Underwater foundation horizontal bearing capacity assessment method and device, medium and computer product

Abstract

The invention relates to the technical field of underwater construction engineering, and discloses an underwater foundation horizontal bearing capacity evaluation method which comprises the following steps: acquiring the geometric dimension and material physical and mechanical properties of a foundation, geological information of a seabed soil sample, ocean current observation data and design wave elements; the maximum scouring depth around the foundation is determined according to ocean current observation data, wave elements and sediment mechanical properties; establishing a foundation-soil body three-dimensional bearing model, and substituting the foundation and soil body mechanical properties and the scouring size to obtain the foundation bearing capacity under each foundation diameter, burial depth, scouring depth and sediment property; according to the relationship between the foundation diameter, the burial depth, the scouring depth and the sediment property and the foundation bearing capacity, a correlation model is established, and the residual value of the foundation bearing capacity after scouring is calculated according to the correlation model. Based on the pile foundation bearing characteristic and the pile-soil interaction mechanical theory, the analysis method has the advantages of being clear in theory, wide in application range, high in reliability and the like. Analysis results are accurate and reliable, influence factors are comprehensively considered, and the method is more scientific.

Description

Technical Field

[0001] The present invention relates to the technical field of underwater construction engineering, and in particular to a method, equipment, medium and computer product for evaluating the horizontal bearing capacity of an underwater foundation. Background Art

[0002] Offshore wind turbines are primarily subject to horizontal loads such as wind, waves, and currents. Therefore, the control of their horizontal deformation in foundation design is more important than that of their vertical deformation, and horizontal bearing capacity is the key to foundation design. With the increasing demand for deep-sea development and technological advancements in large-scale, large-capacity units, the structural size of wind turbines and the wind, wave, and current loads they are subjected to are constantly increasing. The risk of scour during operation of large-diameter single-pile foundation wind turbines is becoming increasingly greater, and safety and economic issues are becoming increasingly prominent. Engineering issues urgently need theoretical support and guarantees. After the installation of the single-pile foundation is completed, because the pile foundation changes the original flow field, under the combined action of waves and water flow, local scour pits will form around the pile foundation. Scour pits will directly reduce the foundation burial depth, increase the cantilever length, and reduce the bearing layer depth. In addition, the scour unloading effect will also reduce the strength and stiffness of the remaining soil, resulting in a significant decrease in the foundation bearing capacity, which seriously threatens the safety of the wind turbine.

[0003] In the foundation design of the existing technology, the horizontal bearing capacity is usually conservatively estimated by considering the overall soil layer scouring with the maximum scouring depth. However, the conservatively estimated bearing capacity data is inaccurate and tends to increase the actual required foundation length and manufacturing and construction costs. Summary of the Invention

[0004] In view of this, the present invention provides a method, device, medium and computer product for evaluating the horizontal bearing capacity of an underwater foundation to solve the problem of inaccurate data in the prior art using a conservative method for estimating the horizontal bearing capacity.

[0005] In a first aspect, the present invention provides a method for evaluating the horizontal bearing capacity of an underwater foundation, comprising:

[0006] Obtain foundation geometry and material physical and mechanical properties, seabed soil geological information, ocean current observation data, and design wave elements;

[0007] Determine the maximum scour depth around the foundation based on ocean current observation data, wave elements and sediment mechanical properties;

[0008] Establish a three-dimensional foundation-soil bearing model, substitute the mechanical properties of the foundation and soil and the scour size, and obtain the foundation bearing capacity under various foundation diameters, burial depths, scour depths, and sediment properties;

[0009] A correlation model is established based on the relationship between foundation diameter, burial depth, scour depth, sediment properties and foundation bearing capacity;

[0010] The residual value of foundation bearing capacity after scouring is calculated based on the correlation model.

[0011] Beneficial effects: The present invention starts from the pile foundation bearing characteristics and pile-soil interaction mechanics theory. The analysis method has clear theory, wide application range, accurate and reliable analysis results, comprehensive consideration of influencing factors, and is more scientific.

[0012] In an optional embodiment, the correlation model is:

[0013] F u,r =F u (1-C r ), C r =aS / L

[0014] Where, F u,r is the horizontal bearing capacity after scouring; F u is the horizontal bearing capacity when there is no scouring; C r is the horizontal bearing capacity decrease rate; a is the slope angle coefficient considering the soil loss caused by scour under different scour slope angles φ; S is the scour depth; L is the foundation burial depth.

[0015] Beneficial effects: The present invention establishes a correlation model between the main influencing factors such as scour size, substrate type and foundation size and the foundation bearing performance through theoretical analysis and simulation calculation. The mechanism is clear, the influencing factors are comprehensive and more scientific, and the input parameters are simple, the calculation method is convenient and the applicability is strong.

[0016] In an optional embodiment, the steps of establishing a three-dimensional foundation-soil bearing model, substituting the mechanical properties of the foundation and soil and the scour size, and obtaining the foundation bearing capacity under various foundation diameters, burial depths, scour depths, and sediment properties include:

[0017] The load when the foundation top surface displaces to the design value is used as the horizontal bearing capacity of the foundation, and a bearing capacity simulation analysis is performed for different scour depths, slope angles, different soil types, and different pile diameters and burial depths.

[0018] In an optional embodiment, the step of calculating the residual value of the foundation bearing capacity after scouring according to the correlation model includes:

[0019] According to the analysis of the three-dimensional finite element simulation test results, the correlation between the bearing capacity reduction rate and the scour depth, foundation burial depth and scour slope angle was established, and the coefficient a was determined to be 1.52 based on the simulation results.

[0020] In an optional embodiment, the maximum scour depth around the foundation is calculated using the Han Haiqian formula, the Wang Rukai formula, or the Sumer formula.

[0021] In an optional embodiment, the ocean current observation data includes water depth and vertical average velocity, and the design wave elements include wave height, wavelength and wave period.

[0022] In a second aspect, the present invention further provides a computer device, comprising:

[0023] The memory and the processor are communicatively connected to each other. The memory stores computer instructions, and the processor executes the above-mentioned underwater foundation horizontal bearing capacity assessment method by executing the computer instructions.

[0024] In a third aspect, the present invention further provides a computer-readable storage medium having computer instructions stored thereon, the computer instructions being used to enable a computer to execute the above-mentioned method for evaluating the horizontal bearing capacity of an underwater foundation.

[0025] In a fourth aspect, the present invention further provides a computer program product, comprising computer instructions, which are used to enable a computer to execute the above-mentioned method for evaluating the horizontal bearing capacity of an underwater foundation. BRIEF DESCRIPTION OF THE DRAWINGS

[0026] In order to more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the following briefly introduces the drawings required for use in the specific embodiments or the description of the prior art. Obviously, the drawings described below are some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying any creative work.

[0027] Figure 1 Schematic diagram of the process of the method for evaluating the horizontal bearing capacity of an underwater foundation according to an embodiment of the present invention;

[0028] Figure 2 A three-dimensional finite element model of the foundation bearing in an embodiment of the present invention;

[0029] Figure 3 is the correlation between the decrease rate of pile foundation horizontal bearing capacity and S / D in the embodiment of the present invention;

[0030] Figure 4 is the correlation between the decrease rate of the horizontal bearing capacity of the pile foundation and L in the embodiment of the present invention;

[0031] Figure 5 is a relationship diagram between pile top displacement and contact stiffness in the present invention;

[0032] Figure 6 is a relationship diagram of the modified internal friction angle and dilatancy angle with plastic shear strain in the present invention;

[0033] Figure 7 C is the slope angle of 30° in the embodiment of the present invention. r Correlation with S / L;

[0034] Figure 8 The slope angle coefficient varies with the scour slope angle in the embodiment of the present invention;

[0035] Figure 9 Comparison between the predicted and measured results of the horizontal bearing capacity reduction coefficient in the embodiment of the present invention;

[0036] Figure 10 Schematic diagram of the hardware structure of a computer device in an embodiment of the present invention. DETAILED DESCRIPTION

[0037] To make the purpose, technical solutions, and advantages of the embodiments of the present invention more clear, the technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without making creative efforts shall fall within the scope of protection of the present invention.

[0038] The following combination Figures 1 to 10 , describing embodiments of the present invention.

[0039] According to an embodiment of the present invention, on the one hand, Figure 1 As shown, a method for evaluating the horizontal bearing capacity of an underwater foundation is provided, comprising:

[0040] S1: Obtain foundation geometry and material physical and mechanical properties, seabed soil geological information, ocean current observation data, and design wave elements;

[0041] S2: Determine the maximum scour depth around the foundation based on ocean current observation data, wave elements and sediment mechanical properties;

[0042] S3: Establish a three-dimensional bearing model of foundation and soil, substitute the mechanical properties of foundation and soil and scour size, and obtain the foundation bearing capacity under different foundation diameters, burial depths, scour depths and sediment properties;

[0043] S4: Establish a correlation model based on the relationship between foundation diameter, burial depth, scour depth, sediment properties and foundation bearing capacity;

[0044] S5: Calculate the residual value of the foundation bearing capacity after scouring based on the correlation model.

[0045] Specifically, the foundation is not specifically limited in this embodiment. For example, the foundation in this embodiment is a single pile foundation of an offshore wind turbine. The geometric dimensions of the single pile foundation of the offshore wind turbine include the diameter D and the burial depth L of the single pile foundation.

[0046] In this embodiment, the design value of the foundation horizontal bearing capacity F uIt refers to the bearing capacity of a pile when subjected to forces perpendicular to its axis. Under horizontal loads, the foundation pile flexes and deforms, squeezing the soil adjacent to the pile to create resistance. When the horizontal load is low, this resistance is primarily provided by the soil near the seabed, and the deformation of the soil is primarily elastic. As the load increases, the deformation of the foundation pile increases, and the surface soil gradually yields from top to bottom, transmitting the horizontal load to deeper soil layers. When the deformation reaches a level unacceptable for the pile, or when the soil surrounding the pile loses stability, the pile's ultimate horizontal bearing capacity has been reached.

[0047] In this embodiment, the ocean hydrological and geological exploration data of the project site in the early stage can be obtained from the survey report in the early stage of the project; the mechanical properties of the seabed sediment can be obtained from the survey report in the early stage of the project.

[0048] In this embodiment, the maximum scour depth around the foundation can be calculated according to the formula recommended in the "Guidelines for Anti-scour Design of Offshore Wind Turbine Foundations" NB-T 11602-2024.

[0049] like Figure 2 As shown in Figure 2, a three-dimensional finite element model of engineering-scale single pile foundation bearing capacity is established. The influence of scouring on the horizontal bearing capacity of the foundation under different parameters is analyzed. Figure 3 As shown in the figure, the analysis shows that the bearing capacity reduction rate C r It has a positive linear relationship with the scour depth and has nothing to do with soil quality; e.g. Figure 4 As shown in the figure, the analysis shows that the bearing capacity reduction rate C after the same scouring is r It is inversely proportional to the burial depth and has nothing to do with the pile diameter.

[0050] In one embodiment, the correlation model is:

[0051] F u,r =F u (1-C r ), C r =aS / L

[0052] Where, F u,r is the horizontal bearing capacity after scouring; F u is the horizontal bearing capacity when there is no scouring; C r is the horizontal bearing capacity decrease rate; a is the slope angle coefficient considering the soil loss caused by scour under different scour slope angles φ; S is the scour depth; L is the foundation burial depth.

[0053] Specifically, in this embodiment, the bearing capacity reduction rate C is determined as r =F u,r / F u It is related to S / L and is also affected by the scour slope angle φ, which determines the volume of the upper soil layer eroded by scour at the same scour depth. Establish the horizontal bearing capacity F after scour u,rThe expression of: F u,r =F u (1-Cr), C r =acosφS / L.

[0054] The present invention establishes a correlation model between the main influencing factors such as scour size, substrate type and foundation size and the foundation bearing performance through theoretical analysis and simulation calculation. The mechanism is clear, the influencing factors are comprehensive and more scientific, and the input parameters are simple, the calculation method is convenient and the applicability is strong.

[0055] In one embodiment, S3: establishing a three-dimensional foundation-soil bearing model, substituting the mechanical properties of the foundation and soil and the scour dimension, and obtaining the foundation bearing capacity under various foundation diameters, burial depths, scour depths, and sediment properties, includes the following steps:

[0056] S31: Taking the load when the foundation top surface displaces to the design value as the foundation horizontal bearing capacity, a bearing capacity simulation analysis is performed for different scour depths, slope angles, different soil types, and different pile diameters and burial depths.

[0057] Specifically, if Figure 2 As shown, in this embodiment, ABAQUS was used to conduct a three-dimensional finite element simulation analysis of the foundation pile-soil interaction. Considering that the pile-soil bearing characteristics are symmetrical along the load plane when the foundation is subjected to horizontal loads, only half of the model was constructed to improve computational efficiency. In this embodiment, both the foundation and the soil cross-section are set as symmetrical boundaries. Only vertical displacement is allowed at the outer boundary of the soil. The bottom surface of the soil constrains all degrees of freedom, and the soil surface and other surfaces of the foundation are free boundaries.

[0058] Since the contact relationship between the pile foundation and the soil is a key issue in the simulation of pile-soil interaction and is highly nonlinear, this embodiment uses the contact pair method in ABAQUS software to establish the contact relationship and define the interface friction coefficient to describe the friction characteristics between the contact surfaces:

[0059]

[0060] In the formula is the internal friction angle of soil.

[0061] For normal behavior, when the contact surface between the foundation pile and soil separates, the contact constraint between the contact surfaces is automatically canceled. At this time, the normal force and tangential force between the contact surfaces are zero. When the contact surface is squeezed, the normal behavior adopts an exponential contact pressure-interference relationship, that is, the interference at the interface between the foundation and the soil is exponentially related to the contact pressure, such as Figure 5 As shown, this embodiment determined through iterative calculations that when the contact stiffness is 10 MPa / m, the pile-soil penetration is negligible and the calculation results tend to be stable. Therefore, a contact stiffness of 10 MPa / m is selected.

[0062] During the horizontal bearing process of pile-soil in large-diameter foundations, the stiffness of sand presents a mechanical characteristic of first hardening and then softening as the strain increases. Therefore, the modified Mohr-Coulomb model (MMC) is used in this embodiment to accurately describe the stress-strain response of pile-soil horizontal bearing to reflect the plastic characteristics and stiffness changes of the actual soil during the stress process. The shear dilatancy angle ψ varies with the plastic strain ε as shown in Figure 6 As shown in the figure, the friction angle and dilatancy angle of the soil body are the same when the plastic strain reaches the plastic strain peak value ε p When ε=ε p Peak and ψ p , when ε>ε p Then it starts to decrease until it converges to a constant value. and ψ p Relative density of soil D r and the mean principal stress σ m related:

[0063]

[0064] I R =D r (Q-lnσ m )-R

[0065] The coefficient A ψ and k ψ The values ​​range from 3.0 to 5.0 and 0.5 to 0.8 respectively. ψ =3.8 and k ψ =0.6 is applicable to both triaxial and plane strain conditions of sand, so this embodiment refers to this value. is the critical internal friction angle; here σ m The unit is kPa. Q and R are 10.0 and 1.0 respectively.

[0066] Furthermore, the plastic strain peak ε p Calculated by the following formula:

[0067]

[0068] Where C1, C2 and m are coefficients related to soil type, and for dense sand, they are 0.22, 0.11 and 0.25 respectively; σ at For atmospheric pressure, take 100kPa.

[0069] In the sand hardening section, the internal friction angle The variation of the dilatancy angle ψ with plastic strain is as follows:

[0070]

[0071] In the formula is the initial internal friction angle, which is taken as 29°.

[0072] In the sand softening stage:

[0073]

[0074] The MMC model is implemented in ABAQUS through the FORTRAN language subroutines USDFLD, which first calls and updates the plastic strain tensor ε in each time increment. ij and the stress tensor σ ij , and then calculate the plastic strain increment △ε and the cumulative plastic strain ε and the average principal stress σ of each time increment m , to update the entire and ψ.

[0075] Considering the large burial depth on site, the elastic modulus of the soil will change with the increase of the average principal stress. In this embodiment, the elastic modulus of the soil is calculated by the following formula:

[0076]

[0077] Where κ and λ are soil stiffness parameters.

[0078] In this embodiment, the impact of scouring on the horizontal ultimate bearing capacity F of the large diameter foundation is analyzed. u In order to quantitatively evaluate the impact of scour depth S on the foundation bearing characteristics under different conditions such as pile diameter D, foundation burial depth L, and bottom soil type, simulation analysis was carried out to establish a simple evaluation method for the horizontal bearing capacity of the foundation. In this embodiment, with reference to the prototype size of a typical offshore wind turbine single pile foundation, five groups of simulation conditions were set according to the above-mentioned influencing factors, including five different relative scour depths (S / D = 0, 0.5, 1.0, 1.5, 2), four different pile diameters (D = 4, 6, 8, 10m), five different burial depths (L = 24, 27, 30, 33, 36m), and two bottom soil types (sand and silt). The working condition parameters are shown in Table 1, where the scour slope angle is 25° to 35°.

[0079] Table 1 Single pile foundation bearing simulation analysis conditions

[0080]

[0081] The design of offshore wind turbine foundations is generally controlled by the normal service limit state, and the foundation resistance corresponding to a certain displacement of the pile top or mud surface and the pile body deflection angle is used as the horizontal ultimate bearing capacity of the single pile foundation. In this embodiment, the horizontal concentrated load when the horizontal displacement of the pile top reaches 0.1D is used as the horizontal ultimate bearing capacity value F of the single pile foundation. u .

[0082] In one embodiment, S5: calculating the residual value of the foundation bearing capacity after scouring according to the correlation model includes:

[0083] S51: Based on the analysis of the three-dimensional finite element simulation test results, the correlation between the bearing capacity reduction rate and the scour depth, foundation burial depth and scour slope angle is established. Based on the simulation results, the coefficient a is determined to be 1.52.

[0084] Specifically, if Figure 7 and Figure 8 As shown in the figure, based on the analysis of a large number of three-dimensional finite element simulation test results, the bearing capacity reduction rate C is established. r The correlation between S / L and scour slope angle φ is determined based on the simulation results, and the coefficient a is 1.52.

[0085] like Figure 9 As shown in the figure, the evaluation method has been verified by model tests to have an accuracy within 10%, which meets the requirements.

[0086] An embodiment of the present invention further provides a computer device for executing the above-mentioned method for evaluating the horizontal bearing capacity of an underwater foundation.

[0087] See also Figure 10 , Figure 10 is a structural diagram of a computer device provided by an optional embodiment of the present invention, such as Figure 10 As shown, the computer device includes: one or more processors 10, memory 20, and interfaces for connecting various components, including high-speed interfaces and low-speed interfaces. Various components utilize different buses to communicate with each other and can be installed on a common mainboard or installed in other ways as needed. The processor can process the instructions executed in the computer device, including instructions stored in the memory or on the memory to display the graphical information of the GUI on an external input / output device (such as, a display device coupled to the interface). In some optional embodiments, if necessary, multiple processors and / or multiple buses can be used together with multiple memories and multiple memories. Equally, multiple computer devices can be connected, and each device provides part of the necessary operations (for example, as a server array, a group of blade servers, or a multi-processor system). Figure 10 A processor 10 is taken as an example.

[0088] The processor 10 may be a central processing unit, a network processor, or a combination thereof. The processor 10 may further include a hardware chip. The hardware chip may be an application-specific integrated circuit, a programmable logic device, or a combination thereof. The programmable logic device may be a complex programmable logic device, a field programmable gate array, a general purpose array logic, or any combination thereof.

[0089] The memory 20 stores instructions that can be executed by at least one processor 10, so that the at least one processor 10 executes the method shown in the above embodiment.

[0090] The memory 20 may include a program storage area and a data storage area, wherein the program storage area may store an operating system and application programs required for at least one function; the data storage area may store data created based on the use of the computer device, etc. In addition, the memory 20 may include a high-speed random access memory, and may also include a non-transient memory, such as at least one disk storage device, a flash memory device, or other non-transient solid-state storage device. In some optional embodiments, the memory 20 may optionally include a memory remotely located relative to the processor 10, and these remote memories may be connected to the computer device via a network. Examples of the above-mentioned network include, but are not limited to, the Internet, an intranet, a local area network, a mobile communication network, and combinations thereof.

[0091] The memory 20 may include a volatile memory, such as a random access memory; the memory may also include a non-volatile memory, such as a flash memory, a hard disk or a solid-state drive; the memory 20 may also include a combination of the above types of memory.

[0092] The computer device further includes a communication interface 30 for the computer device to communicate with other devices or a communication network.

[0093] The embodiment of the present invention also provides a computer-readable storage medium. The above-mentioned method according to the embodiment of the present invention can be implemented in hardware, firmware, or implemented as a computer code that can be recorded in a storage medium, or implemented as a computer code that is originally stored in a remote storage medium or a non-temporary machine-readable storage medium and downloaded through a network and will be stored in a local storage medium, so that the method described herein can be stored in such software processing on a storage medium using a general-purpose computer, a dedicated processor, or programmable or dedicated hardware. Among them, the storage medium can be a magnetic disk, an optical disk, a read-only storage memory, a random access memory, a flash memory, a hard disk or a solid-state drive, etc.; further, the storage medium can also include a combination of the above-mentioned types of memory. It can be understood that the computer, processor, microprocessor controller or programmable hardware includes a storage component that can store or receive software or computer code. When the software or computer code is accessed and executed by the computer, processor or hardware, the underwater foundation horizontal bearing capacity assessment method shown in the above embodiment is implemented.

[0094] A portion of the present invention may be applied as a computer program product, such as a computer program instruction, which, when executed by a computer, can call or provide the method for assessing the horizontal bearing capacity of an underwater foundation according to the present invention through the operation of the computer. Those skilled in the art should understand that the form in which the computer program instruction exists in a computer-readable medium includes but is not limited to a source file, an executable file, an installation package file, etc. Accordingly, the manner in which the computer program instruction is executed by the computer includes but is not limited to: the computer directly executes the instruction, or the computer compiles the instruction and then executes the corresponding compiled program, or the computer reads and executes the instruction, or the computer reads and installs the instruction and then executes the corresponding installed program. Here, the computer-readable medium may be any available computer-readable storage medium or communication medium that can be accessed by the computer.

[0095] Although the embodiments of the present invention have been described with reference to the accompanying drawings, those skilled in the art may make various modifications and variations without departing from the spirit and scope of the present invention. Such modifications and variations are all within the scope defined by the appended claims.

Claims

1. A method for evaluating the horizontal bearing capacity of an underwater foundation, characterized in that: include: Obtain foundation geometry and material physical and mechanical properties, seabed soil geological information, ocean current observation data, and design wave elements; Determine the maximum scour depth around the foundation based on ocean current observation data, wave elements and sediment mechanical properties; Establish a three-dimensional foundation-soil bearing model, substitute the mechanical properties of the foundation and soil and the scour size, and obtain the foundation bearing capacity under various foundation diameters, burial depths, scour depths, and sediment properties; A correlation model is established based on the relationship between foundation diameter, burial depth, scour depth, sediment properties and foundation bearing capacity; The residual value of foundation bearing capacity after scouring is calculated based on the correlation model.

2. The method for evaluating the horizontal bearing capacity of an underwater foundation according to claim 1, wherein: The correlation model is: F u,r =F u (1-C r ),C r =aS / L Where, F u,r is the horizontal bearing capacity after scouring; F u is the horizontal bearing capacity when there is no scouring; C r is the horizontal bearing capacity decrease rate; a is the slope angle coefficient considering the soil loss caused by scour under different scour slope angles φ; S is the scour depth; L is the foundation burial depth.

3. The method for evaluating the horizontal bearing capacity of an underwater foundation according to claim 1, wherein: The steps of establishing a foundation-soil three-dimensional bearing model, substituting the mechanical properties of the foundation and soil and the scour size, and obtaining the foundation bearing capacity under various foundation diameters, burial depths, scour depths, and sediment properties include: The load when the foundation top surface displaces to the design value is used as the horizontal bearing capacity of the foundation, and a bearing capacity simulation analysis is performed for different scour depths, slope angles, different soil types, and different pile diameters and burial depths.

4. The method for evaluating the horizontal bearing capacity of an underwater foundation according to claim 1, wherein: The step of calculating the residual value of the foundation bearing capacity after scouring according to the correlation model includes: According to the analysis of the three-dimensional finite element simulation test results, the correlation between the bearing capacity reduction rate and the scour depth, foundation burial depth and scour slope angle was established. Based on the simulation results, the coefficient a was determined to be 1.52cosφ.

5. The method for evaluating the horizontal bearing capacity of an underwater foundation according to any one of claims 1 to 4, characterized in that: The maximum scour depth around the foundation is calculated using Han Haiqian's formula, Wang Rukai's formula or Sumer's formula.

6. The method for evaluating the horizontal bearing capacity of an underwater foundation according to any one of claims 1 to 4, characterized in that: The ocean current observation data includes water depth and vertical average velocity, and the design wave elements include wave height, wavelength and wave period.

7. A computer device, characterized in that: include: A memory and a processor, wherein the memory and the processor are communicatively connected to each other, the memory stores computer instructions, and the processor executes the method for assessing the horizontal bearing capacity of an underwater foundation according to any one of claims 1 to 6 by executing the computer instructions.

8. A computer-readable storage medium, characterized in that The computer-readable storage medium stores computer instructions, and the computer instructions are used to enable a computer to execute the method for evaluating the horizontal bearing capacity of an underwater foundation according to any one of claims 1 to 6.

9. A computer program product, characterized in that The method comprises computer instructions for causing a computer to execute the method for evaluating the horizontal bearing capacity of an underwater foundation according to any one of claims 1 to 6.

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