Seabed data center installation method for cooperative construction of sea surface and undersea

Abstract

The invention provides a sea surface and undersea cooperative construction seabed data center installation method, and belongs to the technical field of data center installation, and the method comprises the steps: 1, carrying out the early-stage preparation of the sea surface and undersea cooperative construction seabed data center installation; 2, synchronous construction is conducted on subsea foundation piles installed in a seabed data center of sea surface and subsea cooperative construction; step 3, cooperatively assembling sea surface and subsea structures installed in the seabed data center of sea surface and subsea cooperative construction; 4, carrying out integral hoisting and precise butt joint on the installation of the seabed data center of sea surface and undersea cooperative construction; 5, synchronous grouting and equipment installation of seabed data center installation of sea surface and undersea cooperative construction are carried out; and step 6, carrying out ending acceptance inspection on the installation of the seabed data center of the sea surface and undersea cooperative construction. The influence of environmental factors on construction is reduced, and the dual functions of subsea sealing cooling and sea surface equipment installation of the data warehouse are guaranteed.

Description

Technical Field

[0001] This invention belongs to the field of data center installation technology, specifically relating to a method for installing a submarine data center using a combined surface and underwater construction approach. Background Technology

[0002] With the rise of the industrial integration model between offshore wind power and submarine data centers, submarine data centers, utilizing the natural cooling advantage of seawater, have become an innovative direction in the field of data storage and computing. Current submarine data center construction mostly adopts a phased operation model, first completing the underwater foundation pile construction, and then assembling the above-water structure.

[0003] In existing technologies, the installation of foundation piles and jacket structures, as well as the construction of the data warehouse and superstructure, are carried out in a fragmented manner. Undersea foundation construction and surface structure assembly cannot be conducted simultaneously, leading to low construction efficiency. Furthermore, the data warehouse needs to be partially submerged in seawater for cooling, while partially exposed above the sea surface to support electrical equipment. Its structural sealing, corrosion resistance, and precise positioning requirements are extremely high. Traditional construction methods struggle to balance construction efficiency and project quality, and are significantly affected by harsh marine environments such as wind, waves, and currents, significantly increasing construction risks. Therefore, there is an urgent need for a method for installing subsea data centers that enables simultaneous surface and underwater construction, shortens the construction period, and improves construction accuracy and safety. Summary of the Invention

[0004] This invention provides a method for installing a subsea data center through coordinated construction on the sea surface and underwater. This method enables simultaneous and coordinated operations of foundation pile construction, jacket positioning, data warehouse assembly, and upper module installation, shortening the offshore construction cycle, reducing the impact of environmental factors on construction, and ensuring the dual functions of underwater sealing and cooling of the data warehouse and installation of equipment on the sea surface.

[0005] The present invention employs the following technical solution.

[0006] A method for installing a subsea data center using a combined surface and underwater construction approach, comprising: Step 1: Conduct preliminary preparations for the installation of the subsea data center, which involves coordinated construction on the sea surface and underwater; Step 2: Simultaneously construct the underwater foundation piles for the installation of the subsea data center, which is being constructed both on the sea surface and underwater. Step 3: Perform the collaborative assembly of the surface and underwater structures for the installation of the subsea data center, which involves coordinated construction on the sea surface and underwater. Step 4: Perform overall hoisting and precise docking of the subsea data center, which is constructed in a coordinated manner on the sea surface and underwater; Step 5: Perform simultaneous grouting and equipment installation for the subsea data center, which is constructed both on the sea surface and underwater. Step 6: Conduct final acceptance testing of the installation of the subsea data center, which is constructed in a coordinated manner on the sea surface and underwater.

[0007] Preferably, step 1 specifically includes: Based on the hydrological and meteorological data of the construction area of ​​the submarine data center, which is being constructed in a coordinated manner both on and under the sea surface, the construction window period was determined. At the marine base where the submarine data center is located, the foundation piles, jacket structure, data warehouse segments, and superstructure were prefabricated. The data warehouse was divided into 5 segments according to height, the superstructure was divided into 3-layer platforms, and the jacket structure was disassembled into three sections: upper, middle, and lower. Crane vessels, cable-laying vessels, SPMT modular vehicles, and GNSS-RTK positioning systems were provided.

[0008] Preferably, in step 1, the method for determining the construction window period based on hydrological and meteorological data of the construction area of ​​the subsea data center, which is constructed in a coordinated manner on the sea surface and underwater, specifically includes: Step 1-1: Collect hydrological and meteorological historical data for the past 5-10 years for the construction area of ​​the seabed data center, which is constructed in a coordinated manner on the sea surface and underwater. Steps 1-2: Split the data by month and day to form a monthly average wind speed table, a daily significant wave height statistics table, and a period distribution table of ebb and flow tide speeds, and mark the occurrence time and duration of extreme weather events; Steps 1-3: Based on the construction characteristics of the submarine data center, screen the key indicators that affect construction safety and quality, and set the quantitative safety threshold range for these indicators. Steps 1-4: Statistically analyze the monthly data based on the number of days meeting the standards and the effective operation rate, excluding periods of concentrated extreme weather outside of the number of days meeting the standards; Steps 1-5: Adjust the priority of the window period based on the environmental sensitivity of the core process.

[0009] Steps 1-6: Refine and verify the candidate window period, that is, analyze the stability of daily indicators within the period and exclude scattered days that meet the standards on a single day but have sudden weather changes before and after.

[0010] Preferably, in step 1-1, the historical hydrological and meteorological data includes five core indicators: wind speed, significant wave height, tidal current velocity, precipitation, and the periods of influence of typhoons and cold waves.

[0011] Preferably, in steps 1-2, the monthly average wind speed table includes the year, month, monthly average wind speed, daily average wind speed within the month, number of days with daily average wind speed ≤ level 6 within the month, number of extreme wind speeds occurring within the month, and duration of such occurrences. The daily significant wave height statistics table includes the date, daily average significant wave height, daily maximum significant wave height, duration of wave height ≤ 1.5m, and warning period for excessive wave height. The table of tide velocity distribution by time period includes date, high tide period, average high tide velocity, low tide period, average low tide velocity, and the optimal operating window for tidal velocity ≤ 1.5 m / s.

[0012] Preferably, in steps 1-3, setting the quantized safety threshold range specifically includes: The safe threshold range for daily average wind speed is ≤ level 6; The safe threshold range for significant wave height is ≤1.5m; The safe threshold range for tidal current velocity is ≤1.5m / s; The safe threshold range for extreme weather is the absence of typhoons, cold waves, and heavy rain. The safe threshold range for visibility is ≥5km.

[0013] Preferably, in steps 1-5, for highly sensitive processes such as overall hoisting and foundation pile positioning, the highly sensitive processes must simultaneously meet the quantified safety threshold range of all indicators, and the duration of meeting the standards must be ≥72 hours, so as to ensure the continuity of the process. For medium-sensitivity processes such as grouting and submarine cable laying, when carried out in short periods of wind speed ≤ 7 and significant wave height ≤ 2.0m, tugboats are required for emergency support. Methods for adjusting window priority include: combining the overall project duration requirements, prioritizing monthly clusters with concentrated days meeting standards, an effective work rate of ≥60%, and low extreme weather risk to form candidate windows.

[0014] Preferably, in step 1, the prefabrication of foundation piles, jacket structure, data warehouse segments, and superstructure is completed at the marine base where the seabed data center, constructed simultaneously on the sea surface and underwater, is located. Specifically, the data warehouse is divided into 5 segments by height, the superstructure is divided into 3-layer platforms, and the jacket structure is disassembled into three sections: upper, middle, and lower. Steps 1-7: Use marine engineering steel plates, and purchase whole plates or spliced ​​plates according to the design requirements of pile diameter and pile length to ensure the yield strength of the steel plates; Steps 1-8: Cut the material to the design dimensions using a CNC plasma cutting machine, leaving a 20-30mm allowance for welding shrinkage; roll the material into a circle using a three-roll plate rolling machine; Steps 1-9: Disassemble and prefabricate the jacket structure according to the disassembly and division standards and prefabrication process; Steps 1-10: Disassemble and prefabricate the data warehouse according to the disassembly and division standards and prefabrication process; Steps 1-11: Prefabricate the upper modules according to the disassembly and division standards and prefabrication process.

[0015] Preferably, step 2 specifically includes: A suspended pile stabilization platform was used for assisted positioning. The real-time positioning method was achieved by using an old anchor vessel in conjunction with a GNSS-RTK timing system. Four process piles were constructed first, and then the pile stabilization platform was installed. A YC-80 hydraulic impact hammer was used to drive four Φ2800mm steel pipe piles to the design elevation (pile top elevation -5.00m), controlling the verticality of the pile body to ≤0.3% and the pile top error to ≤2cm. During the pile driving process, the silt inside the pile was cleaned and the sealing plate was installed simultaneously.

[0016] Preferably, step 3 specifically includes: During the foundation pile construction phase, divers worked together to pre-connect and position the lower section of the jacket structure with the foundation piles, leaving a grouting ring space, and simultaneously laying the underwater anti-corrosion coating. The prefabricated middle section of the jacket, data warehouse sections 1 to 4, and the bottom platform of the upper module were transported to the construction sea area using SPMT modular vehicles. The data warehouse sections were assembled on the sea surface using a crane vessel. The data warehouse sections were installed in order from bottom to top, and the double bottom tightness test and weld vacuum test were completed simultaneously.

[0017] Preferably, step 4 specifically includes: After the underwater foundation piles pass inspection and the sea surface assembly structure meets the lifting conditions, the jacket, data warehouse and superstructure are hoisted to the sea surface using a four-hook hoisting process. The jacket legs are then inserted into the foundation piles using the GPS receiver and GNSS positioning software mounted on the superstructure, combined with underwater assisted positioning by divers.

[0018] Preferably, step 5 specifically includes: Underwater grouting operations were carried out in the annular space between the jacket and the foundation piles. A special grouting vessel was used to pump epoxy heavy-duty anti-corrosion grout. After thick grout appeared at the overflow port, grouting was continued at a low flow rate. At the same time, switch cabinets, cooling equipment and electrical facilities were installed on the upper block platform on the sea surface, and submarine cables were laid simultaneously.

[0019] Preferably, step 6 specifically includes: After grouting and curing are completed, the stabilizing platform and process piles are removed, and the anti-corrosion coating of the underwater part of the data warehouse is re-inspected and repaired.

[0020] The beneficial effects of the present invention are as follows, compared with the prior art: This enables coordinated construction of underwater foundations and surface structures, shortening the traditional step-by-step operation cycle by more than 40% and adapting to the limited construction window at sea. GNSS-RTK positioning and diver-assisted positioning are used, combined with pile stabilization platform technology, to ensure the docking accuracy of the foundation piles and jacket, and to meet the sealing and positioning requirements of the data warehouse; The data warehouse was prefabricated in sections and assembled on the sea surface simultaneously, with tightness tests and anti-corrosion processes to ensure the cooling effect and structural durability of the underwater part; The integrated hoisting and simultaneous grouting technology reduces the number of offshore hoisting operations, mitigates the impact of wind and waves on construction, and improves operational safety and efficiency. Attached Figure Description

[0021] Figure 1 This is a flowchart of the method for installing a submarine data center using a combined surface and underwater construction approach, as described in this invention. Detailed Implementation

[0022] 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.

[0023] like Figure 1 As shown, this invention proposes a method for installing a subsea data center using a combined surface and underwater construction approach, comprising the following steps: In a preferred but non-limiting embodiment of the present invention, step 1 specifically includes: Based on hydrological and meteorological data of the construction area for the submarine data center, which is being constructed both on the surface and underwater, the construction window period will be determined. At the marine base where the submarine data center is located, the foundation piles, jacket structure, data warehouse sections, and superstructure will be prefabricated. The data warehouse will be divided into five sections by height, the superstructure will consist of three platform layers, and the jacket structure will be disassembled into three sections: upper, middle, and lower. A crane vessel, cable-laying vessel, SPMT modular vehicle, and GNSS-RTK positioning system will be provided. The main construction window period is expected to be from April to August. The crane vessel will have a lifting capacity of ≥2400t.

[0024] In a preferred but non-limiting embodiment of the present invention, the method for determining the construction window period in step 1 based on hydrological and meteorological data of the construction area of ​​the submarine data center constructed in a coordinated manner on the sea surface and underwater specifically includes: The determination of the main construction window period is based on the statistical analysis of historical hydrological and meteorological data of the construction sea area, the screening of key environmental indicator thresholds, and the analysis of the suitability of construction procedures. By quantifying the impact of adverse factors, the optimal time period that meets the requirements of safety and efficiency of offshore operations is identified. The core process includes data collection, indicator screening, threshold setting, time period matching, and window period verification. The specific methods are as follows: Step 1-1: Collect hydrological and meteorological historical data for the past 5-10 years for the construction area of ​​the submarine data center, which is constructed in a coordinated manner on the sea surface and underwater. The sources of the hydrological and meteorological historical data include measured data provided by the owner, publicly available data from marine meteorological observation stations, and navigation notices from maritime authorities. In a preferred but non-limiting embodiment of the present invention, in step 1-1, the historical hydrological and meteorological data includes five core indicators such as wind speed, significant wave height, tidal current velocity, precipitation, and the period of influence of typhoons and cold waves.

[0025] Steps 1-2: Split the data by month and day to create a monthly average wind speed table, a daily significant wave height statistics table, and a tidal current speed distribution table. Highlight the occurrence time and duration of extreme weather events; extreme weather events include typhoons, rainstorms, or cold waves. In a preferred but non-limiting embodiment of the present invention, in steps 1-2, the monthly average wind speed table statistically analyzes the average wind speed data of the construction sea area according to the natural month, intuitively presenting the overall level and fluctuation pattern of wind speed in different months. The monthly average wind speed table includes the year, month, monthly average wind speed, daily average wind speed within the month, number of days with daily average wind speed ≤ level 6 within the month, number of extreme wind speeds occurring within the month, and duration of occurrence; the extreme wind speed within the month can be ≥ level 8. The monthly average wind speed table is used to quickly screen months with suitable wind speeds (such as months with average wind speed ≤ level 6) and exclude periods of concentrated strong winds (such as winter cold waves and summer typhoon peak months).

[0026] The Daily Significant Wave Height Statistics Table compiles the significant wave height of a sea area on a calendar day, reflecting the intensity of daily sea surface fluctuations. The significant wave height is the representative wave height where wave energy is concentrated. The table includes the date, daily average significant wave height, daily maximum significant wave height, duration of wave height ≤ 1.5m, and warning periods for excessive wave height; excessive wave height is defined as significant wave height ≥ 2.0m. The Daily Significant Wave Height Statistics Table is used to accurately identify suitable times for offshore operations each day (such as hoisting and pile driving, which require stable wave height), avoiding highly sensitive procedures during periods of strong waves.

[0027] The tidal current velocity distribution table tracks daily changes in current velocity during high and low tides and their corresponding time periods, clarifying the impact of tidal currents on underwater operations. The low tide velocity is typically greater than the high tide velocity. The table includes the date, high tide period (e.g., 02:00-08:00), average high tide velocity, low tide period (e.g., 10:00-16:00), average low tide velocity, and the optimal operating window for velocities ≤1.5 m / s. This table is used to match underwater procedures (such as pile driving and grouting) to the period with the lowest current velocity, minimizing the interference of tidal currents on structural positioning and underwater docking.

[0028] Steps 1-3: Based on the construction characteristics of the submarine data center, screen the key indicators that affect construction safety and quality. The construction characteristics of the submarine data center include foundation pile driving, overall hoisting, grouting operations, etc., and set the quantitative safety threshold range of the indicators accordingly. In a preferred but non-limiting embodiment of the present invention, setting the quantized safety threshold range in steps 1-3 specifically includes: The safe threshold range for daily average wind speed is ≤6. When the wind speed exceeds 6, the lifting stability of the crane vessel is insufficient, which can easily lead to structural collision or positioning deviation. The safe threshold range for effective wave height is ≤1.5m. Effective wave height exceeding 1.5m will affect the positioning accuracy of ships and increase the difficulty of underwater operations such as pile driving and grouting. The safe threshold range for tidal current velocity is ≤1.5m / s. Excessive tidal current velocity will cause the steel pipe pile to shift in position and increase the resistance of underwater docking of the hoisting structure. The safety threshold range for extreme weather is the absence of typhoons, cold waves, and heavy rain. Typhoons and cold waves will directly interrupt operations, and heavy rain will affect the installation of electrical equipment. The safe visibility threshold range is ≥5km, which ensures the safety of GPS positioning, diver-assisted operations, and ship navigation.

[0029] Steps 1-4: Statistically analyze the monthly data by the number of days meeting the standards (the number of days meeting the quantitative safety threshold range of all indicators) and the effective operation rate (number of days meeting the standards / total number of days in the month × 100%), excluding periods of concentrated extreme weather outside of the number of days meeting the standards; In steps 1-4, the focus is on analyzing the correlation between wind speed and wave height: when the wind speed is ≤ level 6, the corresponding wave height is checked simultaneously to see if it is ≤ 1.5m, and invalid days with wind speed meeting the standard but effective wave height exceeding the standard are eliminated; combined with the tidal characteristics, priority is given to selecting the number of days that meet the standard during the ebb and flow transition period (lowest current speed) to improve operational efficiency.

[0030] Steps 1-5: Adjust the priority of the window period based on the environmental sensitivity of the core process.

[0031] In a preferred but non-limiting embodiment of the present invention, in steps 1-5, for highly sensitive processes such as overall hoisting and foundation pile positioning, the highly sensitive processes must simultaneously meet the quantified safety threshold range of all indicators, and the duration of meeting the standards must be ≥72 hours, so as to ensure the continuity of the process. For medium-sensitivity processes such as grouting and submarine cable laying, these processes should be carried out during short periods of wind speed ≤ 7 and significant wave height ≤ 2.0m, but tugboats should be provided for emergency support. Methods for adjusting window priority include: combining the overall project duration requirements, prioritizing monthly clusters with concentrated days meeting standards, an effective work rate of ≥60%, and low extreme weather risk to form candidate windows.

[0032] Steps 1-6: Refine and verify the candidate window period (e.g., April-August), that is, analyze the stability of daily indicators within the period, exclude scattered days with single-day compliance but sudden weather changes before and after, and ensure that the number of consecutive days with compliance within the window period is ≥15 days / month.

[0033] If the core process (such as overall hoisting) requires 7-10 consecutive days, it is necessary to lock in a continuous period without extreme weather warnings and with small fluctuations in indicators within the candidate window period, and finally determine the main construction window period (such as mid-April to late August).

[0034] In step 1, the method for determining the construction window period based on hydrological and meteorological data of the construction area of ​​the subsea data center, which is constructed in a coordinated manner on the sea surface and underwater, specifically includes: One month before construction, obtain short-term weather forecasts (72-hour accurate forecasts) and make minor adjustments to unfavorable weather periods within the main weather window to plan ahead and avoid these periods. Establish a daily weather inspection system and check real-time wind speed and effective wave height data before construction each day. If the indicators exceed the threshold, immediately initiate an emergency work stoppage to ensure construction safety.

[0035] In a preferred but non-limiting embodiment of the present invention, in step 1, the prefabrication of foundation piles, jacket structure, data warehouse segments, and superstructure is completed at the marine base where the seabed data center, constructed in a coordinated manner on the sea surface and underwater, is located. Specifically, the data warehouse is divided into 5 segments according to height, the superstructure is divided into 3-layer platforms, and the jacket structure is disassembled into three segments: upper, middle, and lower. Steps 1-7: Use DH36 marine engineering steel plates. Purchase whole plates or spliced ​​plates according to the design requirements of pile diameter Φ2800mm and pile length 56m to ensure that the yield strength of the steel plates is ≥355MPa and meets the standards for marine engineering structure steel. Steps 1-8: Cut the material to the design dimensions using a CNC plasma cutting machine, leaving a 20-30mm allowance for welding shrinkage; roll the material into a circle using a three-roll plate rolling machine, controlling the roundness error to ≤3mm / m and the misalignment at the joint to ≤2mm; use submerged arc automatic welding for the butt welds, ensuring full penetration and achieving a first-class weld quality level, followed by non-destructive testing; spray the outer surface with epoxy heavy-duty anti-corrosion paint, leaving a welding interface between the pile top and pile tip, and ensuring proper protection; quality control: inspect the straightness, verticality, and weld sealing of the pile body before leaving the factory to ensure that the requirements for pile driving construction are met.

[0036] Steps 1-9: Disassemble and prefabricate the jacket structure according to the disassembly and division standards and prefabrication process; The disassembly and classification criteria for disassembling the guide frame include: The upper section is divided into sections, namely the area connected to the upper block, with a top elevation of +22.75m. This includes the flange structure that connects to the upper block, which is prefabricated separately and then assembled synchronously with the upper block. The standard for disassembling and dividing the middle section, namely the middle main structure, with a pipe diameter of Φ900~Φ2380, is to be decomposed into two main pieces, A and B, plus two scissor braces. The segmentation position is selected at the structural corner to facilitate closure. The lower section is divided into two parts: the area where it connects with the foundation piles, with a bottom elevation of -11.00m. It is divided into two side pieces and one top piece. The top piece includes a horizontal pipe and a double H-beam, with a reserved interface for grouting pipe installation.

[0037] The prefabrication process for jacket stents includes: The prefabrication process for material cutting includes CNC cutting of main pipes, cross braces, diagonal braces and other components according to the disassembly dimensions, with DH36 steel plates used as the main material; The prefabrication process for assembly includes assembling the main body of the middle section on the jig, and constructing it in the order of main leg positioning, rolling, assembly, and horizontal / diagonal bracing installation, while controlling the size error of the body to ≤5mm. The prefabrication process for welding includes the TKY node adopting the 6GR welding evaluation process, the fillet weld leg height being 0.8 times the thinnest plate thickness, and sandblasting for rust removal after welding; The prefabrication process for coating includes spraying an anti-corrosion coating onto the outer surface according to the design requirements after the segmented production is completed (epoxy heavy-duty anti-corrosion coating for underwater section, and zinc-rich primer + epoxy glass flake paint for above-water section). The prefabrication process for the pre-assembly rehearsal includes three pre-assembly sections in the factory, checking the interface matching degree, and reserving a 10-15mm on-site adjustment allowance.

[0038] Steps 1-10: Disassemble and prefabricate the data warehouse according to the disassembly and division standards and prefabrication process; The criteria for distinguishing between data warehouse disassembly and prefabrication include: The disassembly and division criteria for Section 1 are as follows: height 3.5m, plate thickness 16mm, bottom structure, including double-layer bottom sealing structure; The disassembly and division criteria for Section 2 are as follows: height 3.5m, plate thickness 16mm, lower equipment installation layer; The disassembly and division criteria for segment 3 are: height 3.4m, plate thickness 16mm, and middle equipment layer. The disassembly and division criteria for segment 4 are: height 5.0m, plate thickness 14mm, and upper equipment layer. The standard for the disassembly of segment 5 is that the height is 1.8m, the plate thickness is 14mm, and the top and upper block connection section is reserved with a height adjustment margin of 30mm. Each segment is divided into 3 pieces along its perimeter for easy transportation and assembly. The segment interfaces adopt a double sealing structure of flange and welding.

[0039] The data warehouse disassembly and prefabrication process includes: The cylinder wall is rolled into sections using a single-curvature plate rolling machine, with the misalignment at the joints ≤1.5mm. After welding, a vacuum tightness test is performed. Section 1 is installed with a double-layer bottom, and sections 2-4 are installed with equipment supports, pipe wells (weak current, drainage, and refrigerant pipe wells) and ladders. A 3D BIM model is used to check for collisions. The inner surface is coated with anti-rust paint, and the outer surface is coated in sections according to the immersion depth (800μm epoxy anti-corrosion for the underwater section and 500μm epoxy glass flake paint for the splash zone). Sealing strips are added to the section joints. After each segment is manufactured, the inner diameter (error ≤ ±3mm) and perpendicularity (≤ 0.2%) are checked. The joint surfaces of the segments are machined to be flat to ensure a tight seal.

[0040] Steps 1-11: Prefabricate the upper modules according to the disassembly and division standards and prefabrication process.

[0041] The layering criteria for prefabrication of upper modules include: The basic platform is divided into layers, with dimensions of 21.0m × 23.1m, a layer height of 4.2m, and a load capacity of 78.7t of equipment, including enclosed compartments and corrugated panels. The standard for dividing the middle platform into layers is as follows: each layer is 4.2m high, can support 97.9t of equipment, and houses the cooling system and electromechanical pipelines. The top-level platform is divided into layers with a height of 4.2m, capable of supporting 110.6t of equipment, and features an open design with reserved interfaces for switch cabinets and submarine cables. Each layer is divided into two pieces measuring 21m x 10.5m for easy manufacturing and transportation within the factory.

[0042] The prefabrication process for the upper module prefabrication includes: The frame is constructed using Q355C steel, with full penetration welding at the joints between columns and beams, ensuring the frame's flatness error is ≤3mm. A steel grating (hot-dip galvanized, 8mm thick) is laid, welded, and then treated for slip resistance. Embedded plates and fixing bolts are pre-installed according to the equipment weight, with the exposed bolt length meeting installation requirements. Cable trays and refrigerant pipes are pre-installed, with reserved interface locations, and BIM modeling is used to optimize pipeline routing. The layered panels are assembled into a complete platform within the factory, and the platform's load-bearing capacity is tested (≥2.5 times the design load) to ensure it meets the requirements for hoisting and equipment operation.

[0043] Step 2: Simultaneously construct the underwater foundation piles for the installation of the subsea data center, which is being constructed both on the sea surface and underwater. In a preferred but non-limiting embodiment of the present invention, step 2 specifically includes: A suspended pile stabilization platform was used for assisted positioning. The real-time positioning method was achieved by using an old anchor vessel in conjunction with a GNSS-RTK timing system. Four process piles were constructed first, and then the pile stabilization platform was installed. A YC-80 hydraulic impact hammer was used to drive four Φ2800mm steel pipe piles to the design elevation (pile top elevation -5.00m), controlling the verticality of the pile body to ≤0.3% and the pile top error to ≤2cm. During the pile driving process, the silt inside the pile was cleaned and the sealing plate was installed simultaneously.

[0044] Old anchor vessels are specialized vessels used for auxiliary positioning and anchoring during offshore construction. Their core function is to provide a stable working benchmark for processes such as construction of process piles and installation of pile stabilization platforms, essentially serving as temporary positioning support vessels at sea.

[0045] An example of step 2 is shown below: The structure employs a lightweight steel frame, with overall dimensions of 28.3m × 28.3m × 5m and a weight of approximately 130t. It includes four pre-drilled guide holes for steel pipe piles, along with supporting process piles. A GNSS-RTK positioning system (positioning accuracy ≤ 5cm) is used, with one receiver terminal installed on the old anchor vessel, the pile stabilization platform, and the top of the steel pipe piles. This system connects to professional positioning software, displaying real-time three-dimensional coordinates. Equipment includes a YC-80 hydraulic impact hammer, a pile driver, a 350t crane vessel, an air-lift reverse circulation mud suction device, and a mud recovery tank. Prior to construction, sonar was used to survey the seabed topography, determine the submarine cable route, and RTK handheld devices were used for positioning and marking, planning anchor positions and construction areas to avoid contact with underwater obstacles.

[0046] When the old anchor vessel enters the construction area, four positioning anchors are deployed to fix the vessel's position. A GNSS-RTK positioning system is used for coarse positioning, and the vessel's hull is adjusted to align with the designed position of the process piles. The anchor cables are then tightened for stability. A crane vessel lifts one process pile, and with the assistance of the old anchor vessel's hull, the pile tip is lowered to the seabed mud surface. The GNSS-RTK positioning system is used to monitor the pile's position in real time, and the old anchor vessel's anchor cables are adjusted to ensure the center coordinate deviation of the process pile is ≤10cm. An S400 hydraulic vibratory hammer is used to drive the process pile to the designed elevation (top elevation + 5.3m), controlling the verticality to ≤0.5%. The construction of all four process piles is completed sequentially, and the relative positions between the piles are checked obliquely using a measuring rope, with an error ≤15cm.

[0047] The crane vessel lifts the suspended pile stabilization platform and slowly moves it above the four process piles, fitting the platform's pre-drilled holes into the top of the process piles. Divers assist underwater, using high-strength bolts to secure the platform to the top of the process piles, ensuring the platform's levelness error is ≤3mm / m, thus establishing a stable positioning benchmark. The steel pipe piles are transported to the site by a barge, and the 350t crane vessel uses a three-point lifting process, employing a ring-shaped synthetic fiber sling (rated load 300t) to lift the steel pipe piles. Next, the position of the crane vessel was adjusted, and the steel pipe pile was slowly inserted into the guide hole of the pile stabilization platform. It sank to the mud surface using its own weight. The GNSS-RTK positioning system monitored the pile top coordinates in real time, and the anchor cable was fine-tuned using the old anchor vessel to ensure the pile's planar position error was ≤5cm. The crane vessel then lifted the YC-80 hydraulic impact hammer, fitted it onto the top of the steel pipe pile, and slowly lowered it until the hammer body was in contact with the pile top. The impact hammer was then started with minimum energy for initial testing, gradually increasing the hammering energy. During the pile driving process, the GNSS-RTK positioning system continuously monitors the verticality of the pile body and checks it once every 1m of driving. If the verticality deviation exceeds 0.3%, it is corrected by adjusting the impact hammer force point or the position of the old anchor boat. When the top elevation of the pile is 3m higher than the pile stabilization platform, the impact hammer is lifted off, the pile driver is installed, the elevation of the pile driver is checked, and the pile driving continues. When the pile is 1.5m away from the design elevation (-5.00m), the penetration is recorded once every 25cm of driving, and the penetration is controlled to be ≤20mm.

[0048] Pile top elevation control: After the pile driver is driven to the design elevation, stop hammering, lift the pile driver away, and use a depth gauge to check the actual elevation of the pile top. The error should be ≤ ±2cm. If it does not meet the requirements, re-pile or adjust.

[0049] Subsequently, air-lift reverse circulation dredging was applied. After the pile driving was completed, the air-lift reverse circulation suction pipe was inserted into the steel pipe pile, and the equipment was started to remove the silt inside the pile. The dredging depth was reduced to 50cm below the design elevation, and the silt was collected through a mud recovery tank to avoid polluting the sea area. A crane vessel lifted the grouting sealing plate (suitable for a pile inner diameter of 2742mm) and lowered it to the designed position inside the pile. Divers entered the pile to check the fit of the sealing plate and used fixing bolts to tighten the sealing plate to the inner wall of the pile to ensure a good seal and prevent grout leakage during grouting.

[0050] After completing the construction of the four steel pipe piles in sequence, the crane ship lifted the pile stabilization platform, and the four process piles were removed with an APE800 vibratory hammer. The construction site was then cleaned up in preparation for the subsequent hoisting of the jacket structure.

[0051] Step 3: Perform the collaborative assembly of the surface and underwater structures for the installation of the subsea data center, which involves coordinated construction on the sea surface and underwater. In a preferred but non-limiting embodiment of the present invention, step 3 specifically includes: During the foundation pile construction phase, divers worked together to pre-connect and position the lower section of the jacket structure with the foundation piles, leaving a grouting ring space, and simultaneously laying the underwater anti-corrosion coating. The prefabricated middle section of the jacket, data warehouse sections 1 to 4, and the bottom platform of the upper module are transported to the construction sea area using SPMT modular vehicles. The data warehouse sections are assembled on the sea surface using crane vessels. The data warehouse sections are installed in order from bottom to top, and the double bottom tightness test (gas test) and weld vacuum inspection are completed simultaneously.

[0052] Step 4: Perform overall hoisting and precise docking of the subsea data center, which is constructed in a coordinated manner on the sea surface and underwater; In a preferred but non-limiting embodiment of the present invention, step 4 specifically includes: After the underwater foundation piles pass inspection and the sea surface assembly structure meets the lifting conditions, the jacket, data warehouse and upper module as a whole structure (weighing about 1100t) are hoisted to the sea surface using a four-hook hoisting process. Using the GPS receiver and GNSS positioning software on the upper module, combined with underwater assisted positioning by divers, the jacket legs are precisely inserted into the foundation piles to complete the initial fixation.

[0053] In step 4, the method of precisely inserting the jacket support legs into the foundation piles using the GPS receiver and GNSS positioning software mounted on the upper module, combined with underwater assisted positioning by divers, specifically includes: Three GPS receiver terminals were installed on the top platform of the upper module, distributed at the vertices of the platform triangle. These terminals were connected to GNSS positioning software and synchronously bound to the preset coordinates of the foundation piles (the center coordinates and top elevation of the four foundation piles were pre-calibrated using an RTK positioning system). Water level markings were marked on the outside of the four legs of the jacket structure to facilitate divers' observation of the lowering depth. Before hoisting, the positioning system was tested on the transport ship deck, ensuring the GPS receiver terminals received signals from at least 8 satellites with a positioning accuracy of ≤3cm. The lowering trajectory of the jacket structure was simulated using GNSS software, and the foundation pile coordinate parameters were input to generate a real-time alignment interface between the legs and pile positions, ensuring data transmission delay ≤1s.

[0054] The crane vessel enters the site during the construction window, entering from the west side of the wind farm against the current. It uses RTK positioning of the anchor boat to drop 8 positioning anchors and adjusts the hull to align the longitudinal axis of the crane vessel with the central axis of the jacket structure, with a positional deviation of ≤50cm.

[0055] The ship's attitude is monitored in real time using a ship inclinometer, with a longitudinal tilt of ≤0.5° and a transverse tilt of ≤0.3°; two high-powered tugboats are deployed to the side of the ship for surveillance, and the anchor cable tension is adjusted in real time to counteract the influence of the tidal current on the ship's position, ensuring that the ship's position deviation is ≤10cm during the lifting process.

[0056] Then, the crane vessel used a four-hook lifting process to lift the overall structure of the jacket, data compartment, and superstructure off the transport vessel. The lifting speed was controlled at 0.5 m / min. When the bottom of the structure was 1 m above the sea surface, the lifting was paused to check the stability of the GPS signal and the levelness of the structure. The GNSS positioning software was started to display the horizontal deviation between the four outriggers and the corresponding foundation piles in real time. The crane vessel was moved by adjusting the anchor cables to ensure that the horizontal deviation between the center of the outriggers and the center of the foundation piles was ≤10 cm. The structure was then slowly lowered at a speed ≤0.3 m / min. The lifting was paused again when the bottom of the outriggers was 5 m above the top surface of the foundation piles.

[0057] Next, two divers (one for each of the two outriggers) descended into the water, carrying underwater lighting equipment, walkie-talkies, and laser rangefinders. They submerged near the top of the foundation piles to observe the lowering posture and alignment of the jacket outriggers. The divers used the laser rangefinders to measure the circumferential clearance between the outriggers and the inner wall of the foundation pile, and relayed this information to the command post on the ship. The command post used GNSS software to fine-tune the position of the crane vessel to ensure uniform circumferential clearance between the outriggers. They observed the water level markings on the outer side of the outriggers to confirm the lowering depth. When the bottom of the outrigger was 1 meter away from the foundation pile cap, the crane vessel was instructed to slow down the lowering speed, controlling it to ≤0.1 m / min.

[0058] The divers then continuously provided alignment data, and the GNSS software corrected deviations in real time to ensure that the outriggers were inserted vertically along the central axis of the foundation pile without any obstruction during insertion. The lowering was stopped when the top flange of the outrigger reached the design elevation (its relative position to the top of the foundation pile met the requirements). Divers installed temporary positioning pins underwater to temporarily lock the jacket outriggers to the foundation pile, preventing displacement of the structure due to tidal fluctuations before grouting. The positioning accuracy of the outriggers was finally verified on board using GNSS software; the planar deviation was ≤5mm and the verticality ≤0.3%. Once these requirements were met, the positioning was completed.

[0059] Step 5: Perform simultaneous grouting and equipment installation for the subsea data center, which is constructed both on the sea surface and underwater. In a preferred but non-limiting embodiment of the present invention, step 5 specifically includes: Underwater grouting operations were carried out in the annular space between the jacket and foundation piles (grouting height 7.5m, range ▽-5.00m~▽-12.50m). A specialized grouting vessel was used to pump epoxy heavy-duty anti-corrosion grout, and low-flow grouting continued after thick grout appeared at the overflow point. Simultaneously, 35KV switchgear, cooling equipment, and other electrical facilities were installed on the upper platform above the sea surface, and submarine cables were laid concurrently. The submarine cables were towed into the data warehouse via J-tubes.

[0060] Step 6: Conduct final acceptance testing of the installation of the subsea data center, which is constructed in a coordinated manner on the sea surface and underwater.

[0061] In a preferred but non-limiting embodiment of the present invention, step 6 specifically includes: After grouting and curing, the stabilizing platform and process piles were removed. The anti-corrosion coating of the underwater part of the data warehouse was re-inspected and repaired. The sealing performance of the data warehouse and the effect of seawater cooling circulation were tested. The upper module equipment was debugged and put into power-on trial operation.

[0062] The beneficial effects of the present invention are as follows, compared with the prior art: This enables coordinated construction of underwater foundations and surface structures, shortening the traditional step-by-step operation cycle by more than 40% and adapting to the limited construction window at sea. GNSS-RTK positioning and diver-assisted positioning are used, combined with pile stabilization platform technology, to ensure the docking accuracy of the foundation piles and jacket, and to meet the sealing and positioning requirements of the data warehouse; The data warehouse was prefabricated in sections and assembled on the sea surface simultaneously, with tightness tests and anti-corrosion processes to ensure the cooling effect and structural durability of the underwater part; The integrated hoisting and simultaneous grouting technology reduces the number of offshore hoisting operations, mitigates the impact of wind and waves on construction, and improves operational safety and efficiency.

[0063] 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 installing a subsea data center using a combined surface and underwater construction approach, characterized in that, include: Step 1: Conduct preliminary preparations for the installation of the subsea data center, which involves coordinated construction on the sea surface and underwater; Step 2: Simultaneously construct the underwater foundation piles for the installation of the subsea data center, which is being constructed both on the sea surface and underwater. Step 3: Perform the collaborative assembly of the surface and underwater structures for the installation of the subsea data center, which involves coordinated construction on the sea surface and underwater. Step 4: Perform overall hoisting and precise docking of the subsea data center, which is constructed in a coordinated manner on the sea surface and underwater; Step 5: Perform simultaneous grouting and equipment installation for the subsea data center, which is constructed both on the sea surface and underwater. Step 6: Conduct final acceptance testing of the installation of the subsea data center, which is constructed in a coordinated manner on the sea surface and underwater.

2. The method for installing a subsea data center using a combined surface and underwater construction approach as described in claim 1, characterized in that, Step 1 specifically includes: Based on the hydrological and meteorological data of the construction area of ​​the submarine data center, which is being constructed in a coordinated manner both on and under the sea surface, the construction window period was determined. At the marine base where the submarine data center is located, the foundation piles, jacket structure, data warehouse segments, and superstructure were prefabricated. The data warehouse was divided into 5 segments according to height, the superstructure was divided into 3-layer platforms, and the jacket structure was disassembled into three sections: upper, middle, and lower. Crane vessels, cable-laying vessels, SPMT modular vehicles, and GNSS-RTK positioning systems were provided.

3. The method for installing a subsea data center using coordinated surface and underwater construction as described in claim 2, characterized in that, In step 1, the method for determining the construction window period based on hydrological and meteorological data of the construction area of ​​the subsea data center, which is constructed in a coordinated manner on the sea surface and underwater, specifically includes: Step 1-1: Collect hydrological and meteorological historical data for the past 5-10 years for the construction area of ​​the seabed data center, which is constructed in a coordinated manner on the sea surface and underwater. Steps 1-2: Split the data by month and day to form a monthly average wind speed table, a daily significant wave height statistics table, and a period distribution table of ebb and flow tide speeds, and mark the occurrence time and duration of extreme weather events; Steps 1-3: Based on the construction characteristics of the submarine data center, screen the key indicators that affect construction safety and quality, and set the quantitative safety threshold range for these indicators. Steps 1-4: Statistically analyze the monthly data based on the number of days meeting the standards and the effective operation rate, excluding periods of concentrated extreme weather outside of the number of days meeting the standards; Steps 1-5: Adjust the priority of the window period based on the environmental sensitivity of the core processes; Steps 1-6: Refine and verify the candidate window period, that is, analyze the stability of daily indicators within the period and exclude scattered days that meet the standards on a single day but have sudden weather changes before and after.

4. The method for installing a subsea data center using coordinated surface and underwater construction as described in claim 3, characterized in that, In step 1-1, the historical hydrological and meteorological data includes five core indicators: wind speed, significant wave height, tidal current velocity, precipitation, and the periods of influence of typhoons and cold waves. In steps 1-2, the monthly average wind speed table includes the year, month, monthly average wind speed, daily average wind speed within the month, number of days with daily average wind speed ≤ level 6 within the month, number of extreme wind speeds occurring within the month, and duration of extreme wind speeds. The daily significant wave height statistics table includes the date, daily average significant wave height, daily maximum significant wave height, duration of wave height ≤ 1.5m, and warning period for excessive wave height. The table of tidal velocity distribution by time period includes date, high tide period, average high tide velocity, low tide period, average low tide velocity, and the optimal operating window for tidal velocity ≤ 1.5 m / s; In steps 1-3, setting the quantized safety threshold range specifically includes: The safe threshold range for daily average wind speed is ≤ level 6; The safe threshold range for significant wave height is ≤1.5m; The safe threshold range for tidal current velocity is ≤1.5m / s; The safe threshold range for extreme weather is the absence of typhoons, cold waves, and heavy rain. The safe threshold for visibility is ≥5km; In steps 1-5, for highly sensitive processes such as overall hoisting and foundation pile positioning, these processes must simultaneously meet the quantified safety threshold range of all indicators and maintain compliance for ≥72 hours to ensure process continuity. For medium-sensitivity processes such as grouting and submarine cable laying, when carried out in short periods of wind speed ≤ 7 and significant wave height ≤ 2.0m, tugboats are required for emergency support. Methods for adjusting window priority include: combining the overall project duration requirements, prioritizing monthly clusters with concentrated days meeting standards, an effective work rate of ≥60%, and low extreme weather risk to form candidate windows.

5. The method for installing a subsea data center using coordinated surface and underwater construction as described in claim 4, characterized in that, In step 1, the prefabrication of foundation piles, jacket structures, data warehouse segments, and superstructure blocks is completed at the marine base where the seabed data center, constructed both on the sea surface and underwater, is located. The data warehouse is divided into five segments by height, the superstructure blocks are divided into three platform layers, and the jacket structure is disassembled into three sections: upper, middle, and lower. Specifically, this includes: Steps 1-7: Use marine engineering steel plates, and purchase whole plates or spliced ​​plates according to the design requirements of pile diameter and pile length to ensure the yield strength of the steel plates; Steps 1-8: Cut the material to the design dimensions using a CNC plasma cutting machine, leaving a 20-30mm allowance for welding shrinkage; roll the material into a circle using a three-roll plate rolling machine; Steps 1-9: Disassemble and prefabricate the jacket structure according to the disassembly and division standards and prefabrication process; Steps 1-10: Disassemble and prefabricate the data warehouse according to the disassembly and division standards and prefabrication process; Steps 1-11: Prefabricate the upper modules according to the disassembly and division standards and prefabrication process.

6. The method for installing a subsea data center using a combined surface and underwater construction approach according to claim 5, characterized in that, Step 2 specifically includes: A suspended pile stabilization platform was used for assisted positioning. The real-time positioning method was achieved by using an old anchor vessel in conjunction with a GNSS-RTK timing system. Four process piles were constructed first, and then the pile stabilization platform was installed. A YC-80 hydraulic impact hammer was used to drive four Φ2800mm steel pipe piles to the design elevation (pile top elevation -5.00m), controlling the verticality of the pile body to ≤0.3% and the pile top error to ≤2cm. During the pile driving process, the silt inside the pile was cleaned and the sealing plate was installed simultaneously.

7. The method for installing a subsea data center using coordinated surface and underwater construction as described in claim 6, characterized in that, Step 3 specifically includes: During the foundation pile construction phase, divers worked together to pre-connect and position the lower section of the jacket structure with the foundation piles, leaving a grouting ring space, and simultaneously laying the underwater anti-corrosion coating. The prefabricated middle section of the jacket, data warehouse sections 1 to 4, and the bottom platform of the upper module were transported to the construction sea area using SPMT modular vehicles. The data warehouse sections were assembled on the sea surface using a crane vessel. The data warehouse sections were installed in order from bottom to top, and the double bottom tightness test and weld vacuum test were completed simultaneously.

8. The method for installing a subsea data center using coordinated surface and underwater construction according to claim 7, characterized in that, Step 4 specifically includes: After the underwater foundation piles pass inspection and the sea surface assembly structure meets the lifting conditions, the jacket, data warehouse and superstructure are hoisted to the sea surface using a four-hook hoisting process. The jacket legs are then inserted into the foundation piles using the GPS receiver and GNSS positioning software mounted on the superstructure, combined with underwater assisted positioning by divers.

9. The method for installing a subsea data center using a combined surface and underwater construction approach as described in claim 8, characterized in that, Step 5 specifically includes: Underwater grouting operations were carried out in the annular space between the jacket and the foundation piles. A special grouting vessel was used to pump epoxy heavy-duty anti-corrosion grout. After thick grout appeared at the overflow port, grouting was continued at a low flow rate. At the same time, switch cabinets, cooling equipment and electrical facilities were installed on the upper block platform on the sea surface, and submarine cables were laid simultaneously.

10. The method for installing a subsea data center using coordinated surface and underwater construction according to claim 9, characterized in that, Step 6 specifically includes: After grouting and curing are completed, the stabilizing platform and process piles are removed, and the anti-corrosion coating of the underwater part of the data warehouse is re-inspected and repaired.

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