A deep-sea wind power four-pile jacket foundation construction pile stabilizing platform and a construction method thereof

Abstract

The application is a deep-sea wind power four-pile jacket foundation construction pile stabilizing platform and a construction method thereof. The pile stabilizing platform comprises an upper platform, a lower platform, a hanging system connecting the two and capable of controlling the lifting of the lower platform, an anchoring system, a positioning pile and a position adjusting jack. The construction method comprises the following steps: anchoring of the pile stabilizing platform in place, lengthening of the positioning pile, lowering of the lower platform, lowering of the engineering pile, sinking of the engineering pile, lifting of the lower platform, removal of the pile stabilizing platform, jacket installation and grouting. Through the double-layer platform and the hierarchical guiding design, the application effectively solves the problems of difficult positioning and difficult verticality control of the steel pipe pile of the group pile jacket foundation in the deep-sea environment, and has the advantages of high construction precision, large water depth adaptability and good economy.

Description

Technical Field

[0001] This invention relates to the field of wind power engineering construction technology, and in particular to a stabilization platform for the construction of a four-pile jacket foundation for deep-sea wind power and its construction method. Background Technology

[0002] Offshore wind turbine foundations generally include pile foundations, gravity foundations, suction cylinder foundations, and floating foundations. Pile foundations, due to their reliable technology and adaptability, remain the preferred foundation type for offshore wind turbines. Pile foundations include large-diameter monopile foundations, high-pile cap foundations, and pile jacket foundations. Pile jacket foundations offer advantages such as high structural rigidity, low deformation, stable foundation, and weak dynamic response, making them the preferred foundation type for large-capacity deep-sea wind turbines.

[0003] The jacket foundation for multi-pile structures involves driving several large-diameter steel pipe piles (usually three or four piles) into the seabed using offshore piling equipment. The fabricated jacket is then inserted underwater into the steel pipe pile foundation. Underwater grouting technology is used to grout and fix the connection between the steel pipe pile foundation and the jacket, making them a unified whole. Finally, a blower is installed on top of the jacket. Due to the limited gap between the jacket legs and the inner wall of the steel pipe piles (typically only about 10cm when aligned), ensuring the smooth insertion of the jacket into the steel pipe piles and the quality of grouting requires precise positioning and inclination of the steel pipe piles, especially the relative positions between multiple piles. Offshore construction is subject to wind, waves, swells, and ocean currents, making high-quality construction of the steel pipe piles extremely challenging. Especially with increasing water depth, ensuring the underwater positioning and inclination of the steel pipe piles presents a significant challenge, necessitating effective solutions. Summary of the Invention

[0004] This invention aims to address the shortcomings of existing technologies by providing a stabilizing platform and construction method for the construction of a four-pile jacket foundation for deep-sea wind power, which can solve the problem of precise positioning of steel pipe piles in the construction of a four-pile jacket foundation for deep-sea wind power.

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

[0006] A pile stabilization platform for the construction of a four-pile jacket foundation for deep-sea wind power includes:

[0007] The upper platform is a square planar steel truss structure, including four upper first guide frames located at the corners, four upper second guide frames located at the center of the side length, upper truss rods connecting the upper first guide frames and the upper second guide frames, upper diagonal braces located at the four corners, and several floating boxes located inside the upper truss rods.

[0008] The lower platform is a square planar steel truss structure, including four lower first guide frames located at the corners, four lower second guide frames located at the center of the side length, lower truss rods connecting the lower first guide frames and the lower second guide frames, and lower diagonal braces located at the four corners.

[0009] The upper first guide frame and the lower first guide frame are vertically aligned.

[0010] The suspension system, located between the upper and lower platforms, is used to raise and lower the lower platform.

[0011] The anchoring system includes interconnected anchor chains and anchors. The anchor chains are located outside the upper first guide frame, and the anchors are anchored to the seabed surface to fix the upper platform.

[0012] The positioning piles consist of four steel pipe piles that pass through the upper and lower second guide frames. They are divided into upper and lower parts. The lower part is prefabricated and fixed to the lower second guide frame, and the upper part is extended on site.

[0013] The adjustment jacks are located at the top of the four corner points of the upper first guide frame and are used to adjust the position of the engineering piles passing through the upper first guide frame in the horizontal plane.

[0014] Specifically, the suspension system is set at the midpoint of every two guide frames on the four sides of the upper and lower platforms. It includes steel strands running through the upper and lower platforms, an upper anchor beam set above the upper truss, a lower anchor beam set below the lower truss, a through jack set at the top of the upper anchor beam, and an anchor set at the bottom of the lower anchor beam. The suspension system is set in no fewer than 8 sets, and the length of each steel strand is not less than the seawater depth at the location of the jacket foundation.

[0015] In particular, the upper truss of the upper platform and the pontoon are sealed structures. The sum of the buoyancy generated by the upper platform and the buoyancy provided by the pontoon is greater than the sum of the self-weight of the upper and lower platform structures and the vertical embedment force generated by the positioning piles embedded below the seabed.

[0016] Specifically, the upper first guide frame is a square truss structure, including four first steel columns located at the corners, a ring beam fixed to the top of the first steel columns, a first crossbeam fixed to the middle and bottom of the first steel columns, and a funnel guide plate located in the middle of the first steel columns. The upper part of the funnel guide plate is a conical funnel with a diameter that gradually decreases from top to bottom, and the lower part is a cylinder of equal diameter. The top of the upper part is welded to the ring beam, and several first guide vertical ribs are evenly distributed on the inner circumference of the lower cylinder. The middle and bottom of the funnel guide plate are welded and fixed to the first crossbeam by first connectors. The diameter of the ring formed by the ring beam is 1.5-2 times the outer diameter of the engineering pile, and the top diameter of the funnel guide plate is equal to the inner diameter of the ring beam.

[0017] Specifically, the upper second guide frame is a square truss structure, consisting of four second steel columns located at the corners, second crossbeams fixed to the top and bottom of the second steel columns, and a steel sleeve located in the middle of the second steel columns. Several second guide vertical ribs are evenly distributed around the inner circumference of the steel sleeve. The top and bottom of the steel sleeve are welded to the second crossbeams through second connectors. The diameter of the circular cavity formed by the second guide vertical ribs is equal to the outer diameter of the positioning pile.

[0018] Specifically, the lower first guide frame has the same structure as the upper first guide frame, and the diameter of the circular cavity formed by the first guide vertical rib plate of the upper first guide frame is 8-10cm larger than the outer diameter of the engineering pile, while the diameter of the circular cavity formed by the first guide vertical rib plate of the lower first guide frame is 2-4cm larger than the outer diameter of the engineering pile.

[0019] Specifically, the lower second guide frame is a square truss structure, consisting of four third steel columns located at the corners, and third crossbeams located at the top and bottom of the third steel columns. The lower positioning piles are located in the middle of the third steel columns, and their middle parts are welded and fixed to the third crossbeams through third connectors. The lower positioning piles extend a certain length from the upper and lower surfaces of the lower second guide frame. The upward extension is more than 1m greater than the height of the upper second guide frame, and the downward extension is greater than the sum of the distance from the lower surface of the lower platform to the seabed and the preset embedment depth into the seabed after the lower platform is lowered into place.

[0020] A construction method for a pile stabilization platform for a four-pile jacket foundation in deep-sea wind power includes the following steps:

[0021] S1. The stabilizing platform is in place and anchored:

[0022] After the upper and lower platforms are prefabricated in the factory, they are stacked together so that the positioning stakes of the lower second guide frame pass through the steel sleeve of the upper second guide frame.

[0023] After installing the hoisting system and locking the through jacks, the entire structure was transported to the construction site. The floating crane was used to hoist the stabilizing platform onto the sea surface, and the anchor was lowered and connected to the upper platform with anchor chains. The GPS positioning system was used to accurately locate the center points of the four upper first guide frames and adjust their elevations to be consistent before locking the anchor chains.

[0024] S2. Positioning pile extension: Use a floating crane to lift the upper part of the positioning pile and align it with the lower part of the positioning pile that is pre-set in the second guide frame. Then, manually connect the positioning piles on the upper platform to extend the positioning piles.

[0025] S3, Lower-level platform decentralization:

[0026] Start the through-hole jack and use the hoisting system to synchronously and evenly lower the lower platform, so that the lower platform sinks under its own weight and the bottom of the positioning pile reaches above the seabed surface;

[0027] During the lowering process, the top elevation and verticality of the four positioning piles were re-measured periodically. After the positioning piles reached above the seabed, the through-hole jacks were locked, and the planar position, top elevation, and verticality of the positioning piles were re-measured. The planar coordinates, top elevation, and verticality of the positioning piles were fine-tuned by adjusting the anchor chain and through-hole jacks. After all parameters met the requirements, the anchor chain and through-hole jacks were locked.

[0028] Reactivate the through-hole jacks to allow the lower platform to gradually embed itself into the seabed to the preset depth under its own weight. Then, recheck the planar position, top elevation, and verticality of the positioning piles. Once the requirements are met, lock the through-hole jacks.

[0029] S4. Lowering the engineering pile: Use a floating crane to lift the engineering pile and pass it through the upper first guide frame. Gradually lower it and pass it through the lower first guide frame until the bottom of the engineering pile is slightly embedded in the seabed. Lock the position of the engineering pile and stop lowering.

[0030] S5. Piling of engineering piles: Measure the plane position and verticality of the engineering piles. Adjust the position of the engineering piles by using four adjusting jacks. After the plane position and verticality of the engineering piles meet the requirements, lock the adjusting jacks to fix the position of the engineering piles. Use a vibratory hammer and pile driver to carry out the construction of the engineering piles. Repeat this step to drive the four engineering piles into the design elevation in turn.

[0031] S6. Lower Platform Lifting: Activate the through-hole jacks and use the hoisting system to lift the lower platform synchronously and evenly, so that the lower platform moves upward under the buoyancy provided by the upper platform and the pontoon until the lower platform contacts the upper platform. Then lock the through-hole jacks and remove the upper positioning piles.

[0032] S7. Removal of the stabilizing platform: Remove the anchor chains and anchors in sequence, and use a floating crane to lift the stabilizing platform as a whole and transport it to the next pile position;

[0033] S8. Installation and grouting of the jacket: The jacket is hoisted and installed, and grouting is performed at the connection between the jacket and the steel pipe pile foundation to complete the construction of the jacket foundation.

[0034] Specifically, in steps S2 and S3, the upper positioning pile is divided into multiple segments, which are extended and lowered step by step, with the four positioning piles of equal length each time they are extended; in step S6, the upper positioning pile is lifted and dismantled step by step.

[0035] Specifically, in step S3, if the lower platform cannot sink to the seabed under its own weight, vibration or additional load is applied to the top of the positioning pile to assist sinking; after the lower platform is lowered into place, its top elevation is lower than the design elevation of the top of the engineering pile, and the depth of the positioning pile embedded in the seabed is calculated and determined according to the hydrological conditions and geological conditions, and the embedment depth can resist the horizontal force generated by the ocean current on the lower platform.

[0036] The beneficial effects of this invention are as follows: By using a two-layer stabilizing platform, consisting of an upper floating platform and a lower lifting platform, the relative position of the center of the steel pipe piles of the pile foundation can always be kept consistent with the designed relative position. It can also strictly control the verticality of the steel pipe piles during the driving process in deep-sea environments, avoiding the problems of steel pipe pile displacement and tilting caused by adverse factors such as water depth and ocean currents. At the same time, compared with the traditional integral platform, the upper and lower stabilizing platforms greatly reduce the structural height, use less steel, and have lower requirements for lifting equipment, thus having higher economic efficiency. Attached Figure Description

[0037] Figure 1 This is a schematic diagram of the positioning and anchoring of the pile stabilization platform in step S1 of the method of the present invention;

[0038] Figure 2 This is a schematic diagram of the positioning pile extension in step S2 of the method of the present invention;

[0039] Figure 3 This is a schematic diagram of the lower-level platform being deployed in step S3 of the method of the present invention;

[0040] Figure 4 This is a schematic diagram of the engineering pile being lowered to the seabed surface in step S4 of the method of the present invention;

[0041] Figure 5 This is a schematic diagram of the pile driving into place in step S5 of the method of the present invention;

[0042] Figure 6 This is a schematic diagram of the lower-level platform lifting in step S6 of the method of the present invention;

[0043] Figure 7 This is a schematic plan view of the upper platform structure of the pile stabilization platform of the present invention;

[0044] Figure 8 This is a schematic plan view of the lower platform structure of the pile stabilization platform of the present invention;

[0045] Figure 9 This is a schematic plan view of the upper first guide frame structure of the pile stabilization platform of the present invention;

[0046] Figure 10 This is a schematic elevation view of the upper first guide frame structure of the pile stabilization platform of the present invention;

[0047] Figure 11 This is a schematic plan view of the upper second guide frame structure of the pile stabilization platform of the present invention;

[0048] Figure 12 This is a schematic elevation view of the upper second guide frame structure of the pile stabilization platform of the present invention;

[0049] Figure 13This is a schematic plan view of the lower second guide frame structure of the pile stabilization platform of the present invention;

[0050] Figure 14 This is a schematic elevation view of the lower second guide frame structure of the pile stabilization platform of the present invention;

[0051] Figure 15 This is a schematic diagram showing the connection between the suspension system of the pile stabilization platform of the present invention and the upper truss rod;

[0052] Figure 16 This is a schematic diagram showing the connection between the suspension system of the pile stabilization platform of the present invention and the lower truss rod;

[0053] In the diagram: 1-Upper platform; 11-Upper first guide frame; 111-First steel column; 112-Ring beam; 113-First crossbeam; 114-Funnel guide plate; 115-First guide vertical rib plate; 116-First connector; 12-Upper second guide frame; 121-Second steel column; 122-Second crossbeam; 123-Steel sleeve; 124-Second guide vertical rib plate; 125-Second connector; 13-Upper truss rod; 14-Upper diagonal brace. ; 15-Floating box; 2-Lower platform; 21-Lower first guide frame; 22-Lower second guide frame; 221-Third steel column; 222-Third crossbeam; 223-Third connector; 23-Lower truss rod; 24-Lower diagonal brace; 3-Suspension system; 31-Steel strand; 32-Upper anchor beam; 33-Lower anchor beam; 34-Through-core jack; 35-Anchor; 4-Anchor chain; 5-Anchor; 6-Positioning pile; 7-Adjusting jack; 8-Engineering pile;

[0054] The following will describe in detail, with reference to the accompanying drawings, embodiments of the present invention. Detailed Implementation

[0055] The present invention will be further described below with reference to embodiments:

[0056] like Figures 1-16 As shown, a deep-sea wind power four-pile jacket foundation construction stabilization platform includes an upper platform 1, a lower platform 2, a suspension system 3, an anchoring system (anchor chain 4, anchor 5), positioning piles 6, adjustment jacks 7, and engineering piles 8.

[0057] The upper platform 1 is a square planar steel truss structure, including four upper first guide frames 11 located at the corners, four upper second guide frames 12 located at the center of the sides, upper truss rods 13 connecting the upper first guide frames 11 and the upper second guide frames 12, upper diagonal bracing rods 14 located at the four corners, and several pontoons 15 located inside the upper truss rods 13. The upper platform 1 serves as a "floating work station". The integrated pontoons 15 ensure that the platform has sufficient reserve buoyancy, allowing it to be in a stable semi-floating working state in the sea. It can carry equipment and personnel and also assist the lower platform 2 in recovery through buoyancy, which significantly reduces the overall weight of the platform and the requirements for lifting equipment.

[0058] The upper first guide frame 11 is a square truss structure, including four first steel columns 111 set at the corner positions, a ring beam 112 fixed to the top of the first steel columns 111, a first crossbeam 113 fixed to the middle and bottom of the first steel columns 111, and a funnel guide plate 114 set in the middle of the first steel columns 111. The upper section of the funnel guide plate 114 is a conical funnel with a diameter that gradually decreases from top to bottom, and the lower section is a cylinder of equal diameter. The top of the upper section is welded to the ring beam 112, and several first guide vertical ribs 115 are evenly distributed on the inner circumference of the lower section cylinder. The middle and bottom of the funnel guide plate 114 are welded and fixed to the first crossbeam 113 by a first connector 116. The diameter of the ring formed by the ring beam 112 is 1.5-2 times the outer diameter of the engineering pile 8, and the top diameter of the funnel guide plate 114 is equal to the inner diameter of the ring beam 112. The system employs a composite guide structure consisting of a funnel-shaped section (upper cone, lower cylinder) and a ring beam 112. The funnel section effectively captures and initially guides the engineering piles 8 being lowered into the air, offering a high tolerance for error and significantly reducing the difficulty and risk of initial alignment of the engineering piles 8. The equal-diameter cylindrical section and the first guide vertical rib plate 115 provide stable and continuous vertical constraints after the funnel is initially aligned. This guide frame decomposes the guiding function into two stages: "coarse guidance" and "fine guidance," ensuring high-precision pile driving in deep-sea environments.

[0059] The upper second guide frame 12 is a square truss structure, consisting of four second steel columns 121 located at the corners, second crossbeams 122 fixed to the top and bottom of the second steel columns 121, and a steel sleeve 123 located in the middle of the second steel columns 121. Several second guide vertical ribs 124 are evenly distributed around the inner circumference of the steel sleeve 123. The top and bottom of the steel sleeve 123 are welded to the second crossbeams 122 via second connectors 125. The diameter of the circular cavity formed by the second guide vertical ribs 124 is equal to the outer diameter of the positioning pile 6. The upper second guide frame 12 is specifically designed for guiding the positioning pile 6. The cavity diameter formed by its second guide vertical ribs 124 is equal to the outer diameter of the positioning pile 6, forming a tight fit. This ensures that the positioning pile 6 hardly shakes when passing through the upper platform 1, providing a reliable initial verticality benchmark for the precise sinking of the lower platform 2 and the entire system.

[0060] The lower platform 2 is a square planar steel truss structure, including four lower first guide frames 21 located at the corners, four lower second guide frames 22 located at the center of the side length, lower truss rods 23 connecting the lower first guide frames 21 and the lower second guide frames 22, and lower diagonal bracing rods 24 located at the four corners; the upper first guide frame 11 corresponds to the lower first guide frame 21 in the vertical position; the lower first guide frame 21 has the same structure as the upper first guide frame 11, and the diameter of the circular cavity formed by the first guide vertical rib plate 115 of the upper first guide frame 11 is 8-10cm larger than the outer diameter of the engineering pile 8, and the diameter of the circular cavity formed by the first guide vertical rib plate 115 of the lower first guide frame 21 is 2-4cm larger than the outer diameter of the engineering pile 8. The guide gap gradient design, with the upper guide gap (8-10cm) being larger than the lower guide gap (2-4cm), forms a graded guide system that is loose at first and then tight. The upper layer allows for a certain adjustment margin to overcome the swaying caused by ocean currents, while the lower layer achieves the final precise positioning and locking.

[0061] The lower second guide frame 22 is a square truss structure, consisting of four third steel columns 221 located at the corners, and third crossbeams 222 located at the top and bottom of the third steel columns 221. The lower positioning pile 6 is located in the middle of the third steel columns 221, and its middle section is welded and fixed to the third crossbeams 222 via third connectors 223. The lower positioning pile 6 extends a certain length above and below the upper and lower surfaces of the lower second guide frame 22. The upward extension is more than 1 meter greater than the height of the upper second guide frame 12, and the downward extension is greater than the sum of the distance from the lower surface of the lower platform 2 to the seabed and the preset embedment depth into the seabed after the lower platform 2 is lowered into place. The lower section of the positioning pile 6 is welded to the lower second guide frame 22 in the factory, ensuring the accuracy and strength of the connection and avoiding high-altitude welding operations at sea, thus making the quality more controllable. The reasonable extension of the upper and lower ends of the positioning pile 6 ensures that its top can smoothly pass through the upper second guide frame 12, and its bottom can effectively embed into the seabed. This comprehensive design improves the reliability of on-site construction.

[0062] The upper truss rod 13 of the upper platform 1 and the pontoon 15 are a sealed structure. The sum of the buoyancy generated by the upper platform 1 and the buoyancy provided by the pontoon 15 is greater than the sum of the self-weight of the upper platform 1 and the lower platform 2 and the vertical anchoring force generated by the positioning piles 6 embedded below the seabed. The buoyancy requirement is quantified, ensuring that the platform has a safe and reliable overall lifting capability.

[0063] The hoisting system 3, located between the upper platform 1 and the lower platform 2, is used for raising and lowering the lower platform 2. The hoisting system 3 is positioned between every two guide frames on each of the four sides of the upper platform 1 and the lower platform 2. It includes a steel strand 31 running through the upper platform 1 and the lower platform 2, an upper anchor beam 32 positioned above the upper truss rod 13, a lower anchor beam 33 positioned below the lower truss rod 23, a through-hole jack 34 positioned at the top of the upper anchor beam 32, and an anchor 35 positioned at the bottom of the lower anchor beam 33. The hoisting system 3 consists of at least eight sets, with the length of each steel strand 31 not less than the seawater depth at the location of the jacket foundation. Through the coordinated operation of multiple sets (≥8 sets), the heavy lower platform 2 is lowered and raised smoothly without the risk of overturning. The through-hole jack 34 allows for millimeter-level stroke control, providing both enormous lifting force and precise position and attitude adjustment.

[0064] The anchoring system includes interconnected anchor chains 4 and anchors 5. Anchor chains 4 are located on the outside of the upper first guide frame 11, and anchors 5 are anchored to the seabed to secure the upper platform 1. The anchoring system provides the entire floating platform with positioning capabilities resistant to the effects of wind, waves, and currents, and is the fundamental guarantee for maintaining the platform's static working position during construction.

[0065] The positioning piles 6 consist of four steel pipe piles passing through the upper second guide frame 12 and the lower second guide frame 22. They comprise upper and lower parts. The lower part is prefabricated and fixed to the lower second guide frame 22, while the upper part is extended on-site. Specifically, the lower positioning piles 6 are pre-welded to the lower second guide frame 22 during factory prefabrication, and the upper positioning piles 6 are extended on-site after the stabilization platform is in place and anchored. The positioning piles 6 adopt a split design of "lower section prefabrication and fixing + upper section on-site extension." This design significantly reduces the overall transportation height and hoisting difficulty, enabling the platform to adapt to a wider range of shipping conditions and allowing for flexible extension according to actual water depth, thus improving the platform's adaptability and economy.

[0066] The positioning jacks 7 are located at the top of the four corner points of the upper first guide frame 11 and are used to adjust the position of the engineering piles 8 passing through the upper first guide frame 11 in the horizontal plane. The positioning jacks 7 are directly integrated into the top of the upper first guide frame 11 to form an active positioning system. It can perform final micron-level planar position and verticality correction of the engineering piles 8 before pile driving to ensure that the pile quality meets the standards.

[0067] A construction method for a pile stabilization platform for a four-pile jacket foundation in deep-sea wind power includes the following steps:

[0068] S1. The stabilizing platform is in place and anchored:

[0069] After the upper platform 1 and the lower platform 2 are prefabricated in the factory, the upper platform 1 and the lower platform 2 are stacked together, so that the positioning pile 6 of the lower second guide frame 22 passes through the steel sleeve 123 of the upper second guide frame 12.

[0070] After installing the hoisting system 3 and locking the through jacks 34, the whole system is transported to the construction site. The floating crane is used to hoist the stabilizing platform onto the sea surface, and the anchor 5 is lowered and connected to the upper platform 1 with the anchor chain 4. The GPS positioning system is used to accurately locate the center point of the four upper first guide frames 11 and adjust the elevation to be consistent before locking the anchor chain 4.

[0071] S2, Lengthening of positioning pile 6: Use a floating crane to lift the upper part of the positioning pile 6 and align it with the lower part of the positioning pile 6 that is pre-set in the lower second guide frame 22. Then, manually connect the positioning pile 6 on the upper platform 1 to lengthen the positioning pile 6.

[0072] S3, Lower Platform 2 Deployment:

[0073] Start the through-hole jack 34 and use the hoisting system 3 to synchronously and evenly lower the lower platform 2, so that the lower platform 2 sinks under its own weight and the bottom of the positioning pile 6 reaches above the seabed surface;

[0074] During the lowering process, the top elevation and verticality of the four positioning piles 6 are measured at regular intervals. After the positioning piles 6 reach the seabed surface, the through-hole jack 34 is locked, and the planar position, top elevation and verticality of the positioning piles 6 are measured again. The planar coordinates, top elevation and verticality of the positioning piles 6 are finely adjusted by adjusting the anchor chain 4 and the through-hole jack 34. After all parameters meet the requirements, the anchor chain 4 and the through-hole jack 34 are locked.

[0075] Restart the through-hole jack 34 to allow the lower platform 2 to gradually embed into the seabed surface to the preset depth under its own weight. Then, re-measure the plane position, top elevation, and verticality of the positioning pile 6. Once the requirements are met, lock the through-hole jack 34.

[0076] S4. Lowering of engineering pile 8: Using a floating crane, the engineering pile 8 is lifted and passed through the upper first guide frame 11, and gradually lowered and passed through the lower first guide frame 21 until the bottom of the engineering pile 8 is slightly embedded in the seabed surface. The position of the engineering pile 8 is locked and the lowering is stopped.

[0077] S5. Piling of Engineering Piles 8: Measure the plane position and verticality of engineering piles 8. Adjust the position of engineering piles 8 by using four adjusting jacks 7. After the plane position and verticality of engineering piles 8 meet the requirements, lock the adjusting jacks 7 to fix the position of engineering piles 8. Use a vibratory hammer and pile driver to carry out the construction of engineering piles 8. Repeat this step to sink the four engineering piles 8 into the design elevation in turn.

[0078] S6. Lower platform 2 lifting: Start the through jack 34 and use the hoisting system 3 to lift the lower platform 2 synchronously and evenly, so that the lower platform 2 moves upward under the buoyancy provided by the upper platform 1 and the floating box 15 until the lower platform 2 contacts the upper platform 1, then lock the through jack 34 and remove the upper positioning pile 6.

[0079] S7. Removal of the stabilizing platform: Remove anchor chain 4 and anchor 5 in sequence, and use a floating crane to lift the stabilizing platform as a whole and transport it to the next pile position;

[0080] S8. Installation and grouting of the jacket: The jacket is hoisted and installed, and grouting is performed at the connection between the jacket and the steel pipe pile foundation to complete the construction of the jacket foundation.

[0081] In steps S2 and S3, the upper positioning pile 6 is divided into multiple segments, which are extended and lowered in stages, with the four positioning piles 6 of the extension being of equal length each time. In step S6, the upper positioning pile 6 is lifted and dismantled in stages. If the seawater depth is large and the positioning pile 6 is long, the upper positioning pile 6 can be divided into two or three segments, which are then extended, lowered, lifted, and dismantled in stages, with the four positioning piles 6 of the extension being of equal length each time.

[0082] In step S3, if the lower platform 2 cannot sink to the seabed under its own weight, vibration or additional load is applied to the top of the positioning pile 6 to assist sinking. After the lower platform 2 is lowered into place, its top elevation is lower than the design elevation of the top of the engineering pile 8. The depth of the positioning pile 6 embedded in the seabed is calculated and determined according to the hydrological conditions and geological conditions. The embedment depth can resist the horizontal force generated by the ocean current on the lower platform 2.

[0083] This invention effectively solves the problems of difficult positioning and verticality control of steel pipe piles for pile foundation in deep-sea environments by using a double-layer (upper floating and lower lifting) platform and a graded guidance design. It has the advantages of high construction accuracy, adaptability to large water depths, and good economy.

[0084] In the description of this invention, it should be understood that the terms "center," "longitudinal," "lateral," "length," "width," "thickness," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," "clockwise," "counterclockwise," "axial," "radial," and "circumferential" indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are used only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this invention.

[0085] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one of that feature. In the description of this invention, "a plurality of" means at least two, such as two, three, etc., unless otherwise explicitly specified.

[0086] In this invention, unless otherwise explicitly specified and limited, the terms "installation," "connection," "linking," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection, an electrical connection, or a connection that allows communication between them; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components, unless otherwise explicitly limited. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0087] The present invention has been described above by way of example. Obviously, the specific implementation of the present invention is not limited to the above-described manner. Any improvements made by adopting the inventive concept and technical solution of the present invention, or direct application to other occasions without modification, are all within the protection scope of the present invention.

Claims

1. A pile stabilization platform for the construction of a four-pile jacket foundation for deep-sea wind power, characterized in that, include: The upper platform (1) is a square planar steel truss structure, including four upper first guide frames (11) located at the corners, four upper second guide frames (12) located at the center of the side length, upper truss rods (13) connecting the upper first guide frames (11) and the upper second guide frames (12), upper diagonal braces (14) located at the four corners, and several floating boxes (15) located inside the upper truss rods (13). The lower platform (2) is a square planar steel truss structure, including four lower first guide frames (21) located at the corners, four lower second guide frames (22) located at the center of the side length, lower truss rods (23) connecting the lower first guide frames (21) and the lower second guide frames (22), and lower diagonal braces (24) located at the four corners. The upper first guide frame (11) and the lower first guide frame (21) are vertically aligned; The suspension system (3) is located between the upper platform (1) and the lower platform (2) and is used to raise and lower the lower platform (2). The anchoring system includes an anchor chain (4) and an anchor (5) connected to each other. The anchor chain (4) is located on the outside of the upper first guide frame (11), and the anchor (5) is anchored to the seabed surface to fix the upper platform (1). The positioning pile (6) consists of four steel pipe piles that pass through the upper second guide frame (12) and the lower second guide frame (22). It includes two parts: the lower part is prefabricated and fixed to the lower second guide frame (22), and the upper part is extended on site. The adjustment jack (7) is located at the top of the four corner points of the upper first guide frame (11) and is used to adjust the position of the engineering pile (8) passing through the upper first guide frame (11) in the horizontal plane.

2. The deep-sea wind power four-pile jacket foundation construction stabilization platform according to claim 1, characterized in that, The suspension system (3) is set at the middle position of every two guide frames on the four sides of the upper platform (1) and the lower platform (2), including a steel strand (31) that runs through the upper platform (1) and the lower platform (2), an upper anchor beam (32) set above the upper truss rod (13), a lower anchor beam (33) set below the lower truss rod (23), a through jack (34) set at the top of the upper anchor beam (32), and an anchor (35) set at the bottom of the lower anchor beam (33). The suspension system (3) is set in no less than 8 sets, and the length of each steel strand (31) is not less than the seawater depth at the location of the jacket foundation.

3. The deep-sea wind power four-pile jacket foundation construction stabilization platform according to claim 2, characterized in that, The upper truss rod (13) and the pontoon (15) of the upper platform (1) are sealed structures. The sum of the buoyancy generated by the upper platform (1) and the buoyancy provided by the pontoon (15) is greater than the sum of the self-weight of the upper platform (1) and the lower platform (2) and the vertical embedment force generated by the positioning pile (6) embedded below the seabed.

4. The deep-sea wind power four-pile jacket foundation construction stabilization platform according to claim 3, characterized in that, The upper first guide frame (11) is a square truss structure, including four first steel columns (111) set at the corners, a ring beam (112) fixed to the top of the first steel columns (111), a first crossbeam (113) fixed to the middle and bottom of the first steel columns (111), and a funnel guide plate (114) set in the middle of the first steel columns (111). The upper section of the funnel guide plate (114) is a conical funnel with a diameter that gradually decreases from top to bottom, and the lower section... The cylinder is of uniform diameter, and the top of the upper section is welded to the ring beam (112). Several first guide vertical ribs (115) are evenly distributed on the inner circumference of the lower section of the cylinder. The middle and bottom of the funnel guide plate (114) are welded and fixed to the first cross beam (113) by the first connector (116). The diameter of the ring formed by the ring beam (112) is 1.5-2 times the outer diameter of the engineering pile (8). The top diameter of the funnel guide plate (114) is equal to the inner diameter of the ring beam (112).

5. A pile stabilization platform for deep-sea wind power four-pile jacket foundation construction according to claim 4, characterized in that, The upper second guide frame (12) is a square truss structure consisting of four second steel columns (121) set at the corners, a second crossbeam (122) fixed at the top and bottom of the second steel columns (121), and a steel sleeve (123) set in the middle of the second steel columns (121). Several second guide vertical ribs (124) are evenly distributed on the inner circumference of the steel sleeve (123). The top and bottom of the steel sleeve (123) are welded and fixed to the second crossbeam (122) by a second connector (125). The diameter of the circular cavity formed by the second guide vertical ribs (124) is equal to the outer diameter of the positioning pile (6).

6. The deep-sea wind power four-pile jacket foundation construction stabilization platform according to claim 5, characterized in that, The lower first guide frame (21) has the same structure as the upper first guide frame (11), and the diameter of the circular cavity formed by the first guide vertical rib plate (115) of the upper first guide frame (11) is 8-10cm larger than the outer diameter of the engineering pile (8), while the diameter of the circular cavity formed by the first guide vertical rib plate (115) of the lower first guide frame (21) is 2-4cm larger than the outer diameter of the engineering pile (8).

7. A pile stabilization platform for deep-sea wind power four-pile jacket foundation construction according to claim 6, characterized in that, The lower second guide frame (22) is a square truss structure, consisting of four third steel columns (221) set at the corners, and third crossbeams (222) set at the top and bottom of the third steel columns (221). The lower positioning pile (6) is set in the middle of the third steel column (221), and its middle part is welded and fixed to the third crossbeam (222) by the third connector (223). The lower positioning pile (6) extends a certain length above and below the upper and lower surfaces of the lower second guide frame (22). The upward extension length is more than 1m greater than the height of the upper second guide frame (12), and the downward extension length is greater than the sum of the distance from the lower surface of the lower platform (2) to the seabed and the preset embedment depth of the seabed after the lower platform (2) is lowered into place.

8. A construction method for a pile stabilization platform for a four-pile jacket foundation of a deep-sea wind power plant according to claim 7, characterized in that, Includes the following steps: S1. The stabilizing platform is in place and anchored: After the upper platform (1) and the lower platform (2) are prefabricated in the factory, the upper platform (1) and the lower platform (2) are stacked together so that the positioning stake (6) of the lower second guide frame (22) passes through the steel sleeve (123) of the upper second guide frame (12). After installing the hoisting system (3) and locking the through-hole jack (34), the whole structure was transported to the construction site. The floating crane was used to hoist the stabilizing platform onto the sea surface, and the anchor (5) was lowered and the anchor (5) was connected to the upper platform (1) with the anchor chain (4). The center point of the four upper first guide frames (11) was accurately located by the GPS positioning system and the elevation was adjusted to be consistent before the anchor chain (4) was locked. S2, Positioning pile (6) extension: Use a floating crane to lift the upper part of the positioning pile (6) and align it with the lower part of the positioning pile (6) that is pre-set in the lower second guide frame (22). On the upper platform (1), manually connect the positioning pile (6) to extend the positioning pile (6). S3, Lower-level platform (2) is decentralized: Start the through-hole jack (34) and use the hoisting system (3) to synchronously and evenly lower the lower platform (2) so that the lower platform (2) sinks under its own weight and the bottom of the positioning pile (6) reaches above the seabed surface; During the lowering process, the top elevation and verticality of the four positioning piles (6) are measured at regular intervals. When the positioning piles (6) reach the seabed surface, the through-hole jacks (34) are locked, and the planar position, top elevation and verticality of the positioning piles (6) are measured again. The planar coordinates, top elevation and verticality of the positioning piles (6) are finely adjusted by adjusting the anchor chain (4) and the through-hole jacks (34). After all parameters meet the requirements, the anchor chain (4) and the through-hole jacks (34) are locked. Restart the through-hole jack (34) so ​​that the lower platform (2) gradually embeds into the seabed under its own weight to the preset depth. Recheck the plane position, top elevation and verticality of the positioning pile (6) again. After meeting the requirements, lock the through-hole jack (34). S4. Lowering the engineering pile (8): Use a floating crane to lift the engineering pile (8) through the upper first guide frame (11), gradually lower it and pass it through the lower first guide frame (21) until the bottom of the engineering pile (8) is slightly embedded in the seabed surface, lock the position of the engineering pile (8) and stop lowering; S5. Piling of engineering piles (8): Measure the plane position and verticality of engineering piles (8), adjust the position of engineering piles (8) by using four adjusting jacks (7), lock the adjusting jacks (7) to fix the position of engineering piles (8), and use a vibratory hammer and pile driver to carry out the construction of engineering piles (8). Repeat this step to sink the four engineering piles (8) into the design elevation in sequence. S6. Lifting of the lower platform (2): Start the through-hole jack (34) and use the hoisting system (3) to lift the lower platform (2) synchronously and evenly, so that the lower platform (2) moves upward under the buoyancy provided by the upper platform (1) and the pontoon (15) until the lower platform (2) contacts the upper platform (1), then lock the through-hole jack (34) and remove the upper positioning pile (6). S7. Removal of the stabilizing platform: Remove the anchor chain (4) and anchor (5) in sequence, and use a floating crane to lift the stabilizing platform as a whole and transport it to the next pile position; S8. Installation and grouting of the jacket: The jacket is hoisted and installed, and grouting is performed at the connection between the jacket and the steel pipe pile foundation to complete the construction of the jacket foundation.

9. The construction method for a pile stabilization platform for a four-pile jacket foundation of a deep-sea wind power plant according to claim 8, characterized in that, In steps S2 and S3, the upper positioning pile (6) is divided into multiple segments, which are extended and lowered step by step, and the lengths of the four positioning piles (6) are equal each time they are extended; in step S6, the upper positioning pile (6) is lifted and dismantled step by step.

10. The construction method for a pile stabilization platform for a four-pile jacket foundation of a deep-sea wind power plant according to claim 8, characterized in that, In step S3, if the lower platform (2) cannot sink to the seabed under its own weight, vibration or additional load is applied to the top of the positioning pile (6) to help it sink. After the lower platform (2) is lowered into place, its top elevation is lower than the design elevation of the top of the engineering pile (8). The depth of the positioning pile (6) embedded in the seabed is calculated and determined according to the hydrological conditions and geological conditions. The embedment depth can resist the horizontal force generated by the ocean current on the lower platform (2).

Images