Offshore wind power pile foundation bedding point accurate positioning control construction method

Abstract

The application is a kind of offshore wind power pile foundation bedding point accurate positioning control construction method, which monitors the strain of the pile body in real time by arranging a distributed optical fiber sensing system on the outer wall of the steel pipe pile; combined with the accurate positioning of the pile stabilizing platform and the pile top pose measurement, the horizontal coordinates of the pile bottom are accurately calculated by using data fusion and integral algorithm; by comparing with the design value, the pile body attitude is actively adjusted until the accuracy requirement is met and the pile is penetrated into the seabed. The application realizes direct and accurate measurement and active control of the pile bottom position, forms an intelligent closed-loop construction process, and significantly improves the accuracy and reliability of the jacket foundation construction of the "first pile method".

Description

Technical Field

[0001] This invention relates to the technical field of offshore wind power construction, and in particular to a construction method for precise positioning and control of the anchoring point of offshore wind turbine pile foundations. Background Technology

[0002] The pile foundation construction of the four-pile jacket structure using the "pile-first method" has strict requirements regarding the control of the steel pipe pile inclination, the bearing coordinates of the steel pipe piles, and the spacing between the four piles. Currently, the pile foundation construction of the four-pile jacket structure using the "pile-first method" involves first driving four steel pipe piles to the seabed surface, and then installing the wind turbine jacket structure into the steel pipe pile foundation near the seabed surface. The positioning accuracy and verticality requirements of the steel pipe piles on the seabed surface are extremely high.

[0003] The steel pipe pile foundation of the jacket structure is a flexible pile, which deforms non-linearly in the deep sea. Existing technologies mostly rely on the double-layer guide frame of the underwater pile stabilization platform to position the steel pipe pile, which has a good constraint and control effect on the coordinates at the top of the pile. However, in complex sea conditions such as deep sea and strong currents, it is difficult to guarantee the positional accuracy of the flexible steel pipe pile's landing point. Summary of the Invention

[0004] The present invention aims to address the shortcomings of the prior art by providing a construction method for precise positioning and control of the anchoring point of offshore wind turbine pile foundations.

[0005] To achieve the above objectives, the present invention adopts the following technical solution:

[0006] A construction method for precise positioning and control of the anchoring point of offshore wind turbine pile foundations, comprising the following steps:

[0007] S1, Pre-fabricated sensor system:

[0008] At least two sets of sensing systems are arranged along the axial direction on the outer wall of the steel pipe pile. Each set of sensing systems includes two bonding paths arranged 180° apart along the circumference of the pile body. A distributed optical fiber sensor assembly is set on the same bonding path. The distributed optical fiber sensor assembly includes a strain optical fiber for monitoring strain and a temperature measuring optical fiber for temperature compensation.

[0009] S2. Platform Positioning and Calibration:

[0010] On land, the piling platform is fabricated, and the fixed positional relationship between the top positioning feature points and the center of each layer of pile grippers is marked. In the construction sea area, the positioning feature points are accurately located using a GNSS mobile station, and then the design coordinates of the center of each pile gripper, i.e., the actual layout coordinates, are calculated.

[0011] S3. Lifting and Coarse Adjustment:

[0012] The steel pipe piles are hoisted into the pile gripper of the pile stabilization platform, and the verticality of the steel pipe piles is monitored and adjusted.

[0013] S4. Subsidence monitoring and data fusion:

[0014] Keep the steel pipe pile suspended and slowly lower it so that the bottom of the pile is close to the seabed surface; use a total station to measure the position and orientation parameters of the pile section near the pile gripper; at the same time, connect the distributed fiber optic sensor assembly to the reading analysis device to obtain strain data and corresponding temperature data over the entire length of the pile.

[0015] S5. Calculation and determination of implantation site location:

[0016] Based on the received pose parameters, strain data, and temperature data, the reading analysis device calculates the horizontal displacement curves of the steel pipe pile in at least two orthogonal directions by performing temperature compensation and mathematical integration on the strain data, and deduces the estimated horizontal coordinates of the pile bottom center under the current state; it then determines whether the deviation between the estimated horizontal coordinates and the designed landing point coordinates meets the allowable value.

[0017] S6. Fine-tuning and implantation:

[0018] If the deviation in step S5 does not meet the allowable value, the posture of the steel pipe pile is adjusted by adjusting the hydraulic adjustment device of the pile gripper, and steps S4-S5 are repeated until the deviation meets the requirements; if the deviation meets the allowable value, the steel pipe pile is controlled to sink so that the bottom of the pile penetrates the seabed surface, and the strain curve changes are monitored in real time by the reading analysis device during the sinking process.

[0019] Specifically, in step S1, the length L of the pasting path satisfies: L = seawater depth + 10m, and the starting point is 200mm above the design elevation of the pile bottom.

[0020] Specifically, in step S1, the length L of the pasting path satisfies the following condition: L = length of steel pipe pile - 1m, and the range is from 200mm above the design elevation of the pile bottom to 0.8m below the design elevation of the pile top.

[0021] Step S1 specifically includes: marking the bonding path on the outer wall of the steel pipe pile, applying epoxy resin base adhesive along the bonding path, pressing the strain gauge fiber and the temperature measuring fiber into the epoxy resin base adhesive, curing it, and then covering it with polyurethane sealant to form a protective layer.

[0022] In step S1, the plane where the lifting lugs of the steel pipe pile are located is arranged at an angle to the plane where the two sets of sensing systems are located.

[0023] In step S2, at least three positioning feature points arranged in a triangular pattern are arranged on the top surface of the pile stabilizing platform; the concentricity deviation of the center of the multi-layer pile gripper of the pile stabilizing platform does not exceed three ten-thousandths.

[0024] In step S5, the reading analysis device calculates the estimated horizontal coordinates of the pile bottom center in the following way: it performs a second integration on the strain difference data of the two bonding paths in the same group to obtain the horizontal displacement curve in the plane where the bonding paths are located, and then performs coordinate transformation and calculation in combination with the pose parameters.

[0025] In step S6, after the steel pipe pile sinks into the seabed, the deformation state of the pile body is re-measured, and the horizontal displacement of the pile bottom is calculated again to finally confirm the positioning accuracy of the landing point.

[0026] The beneficial effects of this invention are: it innovatively solves the problem that traditional guide frame steel pipe pile foundations are difficult to accurately position when the pile gripper is close to the stabilizing platform; at the same time, it enables long-term monitoring of the steel pipe pile foundation. Attached Figure Description

[0027] Figure 1 This is a schematic diagram of the optical fiber arrangement on the outer wall of the steel pipe pile of the present invention;

[0028] Figure 2 This is a detailed diagram of the optical fiber arrangement on the outer wall of the steel pipe pile in this invention;

[0029] Figure 3 This is a schematic elevation view of the steel pipe pile with the fiber optic sensors arranged in this invention.

[0030] Figure 4 This is a schematic diagram of the steel pipe pile construction positioning monitoring of the present invention;

[0031] Figure 5 This is a schematic diagram of the top surface positioning reference system of the stabilizing platform in this invention.

[0032] Figure 6 This is a schematic diagram of the special support for transporting steel pipe piles in this invention;

[0033] Figure 7 This is a schematic diagram showing the optical fiber of the steel pipe pile foundation extending along the guide frame to the water surface in this invention;

[0034] In the picture:

[0035] 1-Steel pipe pile; 2-Adhesion path; 3-Jacket frame; 4-Epoxy resin base adhesive; 5-Distributed fiber optic sensor assembly; 6-Polyurethane sealant; 7-Lifting lug; 8-Pile stabilization platform; 9-GNSS mobile station; 10-Dedicated support; 11-Total station; 12-Seabed surface; 13-Reading analysis device;

[0036] 21-Plane X; 22-Plane Y;

[0037] 51-Strain fiber; 52-Temperature-sensing fiber; 53-Free wire end; 54-Fiber optic connector;

[0038] 81-Location feature point; 82-Pile gripper; 821-Pile gripper center; 822-Hydraulic adjustment device;

[0039] 101 - Rubber Sheet;

[0040] The following will describe in detail, with reference to the accompanying drawings, embodiments of the present invention. Detailed Implementation

[0041] The principles and features of the present invention are described below with reference to the accompanying drawings. The embodiments given are for illustrative purposes only and are not intended to limit the scope of the invention. The invention is described more specifically in the following paragraphs by way of example with reference to the accompanying drawings. The advantages and features of the invention will become clearer from the following description. It should be noted that the drawings are in a very simplified form and use non-precise proportions, and are only used to facilitate and clarify the illustration of the embodiments of the invention.

[0042] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention pertains. The terminology used herein in the description of the invention is for the purpose of describing particular embodiments only and is not intended to be limiting of the invention. The term "and / or" as used herein includes any and all combinations of one or more of the associated listed items.

[0043] The present invention will be further described below with reference to the accompanying drawings and embodiments:

[0044] A construction method for precise positioning and control of the anchoring point of offshore wind turbine pile foundations, comprising the following steps:

[0045] S1, Pre-fabricated sensor system:

[0046] like Figure 3 , Figure 4 As shown, at least two sets of sensing systems are arranged along the axial direction on the outer wall of the steel pipe pile 1. Each set of sensing systems includes two bonding paths 2 arranged at 180° intervals along the circumference of the pile body. A distributed optical fiber sensor assembly 5 is set on the same bonding path 2. The distributed optical fiber sensor assembly 5 includes a strain optical fiber 51 for monitoring strain and a temperature measuring optical fiber 52 for temperature compensation.

[0047] Specifically:

[0048] After the steel pipe pile 1 is processed and formed in the factory, the outer wall of the pile body is ground and cleaned, and four bonding paths 2 are marked at 90° intervals along the length of the pile body on the outer wall of the pile body. The specific operation of grinding is to use an angle grinder to thoroughly remove the paint, rust and dirt on the outer wall of the pile body to expose the metallic luster. The specific operation of cleaning is to use acetone or anhydrous alcohol to repeatedly wipe the pile body to remove oil and dust, forming a clean, dry and rough bonding surface.

[0049] Four bonding paths 2 are arranged on the outer wall of a single steel pipe pile 1. Two bonding paths 2 with a 180° interval are grouped together, and there are two groups in total.

[0050] The length L of the pasting path 2 satisfies: L = seawater depth + 10m, and the starting point of the pasting path 2 is 200mm above the design elevation of the pile bottom. The highest point of the pasting path 2 facilitates the reading of monitoring data from the distributed fiber optic sensor assembly 5 of the steel pipe pile 1 at the water surface stabilization platform 8.

[0051] The length L of the pasting path 2 can also satisfy: L = length of steel pipe pile - 1m, ranging from 200mm above the design elevation of the pile bottom to 0.8m below the design elevation of the pile top. The distributed fiber optic sensor assembly 5, at the highest point of the pasting path 2, can extend upwards along the subsequently constructed guide frame 3 to above the water surface. Figure 7 As shown, long-term monitoring of steel pipe pile 1 is achieved.

[0052] Pasting path 2 is parallel to the central axis of steel pipe pile 1. Path 2 can be pasted with the help of rope or laser reference marks.

[0053] Two optical fibers should be pasted in the same pasting path 2. One is a strain fiber 51, which is used to monitor the strain of the steel pipe pile 1; the other is a temperature measuring fiber 52, which monitors the temperature along the pasting path 2 to achieve temperature compensation of the strain data.

[0054] The strain fiber 51 and the temperature measuring fiber 52 are distributed optical fibers, which can realize strain and temperature monitoring along the entire pasting path 2.

[0055] The strain gauge fiber 51 and the temperature measuring fiber 52 are arranged along the bonding path 2, with a free end 53 of 3-5m extending out of the bonding path 2 at the top for later reading.

[0056] like Figure 2 As shown, after marking the bonding path 2 on the outer wall of the steel pipe pile 1, a layer of high-strength epoxy resin base adhesive 4 is first applied along the bonding path 2 as a base for strain transfer and protection; the strain optical fiber 51 and the temperature measuring optical fiber 52 are gently pressed into the epoxy resin base adhesive 4 to ensure complete immersion and no air bubbles, and the strain optical fiber 51 and the temperature measuring optical fiber 52 are straight and not bent; after the epoxy resin base adhesive 4 is cured, a layer of polyurethane sealant 6 is then covered to form a protective layer to achieve long-term corrosion protection for the strain optical fiber 51 and the temperature measuring optical fiber 52.

[0057] like Figure 1 As shown, the plane where the lifting lug 7 of the steel pipe pile 1 is located is arranged at an angle to the plane where the two sets of sensing systems are located, and is located between the planes where the two sets of sensing systems are located, so as to reduce the disturbance and damage to the distributed optical fiber sensor assembly 5 during the hoisting process of the steel pipe pile 1.

[0058] S2. Platform Positioning and Calibration:

[0059] The processing and manufacturing of the stabilizing platform 8 and the calibration of the positioning benchmark system were completed on land, and the precise underwater positioning of the stabilizing platform 8 was completed in the construction sea area.

[0060] like Figure 4 , Figure 5 As shown, the positioning reference system of the pile stabilization platform 8 includes the positioning feature point 81 on the top surface and the center 821 of each pile gripper circle; the coordinates of the pile gripper circle center 821 and the positional relationship with the positioning feature point 81 are fixed, which makes it easy to directly calculate the coordinates of the pile gripper circle center 821 based on the positioning feature point 81.

[0061] Three positioning feature points 81 are arranged on the top surface of the stabilizing platform 8, and the three positioning feature points 81 are arranged in a triangle.

[0062] The concentricity deviation of the upper and lower multi-layer pile clamps 821 of the pile stabilizing platform 8 shall not exceed three ten-thousandths.

[0063] When positioning the pile stabilizing platform 8 in the construction sea area, it first completes the initial positioning with the help of the satellite positioning system on the crane hull, and then completes the precise positioning of the pile stabilizing platform 8 with the help of the GNSS mobile station 9 fixedly set at the positioning feature point 81.

[0064] S3. Lifting and Coarse Adjustment:

[0065] The steel pipe pile 1 is hoisted into the pile holder 82 of the pile stabilization platform 8, and the verticality of the steel pipe pile 1 is monitored and adjusted with the help of measuring instruments.

[0066] After the steel pipe pile 1 is transported and positioned, it is turned over with the help of a floating crane, and then the steel pipe pile 1 is lifted to the side and placed into the pile holder 82 of the pile stabilizing platform 8, and the verticality of the steel pipe pile 1 is adjusted.

[0067] During the storage and transportation of steel pipe piles 1, a semi-circular special support 10 is used for protection, such as... Figure 6 As shown, a rubber sheet 101 is laid inside the arc of the special bracket 10 to prevent the distributed fiber optic sensor assembly 5 from being bumped or damaged.

[0068] Using the positioning reference system of the pile stabilization platform 8, a total station 11 is set up on the pile stabilization platform 8 to monitor the verticality of the steel pipe pile 1; by adjusting the hydraulic adjustment device 822 of the upper and lower pile grippers 82, the verticality of the steel pipe pile 1 meets the requirements.

[0069] S4. Subsidence monitoring and data fusion:

[0070] Keep the steel pipe pile 1 suspended and slowly lower it so that the bottom of the pile is close to the seabed surface 12. Use the scale of the steel pipe pile 1 to determine and use the total station 11 to measure the position and orientation parameters of the pile section near the pile gripper 82. At the same time, connect the free line end 53 of the distributed optical fiber sensor assembly 5 to the reading analysis device 13 through the optical fiber connector 54 to obtain the strain data and corresponding temperature data of the entire length of the pile.

[0071] S5. Calculation and determination of implantation site location:

[0072] Based on the received position parameters, strain data and temperature data, the reading analysis device 13 calculates the horizontal displacement curves of the steel pipe pile 1 in at least two orthogonal directions by performing temperature compensation and mathematical integration on the strain data, and deduces the estimated horizontal coordinates of the pile bottom center under the current state; and determines whether the deviation between the estimated horizontal coordinates and the designed landing point coordinates meets the allowable value.

[0073] Specifically, the reading analysis device 13 can process the monitored strain readings and corresponding temperature compensation data. By performing a second integral derivation on the fiber optic strain difference value within a set of bonding paths 2 on the outer wall of the steel pipe pile 1, the horizontal displacement curve of the pile body along the plane X21 where the bonding path 2 is located is obtained; similarly, the horizontal displacement curve of the plane Y22 where another set of bonding paths 2 is located can be obtained; thus, the overall horizontal displacement of the pile bottom near the seabed surface 12 is obtained, such as... Figure 1 As shown.

[0074] The reading analysis device 13 calculates the estimated horizontal coordinates of the pile bottom center by performing a second integration on the strain difference data of the two bonding paths 2 in the same group, obtaining the horizontal displacement curve in the plane where the bonding path 2 is located, and then combining the position and posture parameters for coordinate transformation and calculation. The reading analysis device 13 has built-in data processing and integration functions. It only requires manual input of the coordinates of the pile center and inclination angle of the pile body at the pile gripper 82 measured on-site by the total station 11, and the reading analysis device 13 can automatically derive the deformation at different heights of the pile body.

[0075] S6. Fine-tuning and implantation:

[0076] If the deviation in step S5 does not meet the allowable value, the posture of the steel pipe pile 1 is adjusted by adjusting the hydraulic adjustment device 822 of the pile gripper 82, and steps S4-S5 are repeated until the deviation meets the requirements; if the deviation meets the allowable value, the steel pipe pile 1 is controlled to sink so that the bottom of the pile penetrates the seabed surface 12, and the strain curve changes are monitored in real time by the reading analysis device 13 during the sinking process.

[0077] Specifically:

[0078] The horizontal displacements of the pile bottom in the X and Y directions near the seabed surface 12 were obtained, and the horizontal displacement of the pile bottom was calculated. ; such as deviation If the value is less than the allowable value specified in the standard, the steel pipe pile 1 should be quickly lowered into the seabed surface 12, and the changes in the fiber optic strain curve should be monitored in real time. If the monitoring curve shows no significant fluctuations, it is considered that the deformation at the pile bottom is small, and the sinking can continue. If the monitoring curve shows significant fluctuations during the sinking process of the steel pipe pile 1, the steel pipe pile 1 needs to be lifted until the pile bottom is pulled out of the seabed surface 12, and then it should be sinked again at an opportune time. If the deviation exceeds the allowable value specified in the standard, the pile posture is adjusted by adjusting the hydraulic adjustment device 822 of the pile gripper 82 until the deviation is corrected. The value is less than the allowable value specified in the standard. When steel pipe pile 1 reaches the self-stabilizing state at seabed surface 12, the pile deformation is re-measured, and the horizontal displacement at the pile bottom is recalculated. ;like If the specifications are met, the measurement and positioning work for steel pipe pile 1 is complete; the floating crane is withdrawn, as follows: If the requirements are not met, repeat the process until the pile bottom position meets the requirements.

[0079] This invention achieves direct and high-precision positioning and control of the landing point of deep-sea flexible piles: through a distributed fiber optic sensing system pre-installed on the pile body, combined with the precise positioning benchmark of the pile stabilization platform 8, the actual deformation curve of the steel pipe pile 1 under complex sea conditions (undercurrents, waves) can be monitored and calculated in real time and along the entire length; it breaks through the limitation of traditional technology that can only constrain and control the pile top posture, effectively extending the control point to the pile bottom (landing point), so that the position can be accurately predicted and actively adjusted before the pile penetrates into the seabed, ensuring that the final landing coordinates meet the stringent design requirements, and fundamentally solving the core problem of the difficulty in guaranteeing the accuracy of the landing point of flexible piles in deep-sea "pre-pile method" construction.

[0080] This invention constructs an intelligent closed-loop control system that integrates multi-source data: it creatively integrates data from various monitoring technologies, such as global positioning from a GNSS mobile station 9, precise angle measurement from a total station 11, and distributed fiber optic sensor components 5 (strain fiber 51 and temperature-measuring fiber 52). By eliminating environmental interference through temperature compensation, it accurately reconstructs the pile displacement field using a quadratic integral algorithm based on strain difference, and combines the pile top posture parameters for spatial coordinate transformation, thereby achieving dynamic and accurate calculation of the spatial position of the pile bottom. The system can automatically or manually trigger the hydraulic adjustment device 822 of the pile gripper 82 based on the deviation between the calculated result and the design value, forming a construction closed loop of "real-time monitoring – accurate calculation – intelligent judgment – ​​active adjustment", which significantly improves the level of intelligence and process controllability of construction.

[0081] This invention improves construction efficiency and reliability and reduces engineering risks: it allows for final position verification and fine-tuning in a "hovering" state before the pile bottom contacts the seabed, avoiding high-risk and high-cost rework processes such as pile extraction and re-driving due to landing deviation; the prefabricated sensing system can also be used for the installation and coordination of the jacket 3 and long-term health monitoring of the pile foundation, realizing multi-stage utilization of monitoring resources.

[0082] The system of this invention is highly adaptable and has comprehensive implementation safeguards: the layout scheme (length, starting point) of the sensing system is flexible and can be optimized according to different water depths and pile lengths; from the fine bonding process of the optical fiber in the pile body and the protection of the special support 10 for transportation, to the stringent requirements for the concentricity of the pile holder 82 on the pile stabilizing platform 8, a complete precision guarantee chain is formed to ensure the stability and reliability of the entire measurement and control system in harsh marine environments.

[0083] This invention deeply integrates advanced fiber optic sensing technology with traditional marine engineering construction techniques, providing an active, precise, and reliable landing point positioning and control method. This greatly improves the technical level of the "pre-pile method" jacket foundation construction for offshore wind power, and is of great significance for ensuring the long-term safety of wind power structures and reducing overall construction costs.

[0084] The present invention has been described above by way of example with reference to the accompanying drawings. Obviously, the specific implementation of the present invention is not limited to the above-described manner. Any improvements made using the inventive concept and technical solution of the present invention, or direct application to other occasions without modification, are all within the protection scope of the present invention.

Claims

1. A construction method for precise positioning and control of the anchoring point of offshore wind turbine pile foundations, characterized in that, The specific steps are as follows: S1, Pre-fabricated sensor system: At least two sets of sensing systems are arranged along the axial direction on the outer wall of the steel pipe pile (1); each set of sensing systems includes two bonding paths (2) arranged at 180° intervals along the circumference of the pile body, and a distributed optical fiber sensor assembly (5) is set on the same bonding path (2). The distributed optical fiber sensor assembly (5) includes a strain optical fiber (51) for monitoring strain and a temperature measuring optical fiber (52) for temperature compensation. S2. Platform Positioning and Calibration: On land, the piling platform (8) is processed and the fixed positional relationship between the top surface positioning feature point (81) and the center (821) of each layer of pile gripper is marked; in the construction sea area, the positioning feature point (81) is accurately positioned using a GNSS mobile station (9), and then the actual layout coordinates of the center (821) of each pile gripper are calculated. S3. Lifting and Coarse Adjustment: The steel pipe pile (1) is hoisted into the pile holder (82) of the pile stabilization platform (8), and the verticality of the steel pipe pile (1) is monitored and adjusted. S4. Subsidence monitoring and data fusion: Keep the steel pipe pile (1) suspended and slowly lower it so that the bottom of the pile is close to the seabed surface (12); use a total station (11) to measure the position parameters of the pile section near the pile gripper (82); at the same time, connect the distributed fiber optic sensor assembly (5) to the reading analysis device (13) to obtain the strain data and corresponding temperature data of the entire length of the pile. S5. Calculation and determination of implantation site location: The reading analysis device (13) calculates the horizontal displacement curves of the steel pipe pile (1) in at least two orthogonal directions by performing temperature compensation and mathematical integration on the strain data based on the received posture parameters, strain data and temperature data, and calculates the estimated horizontal coordinates of the pile bottom center under the current state; and judges whether the deviation between the estimated horizontal coordinates and the designed landing point coordinates meets the allowable value. S6. Fine-tuning and implantation: If the deviation in step S5 does not meet the allowable value, the posture of the steel pipe pile (1) is adjusted by adjusting the hydraulic adjustment device (822) of the pile gripper (82), and steps S4-S5 are repeated until the deviation meets the requirements; if the deviation meets the allowable value, the steel pipe pile (1) is controlled to sink so that the bottom of the pile penetrates the seabed surface (12), and the strain curve changes are monitored in real time by the reading analysis device (13) during the sinking process.

2. The construction method for precise positioning and control of the anchoring point of offshore wind turbine pile foundation according to claim 1, characterized in that, In step S1, the length L of the pasting path (2) satisfies: L = seawater depth + 10m, and the starting point is 200mm above the design elevation of the pile bottom.

3. The construction method for precise positioning and control of the anchoring point of offshore wind turbine pile foundation according to claim 1, characterized in that, In step S1, the length L of the pasting path (2) satisfies: L = length of steel pipe pile - 1m, and the range is from 200mm above the design elevation of the pile bottom to 0.8m below the design elevation of the pile top.

4. A construction method for precise positioning and control of the anchoring point of offshore wind turbine pile foundations according to any one of claims 1-3, characterized in that, Step S1 specifically includes: marking the bonding path (2) on the outer wall of the steel pipe pile (1), applying epoxy resin base adhesive (4) along the bonding path (2), pressing the strain fiber (51) and temperature measuring fiber (52) into the epoxy resin base adhesive (4), curing it, and then covering it with polyurethane sealant (6) to form a protective layer.

5. The construction method for precise positioning and control of the anchoring point of offshore wind turbine pile foundation according to claim 4, characterized in that, In step S1, the plane where the lifting lug (7) of the steel pipe pile (1) is located is arranged at an angle to the plane where the two sets of sensing systems are located.

6. The construction method for precise positioning and control of the anchoring point of offshore wind turbine pile foundation according to claim 1, characterized in that, In step S2, at least three positioning feature points (81) arranged in a triangular pattern are arranged on the top surface of the stabilizing platform (8); the concentricity deviation of the center (821) of the multi-layer pile gripper of the stabilizing platform (8) does not exceed three ten-thousandths.

7. The construction method for precise positioning and control of the anchoring point of offshore wind turbine pile foundation according to claim 1, characterized in that, In step S5, the reading analysis device (13) calculates the estimated horizontal coordinates of the pile bottom center in the following way: it performs a second integration on the strain difference data of the two pasting paths (2) in the same group to obtain the horizontal displacement curve in the plane where the pasting path (2) is located, and then performs coordinate transformation and calculation in combination with the pose parameters.

8. The construction method for precise positioning and control of the anchoring point of offshore wind turbine pile foundation according to claim 7, characterized in that, In step S6, after the steel pipe pile (1) sinks into the seabed surface (12), the deformation state of the pile body is re-measured and the horizontal displacement of the pile bottom is calculated again to finally confirm the positioning accuracy of the landing point.

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