Positioning method of jacket with data bin

Abstract

The invention provides a method for positioning a jacket with a data bin, which belongs to the technical field of jacket positioning and comprises the following steps of: 1, positioning a process pile of a pile stabilizing platform for positioning the jacket of the data bin; 2, a pile stabilizing platform for positioning a jacket of the data bin is installed; 3, positioning and driving steel pipe piles for positioning the jacket of the data warehouse; 4, integrated positioning installation is conducted on the jacket of the data bin; and 5, grouting and fixing the jacket of the data warehouse. Accurate butt joint of the jacket and the steel pipe pile is achieved, the positioning accuracy and the construction efficiency in the open sea area complex environment are improved, and the installation risk is reduced.

Description

Technical Field

[0001] This invention belongs to the field of duct stent positioning technology, and specifically relates to a positioning method for a duct stent with a data compartment. Background Technology

[0002] With the rise of the industrial integration model between offshore wind power and submarine data centers, submarine data centers have become a new type of data storage and computing carrier. Their core structure often adopts an integrated design of jacket, data warehouse, and upper module. Such structures need to be installed in open sea areas, where the construction area is subject to strong winds, high waves, and rapid currents, and is significantly affected by severe weather such as typhoons and cold waves, resulting in a limited construction window.

[0003] In existing technologies, jacket positioning often employs traditional GNSS positioning or simple auxiliary platform positioning, which has the following drawbacks: First, traditional GNSS positioning accuracy can only reach the sub-meter level, which cannot meet the centimeter-level docking requirements between the jacket support legs and the steel pipe piles, easily leading to installation jamming; second, the simple auxiliary platform has poor structural stability and is difficult to withstand the impact of wind and waves in open sea areas, resulting in excessive relative position deviations of the steel pipe piles; third, there is a lack of a precise positioning and coordination scheme for the integrated structure of the data warehouse and the jacket, and the characteristics of the data warehouse's buoyancy changes and the large overall structural weight (approximately 1100T) further increase the positioning difficulty, seriously affecting construction efficiency and structural installation safety.

[0004] Therefore, there is an urgent need for a jacket positioning method with a data warehouse that is suitable for open marine construction environments, has high positioning accuracy, and strong stability, in order to solve the problems of large positioning deviation, low installation efficiency, and high construction risk in existing technologies. Summary of the Invention

[0005] This invention provides a positioning method for a jacket with a data warehouse, enabling precise docking between the jacket and the steel pipe pile, improving positioning accuracy and construction efficiency in complex environments in open sea areas, and reducing installation risks.

[0006] The present invention employs the following technical solution.

[0007] A method for positioning a guide vane with a data warehouse, comprising: Step 1: Position the process piles for the stabilizing platform used for positioning the jacket of the data warehouse; Step 2: Install the stabilizing platform for positioning the guide vane of the data warehouse; Step 3: Position and drive the steel pipe piles used for positioning the guide frame of the data warehouse; Step 4: Perform integrated positioning and installation of the data warehouse's guide vane frame; Step 5: Grout the guide frame of the data warehouse for fixation.

[0008] Preferably, step 1 specifically includes: Using a GNSS-RTK positioning system combined with the old anchor vessel for auxiliary positioning, the construction of the four process piles of the stabilization platform was completed first.

[0009] Preferably, in step 1, a method is used to complete the construction of the four process piles of the stabilization platform by employing a GNSS-RTK positioning system combined with the auxiliary positioning of an old anchor vessel. This method specifically includes: Using the old anchor barge's hull markings for rough positioning, the process piles are lowered to the mud surface after the anchor cables are tightened, and then driven to the predetermined elevation using a hydraulic vibratory hammer. During the driving process, data is collected in real time using a GNSS-RTK positioning system to ensure that the relative position error of the process pile plane is ≤2cm and the verticality deviation is ≤0.3%.

[0010] Preferably, in step 1, the method of using the old anchor vessel's hull markings for rough positioning, tightening the anchor cable, lowering the process pile to the mud surface, and using a hydraulic vibratory hammer to drive it to the predetermined elevation specifically includes: Step 1-1: Establish a coordinate system for the construction area using a GNSS-RTK base station, import the design coordinates of the process piles into the positioning software, and display them in real time on the display screen of the old anchor ship's bridge. Steps 1-2: Mark the center positioning line of the process pile in the middle of the old anchor boat with reflective paint. The accuracy of the marking line is ±1cm. At the same time, mark the limit line 50cm on both sides of the marking line to judge the pile position deviation. Steps 1-3: The old anchored boat sails upstream into the designated waters from the west side of the wind farm, according to the designated construction area; preliminary positioning is achieved using the GNSS-RTK positioning system; Steps 1-4: Start the anchor boat and work with the old anchor boat to drop the bow and stern anchors, with the anchor chain lowered to a length of 3-4 times the water depth; tighten the anchor cable using a winch to stabilize the hull; Steps 1-5: Use a GNSS-RTK mobile station to collect real-time coordinates at the ship's side marker line and compare them with the design coordinates; if the deviation between the real-time coordinates and the design coordinates exceeds ±30cm, fine-tune the ship's position by adjusting the length of the bow and stern anchor cables until the deviation between the marker line and the design coordinates is ≤±20cm, thus completing the coarse positioning. Steps 1-6: Lowering the process piles and positioning them on the mud surface; Steps 1-7: Use a hydraulic vibratory hammer to drive the process piles to the predetermined elevation.

[0011] Preferably, steps 1-6 specifically include: Step 1-6-1: Use a double-point binding lifting device for the old anchor ship. The binding straps should be positioned 1 / 3 of the pile length from the bottom of the pile. Wrap the outer side of the binding straps with a rubber pad to protect the pile body. Lift the process pile to keep the pile body vertical. Step 1-6-2: The lifting equipment moves the process pile so that the tip of the process pile is directly below the marking line on the ship's side; the pile body is lowered by the winch of the crane; Step 1-6-3: After the pile tip contacts the mud surface, stop lowering it and let it stand for 5 minutes to allow the pile to stabilize under its own weight.

[0012] Preferably, steps 1-7 specifically include: Step 1-7-1: Fix the hydraulic vibratory hammer to the top of the process pile via the connecting flange; Step 1-7-2: Apply a hydraulic vibratory hammer to drive the process piles in stages.

[0013] Preferably, step 1-7-2 specifically includes: Initial phase: Low-energy application; Intermediate phase: Use medium energy for application; Final settling stage: High-energy application.

[0014] Preferably, step 2 specifically includes: The prefabricated suspended pile stabilization platform is transported to the construction site, hoisted to the top of the process pile by a crane ship and fixed to form a rigid positioning frame.

[0015] Preferably, in step 2, the suspended pile stabilizing platform has a pre-set guide hole that matches the steel pipe pile, and the inner wall of the guide hole is provided with a wear-resistant buffer layer.

[0016] Preferably, in step 2, the method of transporting the prefabricated suspended pile stabilizing platform to the construction site, hoisting it to the top of the process pile using a crane vessel, and fixing it to form a rigid positioning frame specifically includes: Step 2-1: After the transport ship arrives at the construction area, it will be positioned against the current under the guidance of the old anchor ship; the ship's position will be secured by dropping bow and stern anchors. Step 2-2: Using a crane vessel equipped with a ring-shaped synthetic fiber sling, the platform unit is lifted to the temporary storage point in the construction area in four stages; the lifting points are selected at the four corners of the platform unit with pre-set lifting lugs, and the lifting speed is ≤0.3m / min; Steps 2-3: The crane vessel sails directly above the process pile, lays 8 anchor cables to fix the vessel's position, and calibrates the deviation between the crane center and the process pile center using the GNSS-RTK positioning system; Steps 2-4: Connect the lifting lugs of the platform unit with the slings and lift it to 1m above the top of the process pile. Fine-tune the position of the crane vessel by using the anchor cable to align the pre-set connection holes of the platform unit with the pre-drilled bolt holes at the top of the process pile. Lower it to the top of the process pile and temporarily fix it by passing a positioning pin through the pre-set connection holes of the platform unit and the pre-drilled bolt holes at the top of the process pile. Steps 2-5: Hoist the remaining 3 units in the order of first the two sides and then the middle. After each unit is in place, connect it to the adjacent unit and the top flange of the process pile with high-strength bolts. Steps 2-6: After all 4 units are assembled, remove the positioning pins and re-measure the overall planar position of the platform and the center position of the guide hole using the GNSS-RTK system; Steps 2-7: Lay seawater-resistant rubber gaskets between the top flange of the process pile and the bottom flange of the platform, insert high-strength bolts, and tighten the high-strength bolts symmetrically using a torque wrench; Steps 2-8: Weld triangular stiffening plates between the bottom of the platform and the side wall of the process pile. Each process pile is equipped with 4 stiffening plates evenly distributed along its circumference. Steps 2-9: Apply epoxy zinc-rich primer and epoxy glass flake intermediate paint to the bolted joints and stiffening plate welds, and apply polyurethane topcoat to the exposed steel structure to form a continuous protective system with the original anti-corrosion coating of the platform.

[0017] Preferably, step 3 specifically includes: Based on the guide hole constraint of the pile stabilization platform, a hydraulic impact hammer is used to drive the steel pipe piles. Before driving, positioning points are marked using an RTK handheld device to ensure the lifting and alignment accuracy of the steel pipe piles. That is, during the driving process, the verticality and planar position of the steel pipe piles are monitored in real time. The rigid constraint of the pile stabilization platform is used to control the relative position deviation and pile top elevation error of the four steel pipe piles. After driving is completed, the pile stabilization platform is removed, and the silt inside the steel pipe piles is removed using the air-lift reverse circulation method.

[0018] Preferably, step 4 specifically includes: A GPS receiver is installed on the upper module of the jacket structure to form a real-time data transmission link with the positioning software on the ship. The crane vessel uses a four-hook lifting method to lift the integrated structure of the jacket structure, data warehouse and upper module off the transport ship. The ship's attitude is adjusted through the anchor cable system, and it enters the site against the current. During the lifting process, the positioning software displays the relative position of the jacket legs and the steel pipe piles in real time. Divers provide underwater assistance for observation and guidance. The crane vessel adjusts the lifting point position and accurately inserts the four legs of the jacket structure into the steel pipe piles.

[0019] Preferably, step 5 specifically includes: After positioning, the crane vessel maintains the stable structure in the lifting state, and an underwater grouting operation is carried out using a grouting vessel to inject anti-corrosion grout into the annular space between the jacket support legs and the steel pipe piles. The hook is removed after the grout reaches the required strength.

[0020] The beneficial effects of the present invention are as follows, compared with the prior art: Significantly improved positioning accuracy: Through the synergistic effect of the GNSS-RTK positioning system and the suspended pile stabilization platform, the relative position error of the steel pipe pile is controlled within 3cm, and the docking accuracy between the guide frame legs and the steel pipe pile is ≤5cm, solving the problem of large positioning deviation in traditional methods.

[0021] Enhanced construction stability: The suspended pile-stabilized platform is rigidly fixed by process piles, which has strong resistance to wind and waves and can withstand the impact of waves up to 1.5m high in open sea areas, effectively reducing the impact of wind and waves on positioning accuracy and extending the construction window period.

[0022] Adapted to integrated structure installation: In view of the characteristics of the integrated structure of jacket and data warehouse, which is heavy and has drastic buoyancy changes, a collaborative solution of GPS real-time feedback, diver assistance and anchor cable system attitude adjustment is adopted to avoid structural hoisting deformation and equipment damage, and the installation success rate is increased to over 98%.

[0023] Improved construction efficiency: The positioning process is standardized, and the positioning and installation time of a single set of jackets is shortened to within 4 hours, which is suitable for the limited construction window in open sea areas. Compared with traditional methods, the construction efficiency is improved by 50%. Attached Figure Description

[0024] Figure 1 This is a flowchart of the positioning method for the guide frame with data warehouse in this invention. Detailed Implementation

[0025] To make the objectives, technical solutions, and advantages of this invention clearer, the technical solutions of this invention will be clearly and completely described below with reference to the accompanying drawings of the embodiments of this invention. The embodiments described in this application are merely some embodiments of this invention, and not all embodiments. Based on the spirit of this invention, other embodiments obtained by those skilled in the art without creative effort are all within the protection scope of this invention.

[0026] like Figure 1 As shown, this invention proposes a positioning method for a guide vane with a data warehouse, comprising the following steps: Step 1: Accurately position the process piles of the stabilizing platform used for positioning the jacket of the data warehouse; In a preferred but non-limiting embodiment of the present invention, step 1 specifically includes: Using a GNSS-RTK positioning system combined with the auxiliary positioning of an old anchor vessel, the construction of the four process piles for the stabilization platform was completed first. The old anchor vessel is a special engineering vessel equipped with a high-load-bearing mooring system and has the functions of stationing and auxiliary lifting. Its core role is to provide a stable working platform in offshore construction, and it is often used in scenarios that require precise positioning, such as pile foundation positioning and platform installation.

[0027] In a preferred but non-limiting embodiment of the present invention, step 1 involves a method for constructing the four process piles of the stabilization platform using a GNSS-RTK positioning system combined with the auxiliary positioning of an old anchor vessel. This method specifically includes: Using the old anchor barge's hull markings for rough positioning, the process piles are lowered to the mud surface after the anchor cables are tightened, and driven to the predetermined elevation using an S400 hydraulic vibratory hammer. During the driving process, data is collected in real time using a GNSS-RTK positioning system to ensure that the relative position error of the process pile plane is ≤2cm and the verticality deviation is ≤0.3%.

[0028] In a preferred but non-limiting embodiment of the present invention, step 1 involves coarse positioning using the hull markings of the old anchor vessel, tightening the anchor cable, lowering the process pile to the mud surface, and then driving it to a predetermined elevation using an S400 hydraulic vibratory hammer. This method specifically includes: First, confirm that the old anchorage's mooring system is intact, and the anchor chain tension meets the ≥50t load requirement; the installed power and impact energy of the S400 hydraulic vibratory hammer meet the design standards, and the hammer head of the S400 hydraulic vibratory hammer is well-suited to the process pile; the process pile (as it is, with a diameter of 800mm and a length of 45m) has complete factory certificates of conformity, the pile body is free from deformation and corrosion, and the pile tip is firmly welded. The old anchorage's mooring system includes the anchor chain and winch.

[0029] Step 1-1: Establish a coordinate system for the construction area using a GNSS-RTK base station, import the design coordinates of the process piles into the positioning software, and display them in real time on the screen of the old anchor vessel's bridge. The design coordinates of the process piles include their planar position X / Y and the pile top elevation +5.3m. The positioning software used is Hynav marine construction positioning software.

[0030] Steps 1-2: Mark the center positioning line of the process pile in the middle of the old anchor ship with reflective paint. The accuracy of the marking line is ±1cm. At the same time, mark the limit line 50cm on both sides of the marking line to quickly determine the pile position deviation. The middle of the old anchor ship corresponds to the area directly below the lifting point.

[0031] Steps 1-3: The old anchor vessel sails upstream into the designated waters from the west side of the wind farm, according to the construction area designated by the maritime authorities, to avoid disturbing the submarine cables. The GNSS-RTK positioning system is used for preliminary positioning to ensure that the marking lines on the hull are roughly aligned with the design coordinates of the process piles, with the deviation controlled within ±50cm. Steps 1-4: Start the anchor boat and coordinate with the old anchor boat to drop the bow and stern anchors. The length of the anchor chain should be 3-4 times the water depth (e.g., 15-28m depending on the water depth of the construction area of ​​4-7m); tighten the anchor cable with the winch to stabilize the hull, with the hull roll deviation ≤2°; the bow anchor should be dropped at a distance ≥80m and the stern anchor at a distance ≥60m.

[0032] Steps 1-5: Use a GNSS-RTK mobile station to collect real-time coordinates at the ship's side marker line and compare them with the design coordinates; if the deviation between the real-time coordinates and the design coordinates exceeds ±30cm, adjust the ship's position by adjusting the length of the bow and stern anchor cables until the deviation between the marker line and the design coordinates is ≤±20cm, thus completing the coarse positioning; the GNSS-RTK mobile station can be a handheld RTK handheld device.

[0033] Steps 1-6: Lowering the process piles and positioning them on the mud surface; In a preferred but non-limiting embodiment of the present invention, steps 1-6 specifically include: Step 1-6-1: Use a double-point binding method for lifting the old anchor ship's supporting lifting equipment. The binding strap should be positioned at 1 / 3 of the pile length from the bottom of the pile (1 / 3 of the pile length can be 15m). Wrap the outside of the binding strap with a rubber pad to protect the pile body. Slowly lift the process pile to keep the pile body vertical (vertical deviation ≤1°) to avoid the pile body colliding with the hull or anchor cable. The rated lifting capacity of the lifting equipment should be ≥50t.

[0034] Step 1-6-2: The lifting equipment moves the process pile so that the pile tip is directly below the marking line on the ship's side; the pile is slowly lowered by the winch of the crane, with the lowering speed controlled at 0.5m / min; during the lowering process, the operator observes the center coordinates of the pile in real time through the RTK handheld device and fine-tunes the position of the crane to ensure that the deviation between the center of the pile and the marking line is ≤±10cm. Step 1-6-3: After the pile tip contacts the mud surface, stop lowering and let it stand for 5 minutes to allow the pile to stabilize under its own weight. Measure the real-time elevation of the pile top using an RTK handheld device, calculate the pile's penetration depth (initial penetration depth ≥ 1m), and after confirming that there is no risk of the pile tipping over, release the rigid constraints of the lifting equipment while retaining the flexible slings to prevent the pile from shifting.

[0035] Steps 1-7: Use an S400 hydraulic vibratory hammer to drive the process piles to the predetermined elevation.

[0036] In a preferred but non-limiting embodiment of the present invention, steps 1-7 specifically include: Step 1-7-1: Fix the S400 hydraulic vibratory hammer to the top of the process pile through the connecting flange, ensuring that the tightening torque of the flange connecting bolts is ≥300 N·m; connect the hydraulic pipeline of the vibratory hammer, check the pipeline sealing, start the hydraulic system for no-load test run, and confirm that the vibration frequency and amplitude of the hammer body meet the set parameters (such as vibration frequency 20-30Hz, amplitude 8-12mm). Step 1-7-2: Use an S400 hydraulic vibratory hammer to drive the process piles in stages.

[0037] In a preferred but non-limiting embodiment of the present invention, step 1-7-2 specifically includes: Initial stage (e.g., the penetration depth of the process pile is 1-5m): Low-energy driving is used (e.g., the hydraulic pressure of the S400 hydraulic vibratory hammer is ≤15MPa) to avoid pile tip deviation. The verticality of the pile is recorded every 1m of penetration, and the deviation is corrected by adjusting the position of the hammer to ensure that the verticality is ≤0.3%. Intermediate stage (e.g., the penetration depth of the process pile is 5-35m): medium energy driving is adopted (e.g., the hydraulic pressure of the S400 hydraulic vibratory hammer is 15-25MPa), the driving speed is controlled at 1-2m / min, and the plane position is re-measured every 5m of penetration. If the deviation exceeds ±2cm, driving is stopped and the deviation is corrected by adjusting the anchor cable or the direction of the hammer body. In the final sinking stage (as in the case of process piles, the driving depth is 35m to the predetermined elevation): high-energy driving is used (as in the case of S400 hydraulic vibratory hammer with a hydraulic pressure of 25-30MPa), and the penetration is closely monitored. When the penetration is ≤20mm / hammer blow, the driving speed is reduced. When the pile is 1.5m away from the predetermined elevation, the penetration and pile top elevation are recorded every 25cm of penetration to ensure that the final pile top elevation deviation is ≤±2cm. Criteria for stopping driving: When the top elevation of the pile reaches the predetermined design value (+5.3m) and the penetration depth of three consecutive hammer blows is ≤20mm, driving shall be stopped; the hydraulic system shall be shut down, the connecting flange between the vibratory hammer and the top of the pile shall be removed, and the driving of a single process pile shall be completed.

[0038] Step 2: Install the stabilizing platform for positioning the guide vane of the data warehouse; In a preferred but non-limiting embodiment of the present invention, step 2 specifically includes: The prefabricated suspended pile stabilization platform is transported to the construction site, hoisted to the top of the process pile by a crane ship and fixed to form a rigid positioning frame.

[0039] In a preferred but non-limiting embodiment of the present invention, in step 2, the suspended pile stabilizing platform has a pre-set guide hole that matches the steel pipe pile. A wear-resistant buffer layer is provided on the inner wall of the guide hole to prevent impact damage to the steel pipe pile during driving. The wear-resistant buffer layer is a polyurethane elastomer wear-resistant buffer layer.

[0040] In a preferred but non-limiting embodiment of the present invention, step 2 involves transporting the prefabricated suspended pile stabilizing platform to the construction site, hoisting it to the top of the process pile using a crane vessel, and fixing it to form a rigid positioning frame. This method specifically includes: A 2000T-class self-propelled flatbed barge was selected in advance, with a length ≥80m, beam ≥25m, and deck load capacity ≥20t / m. 2The system meets the transportation requirements of the stabilization platform (28.3m × 28.3m × 5m, weighing approximately 130t). It is equipped with four sets of dedicated saddle-type support platforms, spaced 20m apart. The contact surfaces of the support platforms are covered with a 50mm thick rubber pad and cotton blankets to prevent damage to the platform's anti-corrosion coating. The prefabricated stabilization platform is disassembled into four identical units (for ease of transport). The units are temporarily connected by high-strength bolts, with rubber protective rings wrapped around the joints. Anti-collision steel plates are installed at the platform corners and guide hole edges, and the exposed steel structure is temporarily coated with anti-corrosion paint to prevent rust during transportation. The platform departs from the processing base wharf and sails along the designated channel to the port construction area (approximately 120 nautical miles). The route is reported to the maritime authorities in advance, avoiding busy channels and areas with dense submarine cables. Transportation is carried out during weather windows with winds ≤4 and waves ≤1m. The following steps are then performed: Step 2-1: After the transport vessel arrives at the construction area, it will be positioned against the current under the guidance of the old anchor vessel, with a lateral distance of ≥50m from the construction point of the process pile; the vessel position will be fixed by placing bow and stern anchors to ensure that the hull roll ≤1. ° Pitch ≤ 0.5 ° To avoid significant shaking during platform hoisting; Step 2-2: Use an 800t crane vessel equipped with 300t-class annular synthetic fiber slings (such as the annular synthetic fiber slings of the LRH-300 type) to lift the platform unit to the temporary storage point in the construction area in 4 batches; when lifting, the lifting points are selected at the four corners of the platform unit with pre-set lifting lugs, and the lifting speed is ≤0.3m / min to avoid hard friction between the slings and the platform; the temporary storage point can be a stable seabed surface ≤30m away from the process piles.

[0041] Steps 2-3: The crane vessel sails directly above the process pile, lays 8 anchor cables to fix the vessel's position, and uses the GNSS-RTK positioning system to calibrate the deviation between the crane center and the process pile center to ≤5cm; check the crane boom angle (as preset 68.3°) and lifting height (ensure the platform is ≥2m from the top of the process pile after lifting), and perform a no-load test run on the crane winch and luffing mechanism to confirm that the equipment is operating normally; Steps 2-4: Connect the lifting lugs of the platform unit with slings and slowly lift it to 1m above the top of the process pile. Fine-tune the position of the crane vessel using the anchor cable to align the pre-set connection holes of the platform unit with the pre-drilled bolt holes at the top of the process pile (the deviation between the pre-set connection holes of the platform unit and the pre-drilled bolt holes at the top of the process pile should be ≤2cm). Slowly lower it to the top of the process pile and temporarily fix it with positioning pins passing through the pre-set connection holes of the platform unit and the pre-drilled bolt holes at the top of the process pile. Steps 2-5: Hoist the remaining 3 units in the order of first the two sides and then the middle. After each unit is in place, connect it to the adjacent unit and the top flange of the process pile with high-strength bolts (such as M42 grade, torque ≥800N・m). During the splicing process, use a level to monitor the flatness of the platform in real time. The flatness deviation of the platform should be ≤1‰. If the deviation is exceeded, it should be corrected by adjusting the thickness of the shims. Steps 2-6: After all 4 units are assembled, remove the positioning pins and re-measure the overall plane position of the platform using the GNSS-RTK system (as required, the deviation between the overall plane position and the design coordinates should be ≤3cm) and the center position of the guide hole (as required, the deviation between the center position of the guide hole and the design position of the steel pipe pile should be ≤2cm). Stop the hoisting operation after confirming that everything is correct. Steps 2-7: Lay a 10mm thick seawater-resistant rubber gasket (for sealing and corrosion prevention) between the top flange of the process pile and the bottom flange of the platform. Insert M42 high-strength bolts (8 sets of bolts for each process pile, evenly distributed). Tighten the M42 high-strength bolts symmetrically with a torque wrench. The torque can be applied gradually in 3 stages (initial tightening 400 N·m → secondary tightening 600 N·m → final tightening 800 N·m) to ensure a firm connection. Steps 2-8: Weld triangular stiffening plates (material Q355C, thickness 16mm) between the bottom of the platform and the side wall of the process pile. Each process pile is equipped with 4 stiffening plates evenly distributed around its circumference. Welding is performed using CO2 gas shielded welding, with a weld height ≥12mm. After welding, a penetrant test (PT) is performed to ensure that there are no defects such as cracks or pores. Steps 2-9: Apply epoxy zinc-rich primer (75μm dry film thickness) and epoxy glass flake intermediate paint (350μm dry film thickness) to the bolted connections and stiffening plate welds. Apply polyurethane topcoat (100μm dry film thickness) to exposed steel structures to form a continuous protective system with the platform's original anti-corrosion coating. After fixing, test the tightness of the connections by hammering (no loosening or abnormal noise). Use a strain gauge to monitor the platform's deformation (≤2mm) under simulated hoisting load (applied vertical load of 150t) to confirm that the platform forms a stable rigid positioning frame that meets the constraint requirements for subsequent steel pipe pile driving.

[0042] Step 3: Position and drive the steel pipe piles used for positioning the guide frame of the data warehouse; In a preferred but non-limiting embodiment of the present invention, step 3 specifically includes: Based on the guide hole constraint of the pile stabilization platform, a YC-80 hydraulic impact hammer was used to drive the steel pipe piles. Before driving, positioning points were marked using an RTK handheld device to ensure the lifting and alignment accuracy of the steel pipe piles. That is, during the driving process, the verticality and planar position of the steel pipe piles were monitored in real time. The rigid constraint of the pile stabilization platform was used to control the relative position deviation of the four steel pipe piles to ≤3cm and the pile top elevation error to ≤2cm. After driving, the pile stabilization platform was removed, and the silt inside the steel pipe piles was removed using the air-lift reverse circulation method.

[0043] An example of step 3 is as follows: Firstly, each steel pipe pile is equipped with two high-precision electronic inclinometers (measuring range ±5°, accuracy ±0.01°), installed at the upper-middle part (10m from the pile top) and lower-middle part (15m from the pile bottom) of the pile body, respectively, and data is uploaded in real time via a wireless transmission module. This is paired with one total station (angle accuracy ±1″, distance accuracy ±(2mm+2ppm×D)), set up at pre-set observation points on the pile stabilization platform to assist in monitoring the verticality of the pile body. GNSS-RTK positioning is used. The system (rover and base station) consists of a rover station fixed at a pre-set observation point on top of the steel pipe piles, with a sampling frequency of 10Hz and a positioning accuracy of ±1cm. A laser rangefinder (measuring range 0.5-100m, accuracy ±0.1mm) is used simultaneously to monitor the relative distance between the four steel pipe piles. A digital level (measuring accuracy ±0.3mm / km), along with an invar steel leveling rod, is used to set three fixed leveling points on the pile stabilization platform. Scale lines are marked on the top of the steel pipe piles, and a high-definition industrial camera is used to acquire scale images in real time to assist in calibrating elevation data. After the steel pipe pile is inserted into the guide hole of the pile stabilization platform, the electronic inclinometer and total station are activated. During the driving process, one set of data is recorded after every three hammer blows (the electronic inclinometer measures the X / Y axis inclination of the pile body, and the total station measures the offset of the pile top). When the verticality deviation exceeds 0.2%, driving is stopped immediately. If the deviation is caused by the tilt of the pile body, the hammering direction of the hydraulic impact hammer is adjusted (the hammer angle is slightly adjusted in the opposite direction of the deviation). If the deviation is caused by local deformation of the pile stabilization platform, temporary supports are used to reinforce the platform and correct the verticality constraint of the guide hole. The verticality deviation is ensured to be ≤0.3% throughout the driving process, laying the foundation for planar position control. The GNSS-RTK rover collects the coordinates of the top of the steel pipe piles in real time, compares them with the design coordinates, and calculates the plane deviation value. A precise check is performed every 2m of penetration. If the deviation exceeds 2cm, the lifting point position is finely adjusted by the crane, or the rigid constraint of the guide hole of the pile stabilization platform (the gap between the guide hole and the pile body is ≤5cm) is used to force correction. A laser rangefinder is used to cyclically monitor the relative distance between each pair of the four steel pipe piles, and a pile position plan is generated by combining the GNSS-RTK data. If the relative distance deviation between any two piles exceeds 2cm, the position of the next pile is adjusted first, and the lateral displacement of the pile body is restricted by the rigid frame of the pile stabilization platform, ultimately ensuring that the relative position deviation of the four steel pipe piles is ≤3cm. Before driving, the elevation of three fixed leveling points is transferred to the pile stabilization platform by a digital level to establish a local elevation control network, ensuring that the elevation error of the leveling points is ≤0.5mm. During the driving process, the digital level instrument measures the pile top elevation every 1m of soil penetration, and the industrial camera captures the pile top scale line in real time to double verify the accuracy of the data; when the pile is 5m away from the design elevation (-5.00m), monitoring is intensified every 0.5m of soil penetration; when the pile is 1.5m away from the design elevation, a set of elevation data is recorded after each hammer blow. When the pile top elevation deviation is close to 1.5cm, reduce the hammering energy of the hydraulic impact hammer; if the elevation deviation exceeds 2cm, use a pile driver for fine adjustment (the length of the pile driver is customized according to the deviation value) to ensure that the final pile top elevation error is ≤2cm.

[0044] Step 4: Perform integrated positioning and installation of the data warehouse's guide vane frame; In a preferred but non-limiting embodiment of the present invention, step 4 specifically includes: A GPS receiver was installed on the upper module of the jacket structure to form a real-time data transmission link with the positioning software on board the ship. The crane vessel used a four-hook lifting method to slowly lift the integrated structure of the jacket structure, data warehouse and upper module from the transport ship. The ship's attitude was adjusted by the anchor cable system, and it entered the site against the current to reduce the impact of the water flow on the structure. During the lifting process, the positioning software displayed the relative position of the jacket legs and the steel pipe piles in real time. Divers provided underwater assistance for observation and guidance. The crane vessel slowly adjusted the lifting point position and accurately inserted the four legs of the jacket structure into the steel pipe piles. During the lowering process, the elevation data was fed back in real time through the GPS receiver to ensure that the deviation between the bottom elevation of the jacket structure and the design value was ≤5cm.

[0045] The crane vessel employs a four-hook lifting method to slowly lift the integrated structure of the jacket, data warehouse, and superstructure from the transport vessel. The vessel's attitude is adjusted using an anchor cable system, and the vessel enters the site against the current to reduce the impact of water flow on the structure. Specifically, this includes: Initially, the lifting capacity of the Sanhang Fengfan crane (≥2400t) was confirmed to be normal, and the four-hook synchronous lifting system was confirmed to be normal, with the rated load of each of the four main hooks being ≥600t. The LRH-300 annular synthetic fiber slings (rated load 300t) and 100t-class shackles were checked for wear and broken wires, and the slings were securely connected to the crane frame. The anchor cable system (8 anchor chains + winch) was tested to ensure smooth anchor chain deployment and retraction, and normal data transmission from the tension sensor (range ≥200t). Four GPS receivers were installed on the top of the integrated structure of the jacket, data compartment, and upper module (weighing approximately 1100t), and anti-collision rubber sleeves were added to the bottom jacket support legs. The transport ship was positioned 500m outside the construction area, and the structure position was adjusted using SPMT modular vehicles to align the lifting points with the projection of the four hooks on the crane ship. Guy ropes were used to temporarily secure the structure to prevent displacement due to ship swaying. The construction window period (wind force ≤ 6, wave height ≤ 1.5m, current speed ≤ 1.2m / s) was confirmed through the meteorological and hydrological monitoring system. The channel information was checked to confirm that there were no obstacles or offshore cables on the upstream access route. Two anchor boats and one tugboat were arranged to guard the construction area and guide unrelated vessels to avoid the area.

[0046] The crane vessel then moved to a position 15 meters to the side of the transport ship and deployed a temporary anchor to secure the ship's position. Four sets of slings were lowered to the pre-set lifting lugs on the integrated structure using a crane, with underwater divers assisting in connecting the slings to the lugs (using double-locking safety clips). The four-hook synchronous lifting system was activated, and the slings were slowly raised to a slightly stressed state (lifting capacity approximately 100 tons). Lifting was paused, and the uniformity of force distribution on the four hooks was calibrated using tension sensors (force deviation ≤ 5%). The sling lengths were adjusted until the force was balanced. After calibration, the four hooks were raised synchronously at a speed of 0.2 m / min. GPS receiver data was monitored in real time during lifting to ensure the structural levelness deviation was ≤ 1‰. When the bottom of the structure was 1 meter from the transport ship's deck, lifting was paused to check the stress on the slings and lugs and for any structural deformation. After confirmation, lifting continued at a speed of 0.3 m / min until the structure was completely detached from the transport ship (bottom ≥ 5 meters from the deck). The transport ship was then moved to a safe area to await further instructions. The ship's roll and pitch angles are monitored by attitude sensors (accuracy ±0.1°). Combined with GPS positioning data, the lengths of the bow and stern anchor cables are adjusted to ensure the ship's longitudinal axis is parallel to the water flow direction, with roll ≤1° and pitch ≤0.5°, ensuring structural stress balance. During movement, the anchor cable system responds to water flow changes in real time, automatically adjusting the anchor chain tension via winches (tension fluctuation ≤10%). When the ship's roll exceeds 1.5°, the leeward anchor cable is immediately tightened, and the windward anchor cable is loosened. Simultaneously, tugboats assist in pushing the hull to quickly correct its attitude. Integrated structural GPS data is monitored concurrently. If the structure's lateral deviation exceeds 5cm, the speed of the bow or stern anchor is adjusted to drive minor adjustments to the hull, ensuring the structure always moves along the preset route. A counter-current approach route was determined (entering from the west side of the wind farm and heading directly to the steel pipe pile construction site), with a route deviation of ≤10m. The crane vessel, guided by an anchor boat, started its main engine and traveled against the current at a speed of 2kN, utilizing the reduced lateral thrust of the water flow to minimize the risk of structural swaying. During the journey, the GPS receiver transmitted structural position data in real time, comparing it with the design coordinates of the steel pipe piles, and checking for deviations every 100m. If longitudinal deviations occurred, they were corrected by adjusting the length of the bow and stern anchor cables; if lateral deviations occurred, tugboats assisted in adjusting the vessel's orientation. Simultaneously, divers monitored the distance between the bottom of the structure and the sea surface underwater (maintaining ≥3m) to prevent structural collisions caused by wave impacts. When the integrated structure is 50m away from the steel pipe pile construction point, the crane vessel slows down to 0.5kn and precisely adjusts its position through the anchor cable system so that the projection deviation between the center of the structure and the center of the steel pipe pile is ≤3cm. Eight anchors (four bow anchors in a figure-eight shape and four stern anchors arranged in parallel) are deployed to fix the position of the vessel. The length of the anchor chain is three times the water depth to ensure that the hull remains stable under the action of the water flow and completes the entry and positioning.

[0047] During the hoisting process, positioning software displays the relative positions of the jacket support legs and the steel pipe piles in real time. Divers provide underwater assistance and guidance, while the crane vessel slowly adjusts the lifting points. The method for precisely inserting the four jacket support legs into the steel pipe piles includes: Two high-precision electronic inclinometers (range ±5°, accuracy ±0.01°) are installed on the upper middle part (10m from the pile top) and the lower middle part (15m from the pile bottom) of the pile, respectively, with one total station (angle ±1″, distance ±(2mm+2ppm×D)) for auxiliary calibration. A GNSS-RTK system (sampling frequency 10Hz, positioning accuracy ±1cm) is configured, with a rover station fixed at the pile top observation point, and a laser rangefinder (accuracy ±0.1mm) is used to monitor the relative distance between piles. A digital level (accuracy ±0.3mm / km) and an invar steel leveling rod are configured, with three fixed leveling points set on the pile stabilization platform, and scale lines marked on the pile top and real-time data acquisition by an industrial camera. An integrated terminal is built to summarize verticality, horizontal position, and elevation data in real time, generate a dynamic deviation curve, and automatically issue an audible and visual warning when the deviation reaches 80% of the allowable value.

[0048] Before driving, the electronic inclinometer is calibrated using a total station to ensure accurate initial zero position. Data is recorded after every three hammer blows (inclinometer measures X / Y axis inclination, total station measures pile top offset). Driving is stopped immediately if the deviation exceeds 0.2%. If the pile tilts, the direction of the hydraulic impact hammer is fine-tuned; if the platform deforms, the guide hole is temporarily reinforced and corrected using the rigid constraint of the guide hole. GNSS-RTK is used to compare the actual coordinates of the pile top with the design coordinates in real time, and verification is performed every 2m of penetration. If the deviation exceeds 2cm, the lifting point is fine-tuned using a crane or the guide hole of the stable pile platform (pile gap ≤ 5cm) is used for correction. A laser rangefinder continuously monitors the relative distance between each pair of the four piles, generating a plan layout diagram. The position of the subsequently driven piles is adjusted first, and lateral displacement is limited by the rigid frame of the platform to ensure that the relative deviation meets the standard. Before driving, a local elevation network is established using a digital level, with the elevation error of the benchmarks ≤ 0.5mm. The elevation is measured once every 1m of soil penetration. When the distance from the design elevation (-5.00m) is 5m, the measurement is increased to once every 0.5m. When the distance is 1.5m, the measurement is recorded after each hammer blow. If the deviation is close to 1.5cm, the hammering energy is reduced. If the deviation exceeds 2cm, a customized pile driver is used for fine adjustment to ensure the final elevation is within acceptable limits.

[0049] Step 5: Grout the guide frame of the data warehouse for fixation.

[0050] In a preferred but non-limiting embodiment of the present invention, step 5 specifically includes: After positioning, the crane vessel maintains the stable structure in the lifting state, and an underwater grouting operation is carried out using a grouting vessel to inject anti-corrosion grout into the annular space between the jacket support legs and the steel pipe piles. The hook is removed after the grout reaches the required strength.

[0051] The beneficial effects of the present invention are as follows, compared with the prior art: Significantly improved positioning accuracy: Through the synergistic effect of the GNSS-RTK positioning system and the suspended pile stabilization platform, the relative position error of the steel pipe pile is controlled within 3cm, and the docking accuracy between the guide frame legs and the steel pipe pile is ≤5cm, solving the problem of large positioning deviation in traditional methods.

[0052] Enhanced construction stability: The suspended pile-stabilized platform is rigidly fixed by process piles, which has strong resistance to wind and waves and can withstand the impact of waves up to 1.5m high in open sea areas, effectively reducing the impact of wind and waves on positioning accuracy and extending the construction window period.

[0053] Adapted to integrated structure installation: In view of the characteristics of the integrated structure of jacket and data warehouse, which is heavy and has drastic buoyancy changes, a collaborative solution of GPS real-time feedback, diver assistance and anchor cable system attitude adjustment is adopted to avoid structural hoisting deformation and equipment damage, and the installation success rate is increased to over 98%.

[0054] Improved construction efficiency: The positioning process is standardized, and the positioning and installation time of a single set of jackets is shortened to within 4 hours, which is suitable for the limited construction window in open sea areas. Compared with traditional methods, the construction efficiency is improved by 50%.

[0055] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and not to limit it. Although the present invention has been described in detail with reference to the above embodiments, those skilled in the art should understand that modifications or equivalent substitutions can still be made to the specific implementation of the present invention without departing from the spirit and scope of the present invention. Any modifications or equivalent substitutions should be covered within the scope of protection of the claims of the present invention.

Claims

1. A method for positioning a guide vane with a data warehouse, characterized in that, include: Step 1: Position the process piles for the stabilizing platform used for positioning the jacket of the data warehouse; Step 2: Install the stabilizing platform for positioning the guide vane of the data warehouse; Step 3: Position and drive the steel pipe piles used for positioning the guide frame of the data warehouse; Step 4: Perform integrated positioning and installation of the data warehouse's guide vane frame; Step 5: Grout the guide frame of the data warehouse for fixation.

2. The positioning method for a guide vane with a data warehouse according to claim 1, characterized in that, Step 1 specifically includes: Using a GNSS-RTK positioning system combined with the old anchor vessel for auxiliary positioning, the construction of the four process piles of the stabilization platform was completed first.

3. The positioning method for a guide vane with a data warehouse according to claim 2, characterized in that, In step 1, a method is used to complete the construction of the four process piles for the stabilization platform by employing a GNSS-RTK positioning system combined with the auxiliary positioning of an old anchor vessel. This method specifically includes: Using the hull markings of the old anchor vessel for rough positioning, the process piles were lowered to the mud surface after the anchor cables were tightened, and then driven to the predetermined elevation using a hydraulic vibratory hammer. During the driving process, data was collected in real time using a GNSS-RTK positioning system to ensure that the relative position error of the process pile plane was ≤2cm and the verticality deviation was ≤0.3%. In step 1, the rough positioning is achieved using the hull markings of the old anchor vessel. After tightening the anchor cable, the process pile is lowered to the mud surface and driven to the predetermined elevation using a hydraulic vibratory hammer. This process specifically includes: Step 1-1: Establish a coordinate system for the construction area using a GNSS-RTK base station, import the design coordinates of the process piles into the positioning software, and display them in real time on the display screen of the old anchor ship's bridge. Steps 1-2: Mark the center positioning line of the process pile in the middle of the old anchor boat with reflective paint. The accuracy of the marking line is ±1cm. At the same time, mark the limit line 50cm on both sides of the marking line to judge the pile position deviation. Steps 1-3: The old anchored boat sails upstream into the designated waters from the west side of the wind farm, according to the designated construction area; preliminary positioning is achieved using the GNSS-RTK positioning system; Steps 1-4: Start the anchor boat and work with the old anchor boat to drop the bow and stern anchors, with the anchor chain lowered to a length of 3-4 times the water depth; tighten the anchor cable using a winch to stabilize the hull; Steps 1-5: Use a GNSS-RTK mobile station to collect real-time coordinates at the ship's side marker line and compare them with the design coordinates; if the deviation between the real-time coordinates and the design coordinates exceeds ±30cm, fine-tune the ship's position by adjusting the length of the bow and stern anchor cables until the deviation between the marker line and the design coordinates is ≤±20cm, thus completing the coarse positioning. Steps 1-6: Lowering the process piles and positioning them on the mud surface; Steps 1-7: Use a hydraulic vibratory hammer to drive the process piles to the predetermined elevation.

4. The positioning method for a guide vane with a data warehouse according to claim 3, characterized in that, Steps 1-6 specifically include: Step 1-6-1: Use a double-point binding lifting device for the old anchor ship. The binding straps should be positioned 1 / 3 of the pile length from the bottom of the pile. Wrap the outer side of the binding straps with a rubber pad to protect the pile body. Lift the process pile to keep the pile body vertical. Step 1-6-2: The lifting equipment moves the process pile so that the tip of the process pile is directly below the marking line on the ship's side; the pile body is lowered by the winch of the crane; Step 1-6-3: After the pile tip contacts the mud surface, stop lowering it and let it stand for 5 minutes to allow the pile to stabilize under its own weight. Steps 1-7 specifically include: Step 1-7-1: Fix the hydraulic vibratory hammer to the top of the process pile via the connecting flange; Step 1-7-2: Apply a hydraulic vibratory hammer to drive the process piles in stages.

5. The positioning method for a guide vane with a data warehouse according to claim 4, characterized in that, Step 1-7-2 specifically includes: Initial phase: Low-energy application; Intermediate phase: Use medium energy for application; Final settling stage: High-energy application.

6. The positioning method for a guide vane with a data warehouse according to claim 5, characterized in that, Step 2 specifically includes: The prefabricated suspended pile stabilization platform is transported to the construction site, hoisted to the top of the process pile by a crane ship and fixed to form a rigid positioning frame.

7. The positioning method for a guide vane with a data warehouse according to claim 6, characterized in that, In step 2, the suspended pile stabilization platform is pre-set with guide holes that match the steel pipe piles, and the inner wall of the guide holes is provided with a wear-resistant buffer layer. In step 2, the prefabricated suspended pile stabilization platform is transported to the construction site, hoisted to the top of the process pile by a crane vessel, and fixed to form a rigid positioning frame. This method specifically includes: Step 2-1: After the transport ship arrives at the construction area, it will be positioned against the current under the guidance of the old anchor ship; the ship's position will be secured by dropping bow and stern anchors. Step 2-2: Using a crane vessel equipped with a ring-shaped synthetic fiber sling, the platform unit is lifted to the temporary storage point in the construction area in four stages; the lifting points are selected at the four corners of the platform unit with pre-set lifting lugs, and the lifting speed is ≤0.3m / min; Steps 2-3: The crane vessel sails directly above the process pile, lays 8 anchor cables to fix the vessel's position, and calibrates the deviation between the crane center and the process pile center using the GNSS-RTK positioning system; Steps 2-4: Connect the lifting lugs of the platform unit with the slings and lift it to 1m above the top of the process pile. Fine-tune the position of the crane vessel by using the anchor cable to align the pre-set connection holes of the platform unit with the pre-drilled bolt holes at the top of the process pile. Lower it to the top of the process pile and temporarily fix it by passing a positioning pin through the pre-set connection holes of the platform unit and the pre-drilled bolt holes at the top of the process pile. Steps 2-5: Hoist the remaining 3 units in the order of first the two sides and then the middle. After each unit is in place, connect it to the adjacent unit and the top flange of the process pile with high-strength bolts. Steps 2-6: After all 4 units are assembled, remove the positioning pins and re-measure the overall planar position of the platform and the center position of the guide hole using the GNSS-RTK system; Steps 2-7: Lay seawater-resistant rubber gaskets between the top flange of the process pile and the bottom flange of the platform, insert high-strength bolts, and tighten the high-strength bolts symmetrically using a torque wrench; Steps 2-8: Weld triangular stiffening plates between the bottom of the platform and the side wall of the process pile. Each process pile is equipped with 4 stiffening plates evenly distributed along its circumference. Steps 2-9: Apply epoxy zinc-rich primer and epoxy glass flake intermediate paint to the bolted joints and stiffening plate welds, and apply polyurethane topcoat to the exposed steel structure to form a continuous protective system with the original anti-corrosion coating of the platform.

8. The positioning method for a guide vane with a data bay according to claim 7, characterized in that, Step 3 specifically includes: Based on the guide hole constraint of the pile stabilization platform, a hydraulic impact hammer is used for driving steel pipe piles. Before driving, positioning points are marked using an RTK handheld device to ensure the accuracy of lifting and positioning of the steel pipe piles. During the driving process, the verticality and planar position of the steel pipe piles are monitored in real time. The rigid constraints of the pile stabilizing platform are used to control the relative position deviation and pile top elevation error of the four steel pipe piles. After driving is completed, the pile stabilizing platform is removed, and the silt inside the steel pipe piles is removed using the air-lift reverse circulation method.

9. The positioning method for a guide vane with a data bay according to claim 8, characterized in that, Step 4 specifically includes: A GPS receiver is installed on the upper module of the jacket structure to form a real-time data transmission link with the positioning software on the ship. The crane vessel uses a four-hook lifting method to lift the integrated structure of the jacket structure, data warehouse and upper module off the transport ship. The ship's attitude is adjusted through the anchor cable system, and it enters the site against the current. During the lifting process, the positioning software displays the relative position of the jacket legs and the steel pipe piles in real time. Divers provide underwater assistance for observation and guidance. The crane vessel adjusts the lifting point position and accurately inserts the four legs of the jacket structure into the steel pipe piles.

10. The positioning method for a guide vane with a data bay according to claim 9, characterized in that, Step 5 specifically includes: After positioning, the crane vessel maintains the stable structure in the lifting state, and an underwater grouting operation is carried out using a grouting vessel to inject anti-corrosion grout into the annular space between the jacket support legs and the steel pipe piles. The hook is removed after the grout reaches the required strength.

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