Deepwater screw pile anchor vibration liquefaction cooperative installation system and low-disturbance construction method

Abstract

The invention discloses a deepwater screw pile anchor vibration liquefaction cooperative installation system and a low disturbance construction method wherein the deepwater screw pile anchor vibration liquefaction cooperative installation system comprises: a pile end connection mechanism, one end of which is rotatably provided with a clamping part; one end of the spiral pile anchor is connected with the clamping part; the vibrating mechanism is arranged on the pile end connecting mechanism; and the power driving mechanism is arranged on the pile end connecting mechanism and connected with the clamping part so as to drive the clamping part to drive the spiral pile anchor to rotate. According to the spiral pile anchor, when the spiral pile anchor is installed, the spiral pile anchor is driven by the power driving mechanism to be gradually screwed into a seabed soil body, the vibration mechanism is started during screwing, the spiral pile anchor is driven to vibrate, the soil body around the spiral pile anchor is made to be soft and liquefied, resistance borne by the spiral pile anchor when the spiral pile anchor is screwed into the seabed soil body is reduced, and the working efficiency is improved; and damage to the structure of the screw pile anchor caused when high-power equipment forcibly drives the screw pile anchor to be screwed in is avoided, so that the structure of the screw pile anchor is protected.

Description

Technical Field

[0001] The present invention relates to the technical field of marine pile anchors, and in particular to a deepwater spiral pile anchor vibration liquefaction coordinated installation system and a low-disturbance construction method. Background Art

[0002] In the marine engineering sector, the continued expansion of major projects such as offshore wind power, cross-sea bridges, and deep-sea aquaculture is placing higher demands on the efficiency and reliability of screw pile anchor foundations. However, traditional screw pile construction technology faces significant challenges in sandy or silty seabeds: the high density of the soil leads to a sharp increase in screw-in resistance, which in turn reduces construction efficiency.

[0003] Therefore existing technology still needs to be improved and improved. Summary of the Invention

[0004] In view of the above-mentioned shortcomings of the prior art, the purpose of the present invention is to provide a deep-water spiral pile anchor vibration liquefaction coordinated installation system and a low-disturbance construction method, aiming to solve the problem in the prior art that the high density of the soil causes a sharp increase in the screw-in resistance of traditional spiral piles, thereby affecting the reduction of construction efficiency.

[0005] The technical solutions adopted by the present invention to solve the technical problems are as follows:

[0006] In a first aspect, an embodiment of the present invention provides a deepwater screw pile anchor vibration liquefaction coordinated installation system, comprising:

[0007] A pile end connection mechanism, one end of which is rotatably provided with a clamping portion;

[0008] a spiral pile anchor, one end of which is connected to the clamping portion;

[0009] a vibration mechanism, the vibration mechanism being arranged on the pile end connection mechanism;

[0010] A power drive mechanism is provided on the pile end connection mechanism and connected to the clamping portion to drive the clamping portion to rotate the spiral pile anchor.

[0011] As a further improved technical solution, the vibration mechanism is arranged at one end of the pile end connection mechanism away from the spiral pile anchor, and the power drive mechanism is arranged on the vibration mechanism and connected to the clamping part.

[0012] As a further improved technical solution, the central axes of the pile end connection mechanism, the spiral pile anchor, the vibration mechanism and the power drive mechanism are located on the same axis.

[0013] In a second aspect, an embodiment of the present invention further provides a low-disturbance construction method based on a deepwater screw pile anchor vibration liquefaction coordinated installation system, which includes the following steps:

[0014] Determining a seabed construction area, surveying the seabed construction area, and obtaining geological parameters of the seabed construction area;

[0015] determining an initial vibration frequency of the vibration mechanism according to the geological parameters;

[0016] placing the bottom end of the spiral pile anchor on the surface of the seabed construction area, turning on the vibration mechanism according to the initial vibration frequency to pre-liquefy the surface soil of the seabed construction area, and turning off the vibration mechanism after the pre-liquefaction treatment is completed;

[0017] Determining the penetration speed of the screw pile anchor and the penetration vibration frequency of the vibration mechanism according to the geological parameters;

[0018] activating the power drive mechanism according to the penetration speed to drive the screw pile anchor to rotate into the seabed soil, and activating the vibration mechanism according to the penetration vibration frequency;

[0019] When the penetration depth of the spiral pile anchor reaches the target depth, the vibration mechanism and the power drive mechanism are turned off, and the pile end connection mechanism is separated from the spiral pile anchor;

[0020] The construction is completed after the seabed soil around the spiral pile anchor recovers its initial strength.

[0021] As a further improved technical solution, the step after the penetration depth of the screw pile anchor reaches the target depth includes:

[0022] The penetration depth of the spiral pile anchor is monitored in real time, and the penetration speed and the penetration vibration frequency are regulated according to the current penetration depth of the spiral pile anchor and the geological parameters.

[0023] As a further improved technical solution, the geological parameters include the particle gradation of the seabed soil.

[0024] As a further improved technical solution, the geological parameters also include the density of the seabed soil.

[0025] As a further improved technical solution, the geological parameters also include in-situ stress of the seabed soil.

[0026] As a further improved technical solution, the geological parameters also include the initial pore water pressure of the seabed soil.

[0027] As a further improved technical solution, the steps after the soil around the screw pile anchor recovers its initial strength specifically include:

[0028] The pore water pressure of the seabed soil around the spiral pile anchor is monitored in real time until the pore water pressure of the seabed soil around the spiral pile anchor is restored to the initial pore water pressure, and then the construction is terminated.

[0029] Compared with the prior art, the embodiments of the present invention have the following advantages:

[0030] An embodiment of the present invention provides a deepwater helical pile anchor vibration-liquefaction coordinated installation system, comprising: a pile end connection mechanism, one end of which is rotatably provided with a clamping portion; a helical pile anchor, one end of which is connected to the clamping portion; a vibration mechanism, disposed on the pile end connection mechanism; and a power drive mechanism, disposed on the pile end connection mechanism and connected to the clamping portion, to drive the clamping portion to rotate the helical pile anchor. During installation, the helical pile anchor is driven by the power drive mechanism to rotate the clamping portion in the pile end connection mechanism, thereby driving the helical pile anchor to progressively screw into the seabed soil. During screwing, the vibration mechanism is activated to vibrate the pile end connection mechanism and the helical pile anchor, thereby loosening and liquefying the seabed soil surrounding the helical pile anchor. This reduces the resistance encountered by the helical pile anchor during screwing into the seabed soil, improves construction efficiency, and prevents damage to the helical pile anchor structure caused by high-power equipment forcibly driving the helical pile anchor, thereby protecting the helical pile anchor structure. BRIEF DESCRIPTION OF THE DRAWINGS

[0031] Figure 1 A schematic structural diagram of a deepwater screw pile anchor vibration liquefaction coordinated installation system provided by the present invention;

[0032] Figure 2 A schematic flow chart of a low-disturbance construction method based on a deepwater screw pile anchor vibration liquefaction coordinated installation system provided by the present invention.

[0033] In the figure: 1. Pile end connection mechanism, 2. Screw pile anchor; 3. Vibration mechanism; 4. Power drive mechanism. DETAILED DESCRIPTION

[0034] The following describes embodiments of the present invention in detail. Examples of the embodiments are shown in the accompanying drawings, wherein the same or similar reference numerals throughout represent the same or similar elements or elements having the same or similar functions. The embodiments described below with reference to the accompanying drawings are exemplary and are intended only to explain the present invention and are not to be construed as limiting the present invention.

[0035] In the field of marine engineering, the continued expansion of major projects such as offshore wind power, cross-sea bridges, and deep-sea aquaculture is placing higher demands on the construction efficiency and reliability of screw pile anchor foundations. However, traditional screw pile construction technology faces severe challenges in sandy or silty seabeds. The high density of the soil leads to a sharp increase in screw-in resistance, which reduces construction efficiency. Furthermore, the forced penetration of high-power equipment can easily damage the screw pile anchor structure. Therefore, the present invention provides the following embodiments to address the aforementioned technical issues.

[0036] Example 1:

[0037] See also Figure 1The vibration liquefaction coordinated installation system of the deep-water spiral pile anchor 2 includes a pile end connection mechanism 1, a spiral pile anchor 2, a vibration mechanism 3 and a power drive mechanism 4; wherein, the bottom end of the pile end connection mechanism 1 is rotatably provided with a clamping part (not shown), and the clamping part is used to clamp and fix the top end of the spiral pile anchor 2. The clamping part is composed of a bracket, a plurality of clamping claws and a plurality of motors. Each clamping claw and each motor are respectively installed on the bracket. The bracket is rotatably connected to the pile end connection mechanism 1 through a rotating shaft. Each clamping claw is connected to a motor. The motors drive each clamping claw at the same time to realize the action of closing and clamping or stretching and stretching. The spiral pile anchor 2 plays a clamping and fixing role. Furthermore, the side circumference of one end of the spiral pile anchor 2 is a polyhedron. The spiral pile anchor 2 has an end face of the polyhedron that abuts against the bracket, and each face of the polyhedron corresponds to a clamping claw. For example, if the top of the spiral pile anchor 2 is a trihedron, the clamping claw has three faces that abut against each other in a one-to-one correspondence; if the top of the spiral pile anchor 2 is a hexahedron, the clamping claw has six faces that abut against each other in a one-to-one correspondence. This is conducive to the clamping part driving the spiral pile anchor 2 to rotate and improve the connection stability between the two. Each motor can be replaced by a pneumatic cylinder, an electric cylinder, or a hydraulic cylinder. The outer periphery of the spiral pile anchor 2 is provided with a spiral pattern along the axial direction. The vibration mechanism 3 is provided on the pile end connection mechanism 1 to drive the pile end connection mechanism 1 and the spiral pile anchor 2 to vibrate. Under the disturbance of the spiral pile anchor 2, the effective stress between soil particles in the seabed soil around the spiral pile anchor 2 is reduced, and the pore water pressure is increased, causing the soil to lose its shear strength and present a fluid-like state, thereby achieving pre-liquefaction of the seabed soil. The power drive mechanism 4 has a rotating shaft, which is connected to the clamping part through the rotating shaft to drive the clamping part to rotate, and the clamping part drives the spiral pile anchor 2 to rotate and penetrate the seabed soil. In the present invention, when the spiral pile anchor 2 is installed, the power drive mechanism 4 drives the clamping part in the pile end connection mechanism 1 to rotate, thereby driving the spiral pile anchor 2 to be gradually screwed into the seabed soil. During the screwing, the vibration mechanism 3 is turned on, and the vibration mechanism 3 drives the pile end connection mechanism 1 and the spiral pile anchor 2 to vibrate, thereby softening and liquefying the seabed soil around the spiral pile anchor 2, reducing the resistance encountered by the spiral pile anchor 2 when it is screwed into the seabed soil, thereby improving construction efficiency and avoiding structural damage to the spiral pile anchor 2 caused by high-power equipment forcibly driving the spiral pile anchor 2 to be screwed in, thereby protecting the structure of the spiral pile anchor 2.

[0038] Furthermore, the vibration mechanism 3 is disposed at the end of the pile-end connection mechanism 1 facing away from the screw pile anchor 2, and the power drive mechanism 4 is mounted on the vibration mechanism 3 and connected to the clamping portion. Specifically, the vibration mechanism 3 and the pile-end connection mechanism 1 are fixedly connected via high-strength bolts and locating pins, ensuring reliable and stable connection during high-frequency vibration and power transmission. A spline connection is employed between the power drive mechanism 4 and the clamping portion, ensuring efficient power transmission while facilitating disassembly and maintenance.

[0039] Furthermore, the central axes of the pile-end connection mechanism 1, the spiral pile anchor 2, the vibration mechanism 3, and the power drive mechanism 4 are coaxial. Specifically, the high-frequency vibrations generated by the vibration mechanism 3 are transmitted vertically downward along the central axis, uniformly liquefying the soil at the tip of the spiral pile anchor 2, reducing the risk of lateral deviation and improving vertical penetration. The torque output by the power drive mechanism 4 is evenly distributed to the spiral blades through a coaxial structure, preventing torsional deformation of the pile body caused by eccentric torque and thus improving the structural integrity of the spiral pile anchor 2.

[0040] At the same time, the vibration-liquefaction coordinated installation system for the deepwater helical pile anchor 2 also includes a displacement sensor, which is arranged around the bottom end of the helical pile anchor 2 or at the bottom end of the pile end connection mechanism 1, and is used to monitor the penetration depth of the helical pile anchor 2 in real time. For example, 4-6 waterproof displacement sensors, such as high-precision laser displacement sensors or magnetostrictive displacement sensors, are arranged at equal intervals around the bottom end of the helical pile anchor 2. During installation, a dedicated groove or fixed bracket is first machined on the surface of the helical pile anchor 2 to ensure that the sensor is firmly installed and its sensing direction is perpendicular to the axis of the helical pile anchor 2, so as to accurately measure the displacement change of the helical pile anchor 2 relative to its initial position during the penetration process. At the same time, to protect the sensor from damage such as friction with the seabed soil, corrosion from seawater, and impact from gravel, it can also be equipped with a high-strength protective cover. By setting a displacement sensor on the side of the bottom end of the spiral pile anchor 2 or the bottom end of the pile end connection mechanism 1, accurate data support is provided for the dynamic regulation of parameters during the construction process, which helps to improve construction efficiency, avoid rework or pile foundation quality problems caused by inaccurate depth control, and ensure the stable and efficient operation of the deep-water spiral pile anchor 2 vibration liquefaction coordinated installation system.

[0041] Example 2:

[0042] See also Figure 2 The low-disturbance construction method based on the deepwater screw pile anchor vibration liquefaction coordinated installation system includes the following steps:

[0043] Step S1: determining a seabed construction area, surveying the seabed construction area, and obtaining geological parameters of the seabed construction area;

[0044] Specifically, a comprehensive survey of the seabed construction area will be conducted using equipment such as multi-beam bathymetry systems, shallow subsurface profilers, or seabed coring drills to obtain geological parameters, including particle size distribution, density, in-situ stress, and initial pore-water pressure. Core samples will be taken to determine the particle size distribution and density of the seabed soil in the laboratory. In-situ testing techniques, such as static penetration tests and pore-water pressure gauges, will be used to determine the in-situ stress and initial pore-water pressure of the soil.

[0045] The seabed soil survey should reach a depth of 3-5 meters below the design depth of the helical pile anchor. The seabed's geological structure is complex and variable, and soil properties vary significantly at different depths. If the survey depth is insufficient, only the soil conditions above the design depth are analyzed, potentially overlooking weak interlayers, boulders, and other unfavorable geological features below. For example, if the soil strength at the design depth meets the requirements, but a weak interlayer exists 3 meters below, the helical pile anchor can experience uneven settlement after being loaded, or even tilt and become unstable. Surveying 3-5 meters below the design depth ensures an accurate assessment of the soil layer at the pile tip's bearing capacity. If the bearing stratum is thin and the pile quickly encounters a weak soil layer below the design depth, adjustments to the pile foundation design may be necessary, such as increasing the pile length to find a more solid bearing stratum, or implementing other foundation treatment measures to ensure the helical pile anchor can withstand the loads transmitted from the superstructure during operation and avoid accidents caused by insufficient bearing capacity. During the helical pile anchor penetration process, the condition of the underlying soil layer can affect the construction difficulty and equipment safety. Failure to fully survey the soil below the design depth can prevent screw pile anchors from penetrating smoothly into hard rock or dense sand layers, potentially damaging equipment and delaying construction progress. By surveying 3-5 meters below the design depth in advance, construction personnel can develop a response plan based on the geological conditions, such as selecting appropriate construction equipment and processes, to avoid unexpected situations during construction and ensure safety and progress.

[0046] Step S2: determining the initial vibration frequency of the vibration mechanism according to the geological parameters;

[0047] Specifically, by establishing a database of the correspondence between seabed geological parameters and vibration frequencies, the initial vibration frequency of the vibration mechanism is determined. For soils with high sand content, high density, high in-situ stress, and low initial pore water pressure in the particle grading, the initial vibration frequency is set at 80-120Hz to generate sufficient vibration force to liquefy the soil; for soils with high clay content, low density, low in-situ stress, and high pore water pressure, the initial vibration frequency is adjusted to 40-60Hz to avoid excessive disturbance of the soil. For example, the clay content of the seabed soil in this area is as high as 70%, and the soil density is only 1.6g / cm 3 , the in-situ stress is at a low level of 20 kPa, while the initial pore water pressure reaches 45 kPa, so the initial vibration frequency is adjusted to 50 Hz.

[0048] Step S3, placing the bottom end of the spiral pile anchor on the surface of the seabed construction area, turning on the vibration mechanism according to the initial vibration frequency, performing pre-liquefaction treatment on the surface soil of the seabed construction area, and turning off the vibration mechanism after the pre-liquefaction treatment is completed;

[0049] Specifically, the bottom end of the spiral pile anchor is precisely positioned on the surface of the seabed construction area, and the vibration mechanism is activated to pre-liquefy the soil at the initial vibration frequency. During this process, changes in pore water pressure and surface subsidence are monitored in real time. When the pore water pressure reaches 1.5-2 times the initial pore water pressure and the soil surface shows significant subsidence, pre-liquefaction is considered complete and the vibration mechanism is turned off. The pre-liquefaction process typically lasts 15-30 minutes, preferably 25 minutes.

[0050] Step S4, determining the penetration speed of the screw pile anchor and the penetration vibration frequency of the vibration mechanism according to the geological parameters;

[0051] Specifically, the penetration speed of the spiral pile anchor is determined based on the particle distribution and density of the seabed soil. For harder sand (soil with a high sand content and high density in the particle distribution), the penetration speed is controlled at 0.1-0.3m / min; for soft clay (soil with a high clay content and low density in the particle distribution), the speed is adjusted to 0.3-0.5m / min. At the same time, the penetration vibration frequency of the vibration mechanism is determined based on the in-situ stress and pore water pressure of the soil, combined with the state of the soil after pre-liquefaction. If the residual stress of the soil is large, the penetration vibration frequency is appropriately increased by 5-10Hz; if the pore water pressure dissipates slowly, the frequency is reduced to prevent excessive liquefaction of the soil.

[0052] Step S5: activating the power drive mechanism according to the penetration speed to drive the screw pile anchor to screw into the seabed soil, and activating the vibration mechanism according to the penetration vibration frequency;

[0053] Step S6: When the penetration depth of the spiral pile anchor reaches the target depth, the vibration mechanism and the power drive mechanism are turned off, and the pile end connection mechanism is separated from the spiral pile anchor;

[0054] Specifically, when the screw pile anchor reaches the designed penetration depth, the vibration mechanism is first turned off, and after the vibration completely stops, the power drive mechanism is turned off. The mechanical connection between the pile end connection mechanism and the screw pile anchor is released, and the construction equipment is removed from the site.

[0055] Step S7: After the seabed soil around the spiral pile anchor recovers its initial strength, the construction is terminated.

[0056] Specifically, the pore water pressure of the seabed soil around the spiral pile anchor is monitored in real time by a pore water pressure gauge until the pore water pressure of the seabed soil around the spiral pile anchor recovers to more than 90% of the initial pore water pressure and the monitoring data is stable for three consecutive times, it is determined that the soil has sufficient bearing capacity and the construction is terminated.

[0057] Furthermore, before step S6, the method includes: monitoring the penetration depth of the spiral pile anchor in real time, and regulating the penetration speed and the penetration vibration frequency according to the current penetration depth of the spiral pile anchor and the geological parameters.

[0058] Specifically, when the screw pile anchor is penetrated shallowly into a soil layer with a high sand content and high density in the particle grading, if the monitored penetration resistance approaches or exceeds the set threshold (such as 1.2 times the initial resistance), the penetration speed is automatically reduced by 0.05-0.1m / min, and the penetration vibration frequency is increased by 5-10Hz to enhance the soil liquefaction effect and reduce the penetration resistance. If the penetration resistance is small, the penetration speed is appropriately increased by 0.05-0.1m / min to speed up the construction progress. When the penetration depth increases and enters a soil layer with a high clay content and high pore water pressure, if the pore water pressure rises too quickly, approaching 1.8 times the pore water pressure during pre-liquefaction treatment, to prevent excessive soil liquefaction, the penetration vibration frequency is automatically reduced by 5-10Hz, and the penetration speed is fine-tuned according to the actual penetration resistance to ensure a stable construction process.

[0059] In summary, an embodiment of the present invention provides a deepwater spiral pile anchor vibration liquefaction coordinated installation system, comprising: a pile end connection mechanism 1, one end of which is rotatably provided with a clamping portion; a spiral pile anchor 2, one end of which is connected to the clamping portion; a vibration mechanism 3, which is arranged on the pile end connection mechanism 1; and a power drive mechanism 4, which is arranged on the pile end connection mechanism 1 and connected to the clamping portion to drive the clamping portion to drive the spiral pile anchor 2 to rotate. In the present invention, when the spiral pile anchor 2 is installed, the power drive mechanism 4 drives the clamping part in the pile end connection mechanism 1 to rotate, thereby driving the spiral pile anchor 2 to be gradually screwed into the seabed soil, and the vibration mechanism 3 is turned on during the screwing-in, and the vibration mechanism 3 drives the pile end connection mechanism 1 and the spiral pile anchor 2 to vibrate, so that the seabed soil around the spiral pile anchor 2 is softened and liquefied, thereby reducing the resistance encountered by the spiral pile anchor 2 when it is screwed into the seabed soil, thereby improving construction efficiency, avoiding structural damage to the spiral pile anchor 2 when high-power equipment forcibly drives the spiral pile anchor 2 to be screwed in, and thus protecting the structure of the spiral pile anchor 2.

[0060] In the description of the present invention, it should be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inside", "outside", "clockwise", "counterclockwise", "axial", "radial", "circumferential" and the like to indicate orientations or positional relationships based on the orientations or positional relationships shown in the accompanying drawings, and are only for the convenience of describing the present invention and simplifying the description, rather than indicating or implying that the device or element referred to must have a specific orientation, be constructed and operated in a specific orientation, and therefore should not be understood as limiting the present invention.

[0061] 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 the technical features being referred to. Thus, a feature defined as "first" or "second" may explicitly or implicitly include at least one such feature. In the description of the present invention, "plurality" means at least two, such as two, three, etc., unless otherwise specifically defined.

[0062] In the present invention, unless otherwise specified or limited, the terms "installed," "connected," "connect," "fixed," etc. should be understood in a broad sense. For example, they can refer to fixed connection, detachable connection, or integration; mechanical connection, electrical connection; direct connection, or indirect connection through an intermediate medium; internal communication between two components, or interaction between two components, unless otherwise specified. Those skilled in the art will understand the specific meanings of the above terms in the present invention based on specific circumstances.

[0063] In the present invention, unless otherwise expressly specified or limited, when a first feature is "above" or "below" a second feature, it may mean that the first and second features are in direct contact, or that the first and second features are in indirect contact through an intermediary. Furthermore, when a first feature is "above," "above," or "above" a second feature, it may mean that the first feature is directly above or diagonally above the second feature, or simply means that the first feature is at a higher level than the second feature. When a first feature is "below," "below," or "below" a second feature, it may mean that the first feature is directly below or diagonally below the second feature, or simply means that the first feature is at a lower level than the second feature.

[0064] It should be noted that when an element is referred to as being "fixed to" or "disposed on" another element, it may be directly on the other element or there may be an intermediate element. When an element is considered to be "connected to" another element, it may be directly connected to the other element or there may be an intermediate element. The terms "vertical," "horizontal," "upper," "lower," "left," "right," and similar expressions used herein are for illustrative purposes only and do not represent the only implementation methods.

[0065] Of course, the description of the above embodiments of the present invention is relatively detailed, but it cannot be understood as limiting the scope of protection of the present invention. The present invention can also have many other implementation methods. Based on this implementation method, other implementation methods obtained by ordinary technicians in this field without making any creative work are all within the scope of protection of the present invention. The scope of protection of the present invention shall be based on the attached claims.

Claims

1. A deepwater screw pile anchor vibration liquefaction coordinated installation system, characterized in that: include: A pile end connection mechanism, one end of which is rotatably provided with a clamping portion; a spiral pile anchor, one end of which is connected to the clamping portion; a vibration mechanism, the vibration mechanism being arranged on the pile end connection mechanism; A power drive mechanism is provided on the pile end connection mechanism and connected to the clamping portion to drive the clamping portion to rotate the spiral pile anchor.

2. The deepwater screw pile anchor vibration liquefaction coordinated installation system according to claim 1 is characterized in that: The vibration mechanism is arranged at one end of the pile end connection mechanism away from the spiral pile anchor, and the power drive mechanism is arranged on the vibration mechanism and connected to the clamping part.

3. The deepwater screw pile anchor vibration liquefaction coordinated installation system according to claim 2 is characterized in that: The central axes of the pile end connection mechanism, the spiral pile anchor, the vibration mechanism and the power drive mechanism are located on the same axis.

4. A low-disturbance construction method based on a deepwater screw pile anchor vibration liquefaction coordinated installation system, characterized in that: The following steps are involved: Determining a seabed construction area, surveying the seabed construction area, and obtaining geological parameters of the seabed construction area; determining an initial vibration frequency of the vibration mechanism according to the geological parameters; placing the bottom end of the spiral pile anchor on the surface of the seabed construction area, turning on the vibration mechanism according to the initial vibration frequency to pre-liquefy the surface soil of the seabed construction area, and turning off the vibration mechanism after the pre-liquefaction treatment is completed; Determining the penetration speed of the screw pile anchor and the penetration vibration frequency of the vibration mechanism according to the geological parameters; activating the power drive mechanism according to the penetration speed to drive the screw pile anchor to rotate into the seabed soil, and activating the vibration mechanism according to the penetration vibration frequency; When the penetration depth of the spiral pile anchor reaches the target depth, the vibration mechanism and the power drive mechanism are turned off, and the pile end connection mechanism is separated from the spiral pile anchor; The construction is completed after the seabed soil around the spiral pile anchor recovers its initial strength.

5. The low-disturbance method according to claim 4, characterized in that: The step after the penetration depth of the screw pile anchor reaches the target depth includes: The penetration depth of the spiral pile anchor is monitored in real time, and the penetration speed and the penetration vibration frequency are regulated according to the current penetration depth of the spiral pile anchor and the geological parameters.

6. The low-disturbance method according to claim 4, characterized in that: The geological parameters include the particle size distribution of the seabed soil.

7. The low-disturbance method according to claim 6, characterized in that: The geological parameters also include the density of the seabed soil.

8. The low-disturbance method according to claim 7, characterized in that: The geological parameters also include in-situ stress of the seabed soil.

9. The low-disturbance method according to claim 8, characterized in that: The geological parameters also include the initial pore water pressure of the seabed soil.

10. The low-disturbance method according to claim 9, characterized in that: The steps after the soil around the screw pile anchor recovers its initial strength specifically include: The pore water pressure of the seabed soil around the spiral pile anchor is monitored in real time until the pore water pressure of the seabed soil around the spiral pile anchor is restored to the initial pore water pressure, and then the construction is terminated.

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