between the anti-settlement slab and the soil. Based on its own weight, The soil bearing capacity coefficient, To prevent the slab from bearing pressure. To achieve biomimetic inverted jig general gripping force, To add anti-slip force to the sand accumulation layer.

7. The construction method for a wind power foundation structure suitable for sandy seabeds according to claim 1, characterized in that, S2 includes the following steps: S21, ultrasonic flaw detection is performed on the steel in the stress area of ​​the anti-sinking plate. After shot blasting and rust removal, it is combined with concrete mixed with microbial agents, polycarboxylate-based high-efficiency water-reducing agents and industrial solid waste in the surrounding area through pre-embedded steel skeleton and epoxy adhesive, and treated with steam curing process; S22, marine-grade metal 3D printing technology is used to prefabricate the anti-sinking plate nodes, sealing sleeves and truss node plate marking components. Nano-ceramic particles are added to the printing material to control the forming accuracy of the components; S23, fluorocarbon anti-corrosion coating is applied to the steel surface, and sacrificial anode cathodic protection device is installed. Microcapsule-type self-healing coating is added to vulnerable parts. Simultaneously, pile seat grooves, through-hole sealing sleeves and matching components are prefabricated and grouting pipes and bolt holes are accurately reserved; S24, a self-propelled modular transportation platform is selected. The platform has a built-in intelligent storage compartment. The components are automatically fixed by a robotic arm. Rubber pads are laid at the bottom of the anti-sinking plate. The components are fixed by steel brackets. The transportation platform is driven by a hybrid power of lithium battery and hydrogen energy.

8. The construction method for a wind power foundation structure suitable for sandy seabeds according to claim 1, characterized in that, S3 includes the following steps: S31, continuously monitor hydrodynamic conditions using a current meter and wave meter to select construction windows with suitable wind force, wave height, and visibility, and determine the specific construction period; S32, select floating cranes of appropriate tonnage, equip them with high-strength steel wire rope lifting tools and special lifting beams, and conduct tensile tests on the lifting tools before lifting to ensure that the lifting tools meet the lifting force requirements; S33, delineate the installation area using a GPS-RTK positioning system and place buoys as markers, and use a collaborative system of unmanned boats, underwater robots, and drones. During the lifting process, the underwater robot monitors the attitude of the anti-sinking plate in real time and dynamically adjusts the angle of the flexible deformation section; S34, for stepped anti-sinking plates, ensure that each step fits in close contact with the sand slope, use an underwater robot to clean the water and loose sand at the bottom of the plate, fill with fine stone concrete for leveling if necessary, use underwater compaction equipment to compact the bottom soil, and after calibrating the spacing and angle of the anti-sinking plates during the combined arrangement, fill with sandbags and boulders to form a protective dike.

9. A construction method for a wind power foundation structure suitable for sandy seabeds according to claim 1, characterized in that, S4 includes the following steps: S41, in shallow water, a floating crane of appropriate tonnage is used in conjunction with a vibratory pile driver; in deep water, a large-tonnage floating crane is used in conjunction with a hydraulic pile driver. The equipment combination scheme is determined according to the construction conditions. S42, before hoisting the steel pipe pile, an underwater robot is used to check the integrity of the pile body and the firmness of the anti-scour wing plate, and to clean the surface rust and debris of the pile body. The connection module fixing mode is switched according to the water depth conditions. S43, in shallow water, the bottom expansion structure of the pile body is aligned with the positioning section of the pile seat groove; in deep water, the steel pipe pile is aligned with the conical guide section of the anti-sinking plate through hole. The verticality of the pile body is calibrated by the underwater robot. S44, in shallow water, the pile body is temporarily fixed by high-strength positioning bolts around the pile seat, and the adaptive gap compensation device is activated to fill the gap. In deep water, the hammering force is controlled to lower the steel pipe pile to the predetermined depth. The verticality is checked after each set number of hammer blows. After insertion, the pile is left to stand. Water-expanding epoxy grout is injected through the compensation device. After curing, the positioning bolts are removed and the grout is applied.

10. A construction method for a wind power foundation structure suitable for sandy seabeds according to claim 2, characterized in that, S5 includes the following steps: S51, after the pile foundation has been cured to the required standard, the truss is installed in a segmented hoisting mode. Each truss segment is hoisted to a predetermined height by a floating crane, and the pre-embedded steel plate on the top of the anti-sinking plate is docked with the assistance of an underwater robot to ensure that the node plate fits; S52, high-strength bolts are tightened in a symmetrical step-by-step manner using a torque wrench. After each set of bolts is tightened, the flatness of the node plate is checked, and the weld quality is checked with an ultrasonic flaw detector. After passing the test, stiffening ribs are welded around the node plate; S53, according to the unit capacity requirements and the speed of the sand wave movement, the carbon fiber reinforcement layer of the corresponding thickness is replaced to adjust the truss stiffness. The levelness of the top steel platform is calibrated with a level and fine-tuned to the design requirements using shims; S54, intelligent tensioning steel rods and ring anti-sinking beams are installed between the anti-sinking plates of the combined structure. The steel rods are tensioned to the design tension using hydraulic tensioning equipment. The tension value and deformation are monitored in real time. The two ends are fixed with anchors, and the ring anti-sinking beam is fixed to the anti-sinking plate with prefabricated bolts.

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