Anti-sliding and anti-scouring jacket anti-sinking plate optimization method and system and anti-sinking plate

Abstract

The invention belongs to the technical field of offshore wind power construction, and provides an anti-sliding and anti-scouring jacket anti-sinking plate optimization method and system and an anti-sinking plate, and the anti-sinking plate comprises a rectangular plate, a plurality of drainage holes formed in the rectangular plate, and at least one anti-sinking plate pile foundation arranged on the rectangular plate; the drainage holes facilitate seawater circulation so as to reduce the hydraulic resistance of the anti-sinking plate during installation, and the anti-sinking plate extends on the outer side of the jacket main leg, so that the seabed around a jacket pile foundation is covered, rock soil around the pile foundation is prevented from being scoured by waves and seabed current, and local scouring of the pile foundation is effectively prevented; on the basis, the size of the anti-sinking plate, the size of the small piles, the number of the small piles and the like are determined, the actual situation on site is considered, and the problem that the size of the anti-sinking plate, the size of the small piles, the number of the small piles and the like are too large or too small is solved.

Description

TECHNICAL FIELD

[0001] The present application belongs to the technical field of offshore wind power construction, and particularly relates to a method and system for optimizing a jacket foundation pile guard against sliding and scouring, and the foundation pile guard. BACKGROUND

[0002] During installation, the jacket structure needs to be connected to the seabed pile foundation, so that the wind and wave flow and the self-weight of the jacket structure are transmitted to the seabed rock and soil bearing layer. When the jacket and the pile foundation are not connected during installation, the self-weight of the jacket structure is often supported by the seabed pile guard.

[0003] The main purpose of the traditional seabed pile guard of the jacket is to provide temporary support during installation of the jacket, and it does not bear long-term extreme loads. Under the action of seabed earthquakes, the traditional pile guard almost does not provide lateral vibration anti-sliding force because it only contacts the seabed surface and the soil strength of the seabed surface is small. As the jacket develops into deep water, the weight of the upper block also increases, and the diameter of the pile driven into the jacket also increases, thereby causing the problem of local scouring of the seabed pile foundation. The traditional pile guard does not play any role in preventing local scouring of the pile foundation. Simply increasing the size of the pile guard and setting small piles on the pile guard to improve the anti-sliding and scouring capacity does not take into account the actual situation on site, and there are problems of excessive or insufficient size of the pile guard, size of the small piles, and number of small piles. SUMMARY

[0004] To solve the above problems, the present application provides a method and system for optimizing a jacket foundation pile guard against sliding and scouring, and the foundation pile guard. The present application facilitates the flow of seawater through the setting of drainage holes to reduce the hydraulic resistance of the pile guard during installation. The pile guard extends to the outside of the jacket main leg, thereby covering the seabed around the pile foundation of the jacket, preventing the wave and seabed current from scouring the rock and soil around the pile foundation, and effectively preventing local scouring of the pile foundation. On this basis, the size of the pile guard, the size of the small piles, and the number of small piles are determined, taking into account the actual situation on site, and avoiding the problems of excessive or insufficient size of the pile guard, size of the small piles, and number of small piles.

[0005] To achieve the above purpose, the present application is implemented by the following technical solutions: In a first aspect, the present application provides a method for optimizing a jacket foundation pile guard against sliding and scouring. The pile guard includes a rectangular plate, a plurality of drainage holes provided on the rectangular plate, and at least one pile foundation provided on the rectangular plate. The method comprises: determining the maximum scouring depth of the pile foundation under the action of the tidal current according to the maximum water depth of the full tide, the average water resistance width under the condition of the maximum water depth, and the median particle size of the sediment; determining the distance between the center of the cross section of the jacket main leg and the two opposite angles of the pile guard according to the maximum scouring depth of the pile foundation under the action of the tidal current. According to the distance between the centroid of the cross section of the jacket leg and the two opposite angles of the anti-sinking plate, the side length of the rectangular plate is determined; According to the base shear force that each leg can withstand, the lateral shear force generated by the earthquake, and the preset number of anti-sinking plate pile foundations, the base shear force that the anti-sinking plate pile foundation can withstand is determined; According to the base shear force that the anti-sinking plate pile foundation can withstand, the diameter and thickness of the anti-sinking plate pile foundation are determined; and the number of anti-sinking plate pile foundations is adjusted according to the comparison between the diameter of the anti-sinking plate pile foundation and the preset range; According to the diameter of the anti-sinking plate pile foundation, the length of the anti-sinking plate pile foundation is determined.

[0006] Further, the maximum scour depth of the pile foundation under the action of the tidal current is: ; ; wherein, is the maximum water depth of the whole tide; is the average water-blocking width under the condition of the maximum water depth; is the median particle size of the sediment; Fr is the Froude number; is the maximum flow velocity of the whole tide.

[0007] Further, when calculating the distance between the centroid of the cross section of the jacket leg and the two opposite angles of the anti-sinking plate and are: ; .

[0008] Further, the side length of the rectangular plate L is: .

[0009] Further, the base shear force that the anti-sinking plate pile foundation can withstand is: ; wherein, is the base shear force that each leg can withstand; is the base shear force that each small-diameter pile can withstand; is the lateral shear force generated by the earthquake; n is the preset number of anti-sinking plate pile foundations in each anti-sinking plate; N is the number of jacket legs.

[0010] Further, the base shear force that each leg can withstand is: ; ; ; wherein, is the maximum shear force that the pile can withstand when not subjected to axial force; is the shape factor; is the minimum value of the pile structure and the axial bearing capacity of the rock and soil; is the plastic axial bearing capacity of the pile cross section; is the plastic bending moment bearing capacity of the cross section; is the lateral bearing capacity fitting parameter; is the depth index; k is the soil strength coefficient; is the ultimate lateral resistance of the unit length pile.

[0011] In a second aspect, the present application also provides a system for optimizing a pile-supported jacket foundation against sliding and scour, comprising: a pile-supported foundation including a rectangular plate, a plurality of drainage holes arranged on the rectangular plate, and at least one pile foundation arranged on the rectangular plate; the system comprises: A module for determining the maximum scour depth of the pile foundation under the action of tidal current is configured to determine the maximum scour depth of the pile foundation under the action of tidal current according to the maximum water depth of the whole tide, the average water resistance width under the condition of the maximum water depth, and the median particle size of the sediment. A module for determining the distance between the centroid of the cross section of the jacket leg and the two opposite corners of the pile-supported foundation is configured to determine the distance between the centroid of the cross section of the jacket leg and the two opposite corners of the pile-supported foundation according to the maximum scour depth of the pile foundation under the action of tidal current. A module for determining the side length of the rectangular plate is configured to determine the side length of the rectangular plate according to the distance between the centroid of the cross section of the jacket leg and the two opposite corners of the pile-supported foundation. A module for determining the base shear force that the pile foundation can withstand is configured to determine the base shear force that the pile foundation can withstand according to the base shear force that each leg can withstand, the lateral shear force generated by the earthquake, and the preset number of pile foundations of the pile-supported foundation. A module for determining the diameter and thickness of the pile foundation of the pile-supported foundation is configured to determine the diameter and thickness of the pile foundation of the pile-supported foundation according to the base shear force that the pile foundation can withstand, and to adjust the number of pile foundations according to the comparison between the diameter of the pile foundation of the pile-supported foundation and the preset range. A module for determining the length of the pile foundation of the pile-supported foundation is configured to determine the length of the pile foundation of the pile-supported foundation according to the diameter of the pile foundation of the pile-supported foundation.

[0012] In a third aspect, the present application also provides a computer readable storage medium having stored thereon a computer program, which, when executed by a processor, implements the steps of the method for optimizing a pile-supported jacket foundation against sliding and scour according to the first aspect.

[0013] In a fourth aspect, the present application also provides an electronic device, comprising a memory, a processor, and a computer program stored in the memory and capable of running on the processor, wherein the processor implements the steps of the method for optimizing the anti-scouring and anti-sliding jacket foundation slab according to the first aspect when executing the program.

[0014] In a fifth aspect, the present application also provides a computer program product, wherein the computer program product comprises a computer program, and the computer program implements the steps of the method for optimizing the anti-scouring and anti-sliding jacket foundation slab according to the first aspect when executed by a processor.

[0015] Compared with the prior art, the present application has the following beneficial effects: 1、The anti-scouring slab in the present application comprises a rectangular plate, a plurality of drainage holes arranged on the rectangular plate, and at least one anti-scouring slab pile foundation arranged on the rectangular plate; the drainage holes facilitate the flow of seawater to reduce the hydraulic resistance of the anti-scouring slab during installation, and the anti-scouring slab extends outward from the jacket main leg to cover the seabed around the jacket pile foundation, thereby preventing the wave and seabed current from scouring the rock-soil around the pile foundation, and effectively preventing local scouring of the pile foundation; on this basis, first, the maximum scouring depth of the pile foundation under the action of the tidal current is determined according to the maximum water depth of the full tide, the average water-blocking width under the condition of the maximum water depth, and the median particle size of the sediment; the distance between the centroid of the cross section of the jacket main leg and the two opposite corners of the anti-scouring slab is determined according to the maximum scouring depth of the pile foundation under the action of the tidal current; and the side length of the rectangular plate is determined according to the distance between the centroid of the cross section of the jacket main leg and the two opposite corners of the anti-scouring slab; then, the base shear that can be borne by the anti-scouring slab pile foundation is determined according to the base shear that can be borne by each main leg, the lateral shear force generated by the earthquake, and the preset number of anti-scouring slab pile foundations; the diameter and thickness of the anti-scouring slab pile foundation are determined according to the base shear that can be borne by the anti-scouring slab pile foundation; the number of anti-scouring slab pile foundations is adjusted according to the comparison between the diameter of the anti-scouring slab pile foundation and the preset range; the length of the anti-scouring slab pile foundation is determined according to the diameter of the anti-scouring slab pile foundation; and the size of the anti-scouring slab, the size of the small pile, and the number of small piles are determined, which takes into account the actual situation on site and avoids the problems of excessive or insufficient size of the anti-scouring slab, size of the small pile, and number of small piles.

[0016] 2、The present application uses traditional anti-scouring slabs for extension, effectively preventing local scouring around the jacket main leg pile foundation. The pile head connection is arranged at the edge of the anti-scouring slab, and a small-diameter pile is used to form a composite foundation, thereby effectively providing the entire jacket structure with lateral anti-seismic sliding resistance. According to the requirements for preventing local scouring and the anti-seismic performance of the jacket, the size of the anti-scouring slab and the number and size of the small-diameter pile foundation can be adjusted. Since the small-diameter pile foundation mainly bears the lateral anti-sliding force, the penetration depth is greatly reduced compared with the penetration depth of the traditional jacket main leg pile foundation, thereby simplifying the installation of the small-diameter pile foundation, improving the efficiency of offshore construction, enhancing the anti-seismic performance of the jacket, optimizing the structural form of the jacket, and reducing the engineering cost. Attached Figure Description

[0017] The accompanying drawings, which form part of this embodiment, are used to provide a further understanding of this embodiment. The illustrative embodiments and their descriptions are used to explain this embodiment and do not constitute an improper limitation of this embodiment.

[0018] Figure 1 This is a schematic diagram of the anti-sinking plate structure of Embodiment 1 of the present invention; Figure 2 This is a schematic diagram of the anti-sinking plate in use according to Embodiment 1 of the present invention; Figure 3 This is a flowchart of the optimization method of Embodiment 1 of the present invention; Figure 4 This is a schematic diagram of the scouring angle in Embodiment 1 of the present invention; Figure 5 This is a schematic diagram of the pile foundation under stress according to Embodiment 1 of the present invention. Detailed Implementation

[0019] The present invention will be further described below with reference to the accompanying drawings and embodiments.

[0020] It should be noted that the following detailed descriptions are exemplary and intended to provide further explanation of this application. Unless otherwise specified, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application pertains.

[0021] Example 1: The jacket structure of offshore wind power converter stations is a core foundational equipment supporting offshore flexible DC transmission systems, and its development is closely related to the large-scale development of deep-sea wind power. As offshore wind power expands to areas further offshore and in deeper waters, the jacket structure, with its multi-pile support, high stability, and adaptability to complex seabed conditions, has become the mainstream choice for supporting large converter stations.

[0022] Large converter station jacket structures face multiple technical challenges. Structurally, they must support superstructures weighing over 10,000 tons and the loads of complex marine environments. In terms of foundation design, the main leg piles of the jacket require earthquake resistance and scour protection. During installation, the jacket must be prevented from sinking into the soft seabed. To address these challenges, recent years have seen a focus on structural innovation and installation process improvements, driving the development of jacket structures towards higher reliability and safety. As described in the background, the jacket needs to be connected with the subsea pile foundation during installation, so as to transfer the wind and wave flow and the self weight of the jacket structure to the subsea rock and soil bearing layer. During installation, when the jacket is not connected with the pile foundation, the self weight of the jacket structure is often supported by the subsea fender plate. The main purpose of the traditional jacket subsea fender plate is to provide temporary support during installation of the jacket, and it does not bear long-term extreme load. Under the action of subsea earthquake, the traditional fender plate almost does not provide lateral vibration anti-sliding force because it only contacts with the subsea surface and the soil strength of the subsea surface is small. With the development of the jacket to deep water, the weight of the upper block is also increased, and the diameter of the jacket pile is also increased, which can be more than 3-4 meters, thereby causing the problem of local scouring of the subsea pile foundation. The traditional fender plate does not play any role in preventing local scouring of the pile foundation. By increasing the area of the fender plate and setting small piles on the fender plate, the anti-sliding and scouring capacity can be improved, but it does not consider the actual situation on site, and there are problems of too much or too little size of the fender plate, size and number of small piles.

[0023] In order to solve at least one of the above problems, the embodiment provides a method for optimizing the anti-sliding and scouring fender plate of the jacket; wherein, as shown in Figure 1 and Figure 2 , the fender plate comprises a rectangular plate, a plurality of drainage holes arranged on the rectangular plate, and at least one fender plate pile foundation (small diameter pile) arranged on the rectangular plate through a pile head connecting mechanism. The fender plate is arranged on each main leg of the jacket, and the main leg is located at one corner position of the fender plate, and the main area of the fender plate expands outward along the jacket main leg.

[0024] The form of the fender plate in the embodiment meets the temporary anti-settling requirement during installation of the jacket, increases the long-term anti-seismic and anti-sliding performance of the jacket structure, and improves the anti-local scouring prevention capacity of the jacket pile foundation. The fender plate at the bottom of the jacket main leg is enlarged in size along the outside of the jacket, a reinforced plate is arranged at the bottom of the fender plate, and the structural rigidity of the fender plate is improved. The fender plate is provided with small holes as drainage holes, which facilitates the flow of seawater to reduce the hydraulic resistance of the fender plate during installation. The pile head connecting mechanism is arranged at the edge hole of the fender plate, the small diameter driven pile (fender plate pile foundation) is installed at the hole position, and mechanical connection is performed at the fender plate pile head connecting position. The number and size of the small diameter driven pile are arranged according to the anti-seismic and anti-sliding requirements. Since the fender plate extends outside the jacket main leg, the subsea around the jacket pile foundation is covered, the wave and subsea current are prevented from scouring the rock and soil around the pile foundation, and the local scouring of the pile foundation is effectively prevented.

[0025] As shown in Figure 3 , the fender plate optimization method in the embodiment includes two parts of anti-scouring plate size calculation and fender plate pile foundation calculation, and specifically includes: S1. Calculation of the dimensions of the rectangular plate (erosion-resistant plate) in the anti-sinking slab: S1.1 Assessment based on the depth and extent of local scour in the pile foundation: (1) (2) in, The maximum scour depth of the pile foundation under tidal current (m). The maximum water depth at all tides (m); The average water-blocking width (m) under the maximum water depth condition is taken as the diameter of the cylindrical shape. D ; The median particle size of sediment (mm); Fr For Froude number; The maximum tidal velocity (m / s) is the total tidal velocity. This is the acceleration due to gravity.

[0026] S1.2, such as Figure 4 As shown, the distances from the centroid of the main leg cross section of the jacket structure to the two opposite corners of the anti-sinking plate are respectively... (Far) and (Near). Taking the scour angle as 45°, according to the water flow scour pattern, the scour pit on the inner side of the anti-settlement plate is smaller than that on the outer side, therefore, we take: (3) (4) S1.3, based on the distance from the centroid of the main leg cross section to the two diagonal distances of the anti-sinking plate, respectively... (Far) and (Near), the side length of a square anti-sinking slab (rectangular slab). L for: (5) S2. Calculation of transverse earthquake-resistant and anti-slip piles: like Figure 5 As shown, if the catheter stent has N One main leg, assuming each anti-sinking plate has one n For a small-diameter pile, the following must be satisfied: (6) in, The base shear force (N) that each main leg can withstand; The base shear force (N) that each small-diameter pile can withstand; The transverse shear force (N) generated by the earthquake. It can be determined by the following formula: (7) (8) (9) wherein, is the maximum shear force (N) that the pile can bear when not subjected to axial force; is the shape coefficient, which is 1.0; is the minimum value of the structural and geotechnical axial bearing capacity of the pile (MPa); is the plastic axial bearing capacity of the pile cross-section (N); is the plastic bending moment bearing capacity of the cross-section (N.m); is the lateral bearing capacity fitting parameter, which is 0.7; is the depth index, which is 1.0; k is the soil strength coefficient, which is obtained by back analysis; is the ultimate lateral resistance of the unit length of the pile (N).

[0027] According to the assumption that there are small-diameter piles in each anti-sinking plate, the transverse force borne by each small-diameter pile can be determined by formula (6): (10) For , the pile is not subjected to axial force, so V = 0, according to formula (7)~formula (9) = , from , the diameter D and the thickness t of the small-diameter pile can be obtained. This step can also be calculated by finite element software. If the finally obtained diameter satisfies , it is proved that the assumed n is reasonable; otherwise, the assumed is re-assumed.

[0028] Finally, through , the length of the small-diameter pile is obtained.

[0029] Example 2: The present embodiment provides an anti-sliding and scouring jacket anti-sinking plate optimization system, the anti-sinking plate comprising a rectangular plate, a plurality of drainage holes arranged on the rectangular plate, and at least one anti-sinking plate pile foundation arranged on the rectangular plate; the system comprises: a module for determining the maximum scour depth of the pile foundation under the action of tidal current, configured to determine the maximum scour depth of the pile foundation under the action of tidal current according to the maximum water depth of the whole tide, the average water-blocking width under the condition of the maximum water depth, and the median particle size of the sediment; The module for determining the distance between the centroid of the cross section of the main leg of the jacket and two opposite corners of the anti-sinking plate is configured to determine the distance between the centroid of the cross section of the main leg of the jacket and two opposite corners of the anti-sinking plate according to the maximum scour depth of the pile foundation under the action of the tidal current. The module for determining the side length of the rectangular plate is configured to determine the side length of the rectangular plate according to the distance between the centroid of the cross section of the main leg of the jacket and two opposite corners of the anti-sinking plate. The module for determining the base shear that can be borne by the anti-sinking plate pile foundation is configured to determine the base shear that can be borne by the anti-sinking plate pile foundation according to the base shear that can be borne by each main leg, the lateral shear force generated by the earthquake, and the preset number of anti-sinking plate pile foundations. The module for determining the diameter and thickness of the anti-sinking plate pile foundation is configured to determine the diameter and thickness of the anti-sinking plate pile foundation according to the base shear that can be borne by the anti-sinking plate pile foundation, and to adjust the number of anti-sinking plate pile foundations according to the comparison between the diameter of the anti-sinking plate pile foundation and the preset range. The module for determining the length of the anti-sinking plate pile foundation is configured to determine the length of the anti-sinking plate pile foundation according to the diameter of the anti-sinking plate pile foundation.

[0030] The working method of the system is the same as the anti-slip and scouring jacket anti-sinking plate optimization method of Embodiment 1, and will not be described here.

[0031] Embodiment 3 The embodiment provides a computer readable storage medium, which stores a computer program, and the program, when executed by a processor, realizes the steps of the anti-slip and scouring jacket anti-sinking plate optimization method of Embodiment 1.

[0032] Embodiment 4 The embodiment provides an electronic device, which includes a memory, a processor, and a computer program stored on the memory and capable of running on the processor, and the processor realizes the steps of the anti-slip and scouring jacket anti-sinking plate optimization method of Embodiment 1 when executing the program.

[0033] Embodiment 5 The embodiment provides a computer program product, which includes a computer program, and the computer program, when executed by a processor, realizes the steps of the anti-slip and scouring jacket anti-sinking plate optimization method of Embodiment 1.

[0034] The above only describes the preferred embodiments of the present embodiment and is not used to limit the present embodiment. The present embodiment can have various modifications and changes for those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present embodiment shall be included in the protection scope of the present embodiment.

Claims

1. A method of optimizing a jacket foundation mat against sliding and scour, characterized in that, The anti-sinking plate comprises a rectangular plate, a plurality of drainage holes arranged on the rectangular plate, and at least one anti-sinking plate pile arranged on the rectangular plate; the method comprises: According to the maximum water depth of the full tide, the average water-blocking width under the condition of the maximum water depth, and the median particle size of the sediment, the maximum scour depth of the pile foundation under the action of the tidal current is determined; According to the maximum scour depth of the pile foundation under the action of the tidal current, the distance between the cross-sectional centroid of the jacket leg and the two opposite angles of the anti-sinking plate is determined; According to the distance between the cross-sectional centroid of the jacket leg and the two opposite angles of the anti-sinking plate, the side length of the rectangular plate is determined; According to the base shear force that can be borne by each leg, the lateral shear force generated by the earthquake, and the preset number of anti-sinking plate piles, the base shear force that can be borne by the anti-sinking plate pile is determined; According to the base shear force that can be borne by the anti-sinking plate pile, the diameter and thickness of the anti-sinking plate pile are determined; and the number of anti-sinking plate piles is adjusted according to the comparison between the diameter of the anti-sinking plate pile and the preset range; The length of the anti-sinking plate pile is determined according to the diameter of the anti-sinking plate pile.

2. The method of jacket foundation pile penetration optimization of claim 1, wherein, The maximum scour depth of pile foundation under the action of tidal current Is: ； ； wherein, is the maximum water depth during the whole tide; is the average water-blocking width under the condition of the maximum water depth; is the median particle size of the sediment; Fr is the Froude number; is the maximum flow velocity during the whole tide; is the gravitational acceleration.

3. The method of jacket foundation stability optimization against sliding and scour of the foundation plate of claim 2, wherein, The distance between the cross-section centroid of the main leg of the jacket and the two opposite corners of the anti-sink plate is calculated as and is: ； 。 4. The method of jacket foundation stability optimization according to claim 3, wherein, The side length of the rectangular plate L Is: 。 5. The method of the jacket foundation stability optimization according to claim 1, characterized in that, The base shear that the anti-settlement sheet pile foundation can bear Is: ； wherein, is the base shear force that each main leg can withstand; is the base shear force that each small diameter pile can withstand; is the lateral shear force generated by an earthquake; n is the number of pile foundations for each anti-sinking plate; N is the number of jacket legs.

6. The method of the jacket foundation stability optimization according to claim 3, characterized in that, the base shear that each of the main legs can withstand is: ； ； ； wherein, is the maximum shear force that the pile can withstand when not subjected to axial force; is the shape factor; is the minimum value of the structural and geotechnical axial capacity of the pile; is the plastic axial capacity of the pile cross-section; is the plastic moment capacity of the cross-section; is the lateral capacity fitting parameter; is the depth exponent; k is the soil strength coefficient; is the ultimate side resistance of the pile per unit length.

7. A system for optimizing a jacket foundation mat against sliding and scour, characterized in that, The anti-sinking plate comprises a rectangular plate, a plurality of drainage holes arranged on the rectangular plate, and at least one anti-sinking plate pile arranged on the rectangular plate; the system comprises: The maximum scour depth of the pile foundation under the action of the tidal current is determined according to the maximum water depth of the full tide, the average water-blocking width under the condition of the maximum water depth, and the median particle size of the sediment; The distance between the cross-sectional centroid of the jacket leg and the two opposite angles of the anti-sinking plate is determined according to the maximum scour depth of the pile foundation under the action of the tidal current; The side length of the rectangular plate is determined according to the distance between the cross-sectional centroid of the jacket leg and the two opposite angles of the anti-sinking plate; The base shear force that can be borne by the anti-sinking plate pile is determined according to the base shear force that can be borne by each leg, the lateral shear force generated by the earthquake, and the preset number of anti-sinking plate piles; The diameter and thickness of the anti-sinking plate pile are determined according to the base shear force that can be borne by the anti-sinking plate pile; and the number of anti-sinking plate piles is adjusted according to the comparison between the diameter of the anti-sinking plate pile and the preset range; The length of the anti-sinking plate pile is determined according to the diameter of the anti-sinking plate pile.

8. A computer-readable storage medium having stored thereon a computer program, characterized in that, The program is executed by the processor to realize the steps of the anti-slip and scouring jacket anti-sinking plate optimization method according to any one of claims 1-6.

9. An electronic device comprising a memory, a processor, and a computer program stored on the memory and capable of running on the processor, characterized in that, The processor executes the program to realize the steps of the anti-slip and scouring jacket anti-sinking plate optimization method according to any one of claims 1-6.

10. A computer program product, characterised in that, The computer program product comprises a computer program, which is executed by the processor to realize the steps of the anti-slip and scouring jacket anti-sinking plate optimization method according to any one of claims 1-6.

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