Single-pile horizontal bearing capacity calculation method capable of considering pile-soil rigidity ratio and pile body displacement

Abstract

The invention relates to a single-pile horizontal bearing capacity calculation method capable of considering a pile-soil rigidity ratio and pile body displacement. The single-pile horizontal bearing capacity calculation method comprises the following steps: constructing a pile-soil interaction model; on the basis of the pile-soil interaction model, different pile-soil rigidity ratios are calculated by changing working condition related parameters; acquiring a horizontal load-displacement curve and a bending moment-displacement curve at a single-pile mud surface under the calculation working conditions of different pile-soil rigidity ratios; in the horizontal load-displacement curve and the bending moment-displacement curve, selecting a corresponding horizontal bearing capacity based on a preset mud surface displacement value; the selected horizontal bearing capacity and the pile-soil rigidity ratio are drawn into a curve and fitted, and a fitted curve of mud surface displacement values is obtained; and solving the fitted curve by utilizing a mud surface displacement value standard to obtain the horizontal bearing capacity of the offshore wind power large-diameter single pile in the soil body. According to the method, the calculation process is simple and convenient, and the horizontal bearing capacity of the pile foundation of the large-diameter single pile in the soil body under different mud surface displacement value standards can be accurately evaluated.

Description

Technical Field

[0001] The invention relates to the technical field of offshore wind power foundation structures, and in particular to a method for calculating the horizontal bearing capacity of a single pile taking into account the pile-soil stiffness ratio and pile body displacement. Background Art

[0002] As an important component of clean energy, offshore wind power has become increasingly prominent in my country's energy structure. Common types of offshore wind power foundations include single pile foundation, tripod foundation, jacket foundation, gravity foundation, barrel foundation, high pile foundation and floating foundation. Single pile foundation has become the mainstream choice for offshore wind turbine foundations at home and abroad due to its advantages of light weight, simple structure and clear force. In recent years, with the expansion of offshore wind power scale and the increase of installed capacity, the horizontal force and overturning moment borne by offshore wind power foundations have continued to increase, resulting in the increase in the diameter of the single pile foundation, and the maximum has exceeded 10m.

[0003] At present, the most commonly used method for the horizontal bearing capacity design of large-diameter single pile foundations for offshore wind power is the API specification method. However, the basis of the API specification design comes from the test of small-diameter piles with a diameter of less than 2m, which is not applicable to the design of the horizontal bearing capacity of large-diameter single piles. The API specification is relatively complicated for the design of single pile foundations. The specific reasons are as follows: Due to the nonlinear characteristics of the soil, an iterative method is required to gradually approach the real response, and the internal force and deformation of the pile body need to be continuously iterated. The calculation is relatively complex, the convergence speed is slow, and it is more dependent on the initial conditions; the finite difference method is used to simulate the behavior of the pile foundation after being subjected to force, and to deal with complex boundary conditions and non-homogeneous material properties, but the finite difference method will introduce truncation errors during the calculation process, and the calculation results are sensitive to mesh division. In some cases, the difference format may be unstable; the pile-soil spring model is used to simulate the interaction between the pile and the surrounding soil and analyze the response of the pile under load, but the accuracy of the pile-soil spring model depends on the selection of soil parameters, and multiple pile-soil spring models need to be calculated along the depth direction of the pile, which increases the calculation time and workload.

[0004] Therefore, in order to more accurately and conveniently evaluate the horizontal bearing capacity of a large-diameter single pile in soil, the present invention takes a large-diameter single pile as the research object, studies the influence of different pile-soil stiffness ratios in soil on the horizontal bearing characteristics, reveals the evolution law of the horizontal bearing capacity of a single pile under different bearing modes and different mud surface displacements, and proposes a calculation method for the horizontal bearing capacity of a single pile which can consider the pile-soil stiffness ratio and pile body displacement. Summary of the invention

[0005] The invention aims to provide a method for calculating the horizontal bearing capacity of a single pile which can consider the pile-soil stiffness ratio and the pile body displacement. The method uses the large-scale finite element calculation software ABAQUS to perform numerical simulation calculations, and by setting large-diameter single piles with different diameters, simulates the horizontal load response of the pile in different soil bodies, calculates the variation law of the horizontal bearing capacity of the large-diameter single pile with different pile-soil stiffness ratios, analyzes the pile-soil interaction mode of the large-diameter pile under different pile-soil stiffness ratios, reveals the evolution law of the normalized pile foundation horizontal bearing capacity with the pile-soil stiffness ratio under different mud surface displacement value standards, establishes a semi-empirical method for evaluating the horizontal bearing capacity of the large-diameter single pile in the soil under different mud surface displacement value standards, and provides a reference for engineering and practical applications.

[0006] To achieve the above object, the present invention provides the following solutions:

[0007] A method for calculating the horizontal bearing capacity of a single pile taking into account the pile-soil stiffness ratio and pile displacement includes:

[0008] Construct pile-soil interaction model;

[0009] Based on the pile-soil interaction model, different pile-soil stiffness ratios are calculated by changing the relevant parameters of the working condition;

[0010] Obtain the horizontal load-displacement curve and bending moment-displacement curve of a single pile at the mud surface under calculation conditions of different pile-soil stiffness ratios;

[0011] In the horizontal load-displacement curve and the bending moment-displacement curve, the corresponding horizontal bearing capacity is selected based on the preset mud surface displacement value; wherein the horizontal bearing capacity includes: horizontal load and bending moment;

[0012] The selected horizontal bearing capacity and pile-soil stiffness ratio are plotted into a curve and fitted to obtain a fitting curve of the mud surface displacement value;

[0013] The fitting curve is solved by using the preset mud surface displacement value to obtain the horizontal bearing capacity of the large-diameter single pile of offshore wind power in the soil.

[0014] Optionally, constructing the pile-soil interaction model includes:

[0015] Based on the preset boundary size and grid size, finite element simulation is performed to construct a pile-soil interaction model, and the pile-soil interaction model is preprocessed; wherein the boundary size includes: an axial boundary size and a radial boundary size, and the grid size includes: an axial grid size and a radial grid size.

[0016] Optionally, preprocessing the pile-soil interaction model includes:

[0017] Performing geostress balance on the pile-soil interaction model;

[0018] Establishing pile-soil contact effect for the pile-soil interaction model;

[0019] A horizontal load is applied to the pile-soil interaction model at the pile head position.

[0020] Optionally, calculations for different pile-soil stiffness ratios include:

[0021] Determine the working condition related parameters; wherein the working condition related parameters include: pile diameter, pile wall thickness, pile elastic modulus, soil elastic modulus, pile body moment of inertia and burial depth;

[0022] Based on the diameter of the pile and the wall thickness of the pile, the moment of inertia of the pile body is calculated using a first preset formula;

[0023] Based on the elastic modulus of the pile, the elastic modulus of the soil, the moment of inertia of the pile body and the embedding depth, the pile-soil stiffness ratio is calculated using a second preset formula;

[0024] By changing the values ​​of the parameters related to the working condition, different pile-soil stiffness ratios are calculated;

[0025] The first preset formula is:

[0026]

[0027] Among them, Table I p represents the moment of inertia of the pile body, and D represents the diameter of the pile;

[0028] The second preset formula is:

[0029]

[0030] Where η represents the pile-soil stiffness ratio, E s represents the elastic modulus of soil, E p represents the elastic modulus of the pile, and L represents the burial depth.

[0031] Optionally, the selected horizontal bearing capacity and pile-soil stiffness ratio are plotted into a curve and fitted to obtain the fitting curve of the mud surface displacement value, including:

[0032] The horizontal load and bending moment are normalized separately;

[0033] The normalized horizontal load and bending moment are plotted against the pile-soil stiffness ratio to form a curve and fitted to obtain a fitting curve for each preset mud surface displacement value.

[0034] Optionally, the fitting curve is:

[0035]

[0036] Among them, H x M represents the horizontal load on the pile head when the displacement of the pile body mud surface is x. x represents the bending moment of the mud surface when the displacement of the pile body is x, A and B represent the empirical fitting coefficients, η represents the pile-soil stiffness ratio, D represents the diameter of the pile, L represents the buried depth of the pile, γ represents the buoyant density of the soil, represents the internal friction angle of the soil, and x represents the displacement of the pile body mud surface under normal working conditions.

[0037] Optionally, solving the fitting curve by using a preset mud surface displacement value to obtain the horizontal bearing capacity of a large-diameter single pile of offshore wind power in the soil includes:

[0038] Fitting the empirical fitting coefficient in the fitting curve with the preset mud surface displacement value to obtain a functional relationship between the empirical fitting coefficient and the preset mud surface displacement value;

[0039] Based on the functional relationship, the empirical fitting coefficient in the fitting curve is determined by taking different preset mud surface displacement values;

[0040] The determined empirical fitting coefficient is substituted into the fitting curve to obtain the horizontal bearing capacity of a large-diameter single pile of offshore wind power in the soil.

[0041] Optionally, the functional relationship includes:

[0042] A H =-0.0602x-0.0009

[0043] A M =-0.0191x-0.0001

[0044] B H =-0.0185x+0.0026

[0045] B M =-0.0079x+0.0008

[0046] Where x is the displacement of the pile body under normal working conditions, A H , A M , B H , B M All are coefficients.

[0047] The beneficial effects of the present invention are:

[0048] The present invention determines the pile diameter D, the burying depth L, the bulk density γ of the soil, the internal friction angle Based on the relevant working condition parameters, pile-soil stiffness ratio η and the empirical fitting coefficients A and B under different preset mud surface displacement values ​​x, a semi-empirical calculation formula for the horizontal bearing capacity of a large-diameter single pile in soil under different mud surface displacement values ​​can be obtained.

[0049] The calculation process is relatively simple and can more accurately evaluate the horizontal bearing capacity of the pile foundation under different mud surface displacement values ​​of a large-diameter single pile in the soil, avoiding the defect that the current API specifications and calculation methods cannot accurately evaluate the horizontal bearing capacity of a large-diameter single pile, and providing a basis for engineering practice and application. BRIEF DESCRIPTION OF THE DRAWINGS

[0050] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings required for use in the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without paying creative labor.

[0051] Figure 1 The present invention is a flowchart of a method for calculating the horizontal bearing capacity of a single pile that can take into account the pile-soil stiffness ratio and pile body displacement. DETAILED DESCRIPTION

[0052] The following will be combined with the drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only 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 ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0053] In order to make the above-mentioned objects, features and advantages of the present invention more obvious and easy to understand, the present invention is further described in detail below with reference to the accompanying drawings and specific embodiments.

[0054] In order to more accurately and conveniently evaluate the horizontal bearing capacity of a large-diameter single pile in soil, this embodiment takes a large-diameter single pile as the research object, studies the influence of different pile-soil stiffness ratios in soil on the horizontal bearing characteristics, reveals the evolution law of the horizontal bearing capacity of a single pile under different bearing modes and different mud surface displacements, and proposes a calculation method for the horizontal bearing capacity of a single pile that can consider the pile-soil stiffness ratio and pile body displacement.

[0055] like Figure 1 As shown, this embodiment proposes a method for calculating the horizontal bearing capacity of a single pile that can take into account the pile-soil stiffness ratio and pile body displacement, including:

[0056] Construct pile-soil interaction model;

[0057] Based on the pile-soil interaction model, different pile-soil stiffness ratios are calculated by changing the relevant parameters of the working condition;

[0058] Obtain the horizontal load-displacement curve and bending moment-displacement curve of a single pile at the mud surface under calculation conditions of different pile-soil stiffness ratios;

[0059] In the horizontal load-displacement curve and the bending moment-displacement curve, the corresponding horizontal bearing capacity is selected based on the preset mud surface displacement value; wherein the horizontal bearing capacity includes: horizontal load and bending moment;

[0060] The selected horizontal bearing capacity and pile-soil stiffness ratio are plotted into a curve and fitted to obtain a fitting curve of the mud surface displacement value;

[0061] The preset mud surface displacement value is used to solve the fitting curve to obtain the horizontal bearing capacity of large-diameter single piles for offshore wind power in the soil.

[0062] Furthermore, the construction of pile-soil interaction model includes:

[0063] Based on the preset boundary size and grid size, finite element simulation is performed to construct a pile-soil interaction model and preprocess the pile-soil interaction model; wherein the boundary size includes: axial boundary size and radial boundary size, and the grid size includes: axial grid size and radial grid size.

[0064] Furthermore, the preprocessing of the pile-soil interaction model includes:

[0065] Conduct geostress equilibrium on the pile-soil interaction model;

[0066] The pile-soil contact effect is established for the pile-soil interaction model;

[0067] A horizontal load is applied to the pile head for the pile-soil interaction model.

[0068] Furthermore, calculations for different pile-soil stiffness ratios include:

[0069] Determine working condition related parameters; wherein working condition related parameters include: pile diameter, pile wall thickness, pile elastic modulus, soil elastic modulus, pile body moment of inertia and burial depth;

[0070] Based on the diameter of the pile and the wall thickness of the pile, the moment of inertia of the pile body is calculated using a first preset formula;

[0071] Based on the elastic modulus of the pile, the elastic modulus of the soil, the moment of inertia of the pile body and the embedding depth, the pile-soil stiffness ratio is calculated using a second preset formula;

[0072] By changing the values ​​of relevant parameters of the working condition, different pile-soil stiffness ratios are calculated;

[0073] Furthermore, the selected horizontal bearing capacity and pile-soil stiffness ratio are plotted into a curve and fitted, and the fitting curve for obtaining the mud surface displacement value includes:

[0074] The horizontal load and bending moment are normalized separately;

[0075] The normalized horizontal load and bending moment are plotted against the pile-soil stiffness ratio to form a curve and fitted to obtain a fitting curve for each preset mud surface displacement value.

[0076] Furthermore, the fitting curve is solved by using the preset mud surface displacement value to obtain the horizontal bearing capacity of the large-diameter single pile of offshore wind power in the soil, including:

[0077] Fitting the empirical fitting coefficient in the fitting curve with the preset mud surface displacement value to obtain a functional relationship between the empirical fitting coefficient and the preset mud surface displacement value;

[0078] Based on the functional relationship, the empirical fitting coefficient in the fitting curve is determined by taking different preset mud surface displacement values;

[0079] The determined empirical fitting coefficient is substituted into the fitting curve to obtain the horizontal bearing capacity of large-diameter single piles for offshore wind power in the soil.

[0080] Specifically, the detailed technical solution adopted in this embodiment is as follows:

[0081] a. According to the actual situation of the project, determine the working condition related parameters, including: elastic modulus E of the soil s , density ρ, bulk density γ, internal friction angle Poisson's ratio μ; elastic modulus of pile E p , density ρ, Poisson's ratio μ; pile diameter D, burial depth L, length, and wall thickness.

[0082] b. Calculate the moment of inertia of the pile body I p Substituting the pile diameter D and the pile wall thickness into equation (1), we can get the pile body moment of inertia I p .

[0083] c. Calculate the pile-soil stiffness ratio η and convert the pile elastic modulus E p , elastic modulus of soil E s , pile body moment of inertia I p Substituting the burial depth L into formula (2) yields the pile-soil stiffness ratio η.

[0084] d. The pile-soil interaction model is established through the large-scale finite element calculation software ABAQUS. The axial boundary size is L+5D, the radial boundary size is 20D, the axial grid size is 0.4D~D, and the radial grid size is 0.1D~D. When the above boundary sizes and grid sizes are selected for finite element calculation, the calculation accuracy can be fully guaranteed while the calculation efficiency is greatly improved, ensuring the timeliness of the calculation.

[0085] e. The pile-soil interaction model is set up with three analysis steps. The first step is to balance the ground stress, the second step is to establish the pile-soil contact effect, and the third step is to apply a horizontal load to the pile model at the pile head position.

[0086] f. According to steps d and e, establish and calculate the calculation conditions under different pile-soil stiffness ratios η, obtain the horizontal bearing capacity and horizontal displacement of the large-diameter single pile, and obtain the horizontal load-displacement curve (Hy) and bending moment-displacement curve (My) at the mud surface of the single pile under N different pile-soil stiffness ratios η.

[0087] g. In the horizontal load-displacement curve (Hy) and the moment-displacement curve (My), take the mud surface displacement xD (x = 0.1, 0.2, 0.3...) as the standard and select the corresponding horizontal bearing capacity H 0.1D 、M 0.1D , H 0.2D 、M 0.2D , H 0.3D 、M 0.3D …….

[0088] h. For horizontal load H xD and bending moment M xD Normalization is performed. The specific normalization form is: and The normalized horizontal bearing capacity and bending moment are obtained, and they are plotted into a curve with the pile-soil stiffness ratio η and fitted. A fitting curve can be obtained for each x value, and its expression is shown in Equations (7) and (8).

[0089] i. Fit the empirical fitting coefficients A and B in the above fitting curve with the preset mud surface displacement value x to obtain the functional relationship between the empirical fitting coefficients A and B and the mud surface displacement value x, as shown in equations (3) to (6). The empirical fitting coefficients A and B in equations (7) and (8) can be determined by different mud surface displacement values ​​x. Substituting equations (3) to (6) into equations (7) and (8), the horizontal bearing capacity of large-diameter single piles for offshore wind power in soil can be obtained.

[0090] The specific calculation formulas are shown in equations (1) to (8).

[0091]

[0092] A H =-0.0602x-0.0009 (3)

[0093] A M =-0.0191x-0.0001 (4)

[0094] B H =-0.0185x+0.0026 (5)

[0095] B M =-0.0079x+0.0008 (6)

[0096]

[0097] Where x is the displacement of the pile body under normal working conditions; H x M is the horizontal load on the pile head when the displacement of the pile body mud surface is x; x is the bending moment of the mud surface when the displacement of the pile body is x; A and B are empirical fitting coefficients; η is the pile-soil stiffness ratio; D is the diameter of the pile; L is the buried depth of the pile; γ is the buoyant density of the soil; is the internal friction angle of the soil; E p is the elastic modulus of the pile; E s is the elastic modulus of soil; I p is the moment of inertia of the pile body.

[0098] The present invention establishes a semi-empirical calculation method for the horizontal bearing capacity of a single pile that can take into account the pile-soil stiffness ratio and pile displacement. The calculation method determines the pile diameter D, the burial depth L, the soil bulk density γ, the internal friction angle Based on the relevant working parameters, pile-soil stiffness ratio η and the empirical fitting coefficients A and B under different mud surface displacement values ​​x, a semi-empirical calculation formula for the horizontal bearing capacity of a large-diameter single pile in soil with different mud surface displacement values ​​can be obtained.

[0099] The calculation process is relatively simple and can more accurately evaluate the horizontal bearing capacity of the pile foundation under different mud surface displacement values ​​of a large-diameter single pile in the soil, avoiding the defect that the current API specifications and calculation methods cannot accurately evaluate the horizontal bearing capacity of a large-diameter single pile, and providing a basis for engineering practice and application.

[0100] In summary, the present invention is in line with engineering practice, the method is simple and clear, and it is easy to calculate.

[0101] The embodiments described above are only descriptions of the preferred embodiments of the present invention and are not intended to limit the scope of the present invention. Without departing from the design spirit of the present invention, various modifications and improvements made to the technical solutions of the present invention by ordinary technicians in this field should all fall within the protection scope determined by the claims of the present invention.

[0102] In order to further illustrate the technical solution of this embodiment, the following examples are listed in conjunction with the accompanying drawings for illustration:

[0103] The basic parameters of piles and soil are shown in Tables 1 and 2.

[0104] Table 1 Basic parameters of piles

[0105]

[0106] Table 2 Basic parameters of soil

[0107]

[0108] The specific calculation process is as follows:

[0109] (1) Calculate the moment of inertia of the pile body I p

[0110] Substituting the pile diameter D = 10m and the pile wall thickness 60mm into equation (1), we can obtain the pile body moment of inertia I p =23.1m 4 .

[0111] (2) Calculation of pile-soil stiffness ratio η

[0112] The elastic modulus E of the pile is known. p is 210GPa; the elastic modulus of soil E s 24MPa; pile body moment of inertia I p =23.1m 4 ; The buried depth L of the pile is 48m.

[0113] Substituting the above parameters into formula (2), we can obtain the pile-soil stiffness ratio η = 0.0381.

[0114] (3) Determine the standard x for the displacement of the pile depth, i.e., the preset displacement value of the mud surface;

[0115] The standard value of pile depth mud surface displacement adopted in this calculation is x=0.1.

[0116] (4) Calculate the empirical fitting coefficients A and B

[0117] Substituting the mud surface displacement standard x = 0.1 into (3) to (6), the calculation results of the empirical fitting coefficients A and B are shown in Table 3.

[0118] Table 3 Empirical fitting coefficients A, B

[0119]

[0120] (5) Determine the relationship between the horizontal bearing capacity of a large diameter single pile in soil

[0121] Substituting the empirical fitting coefficients A and B into equations (7) and (8), the relationship expression of the horizontal bearing capacity of the pile foundation under the mud surface displacement standard x = 0.1 is as follows:

[0122]

[0123] (6) Calculation of horizontal bearing capacity of large diameter single pile in soil

[0124] It is known that the pile diameter D is 10m, the pile burial depth L is 48m, and the soil buoyancy density γ is 8.62kN / m 3 , soil internal friction angle =32°; pile-soil stiffness ratio η = 0.0381. Substituting the above parameters into equations (7) and (8), we get H 0.1 =128.6MN,M 0.1 =1715.5MN·m.

Claims

1. A method for calculating the horizontal bearing capacity of a single pile taking into account the pile-soil stiffness ratio and pile displacement, characterized in that: include: Construct pile-soil interaction model; Based on the pile-soil interaction model, different pile-soil stiffness ratios are calculated by changing the relevant parameters of the working condition; Obtain the horizontal load-displacement curve and bending moment-displacement curve of a single pile at the mud surface under calculation conditions of different pile-soil stiffness ratios; In the horizontal load-displacement curve and the bending moment-displacement curve, the corresponding horizontal bearing capacity is selected based on the preset mud surface displacement value; wherein the horizontal bearing capacity includes: horizontal load and bending moment; The selected horizontal bearing capacity and pile-soil stiffness ratio are plotted into a curve and fitted to obtain a fitting curve of the mud surface displacement value; The fitting curve is solved by using the preset mud surface displacement value standard to obtain the horizontal bearing capacity of the large-diameter single pile of offshore wind power in the soil.

2. The method for calculating the horizontal bearing capacity of a single pile taking into account the pile-soil stiffness ratio and pile body displacement according to claim 1, characterized in that: Building a pile-soil interaction model includes: Based on the preset boundary size and grid size, finite element simulation is performed to construct a pile-soil interaction model, and the pile-soil interaction model is preprocessed; wherein the boundary size includes: an axial boundary size and a radial boundary size, and the grid size includes: an axial grid size and a radial grid size.

3. The method for calculating the horizontal bearing capacity of a single pile taking into account the pile-soil stiffness ratio and pile body displacement according to claim 2, characterized in that: Preprocessing the pile-soil interaction model includes: Performing geostress balance on the pile-soil interaction model; Establishing pile-soil contact effect for the pile-soil interaction model; A horizontal load is applied to the pile-soil interaction model at the pile head position.

4. The method for calculating the horizontal bearing capacity of a single pile taking into account the pile-soil stiffness ratio and pile body displacement according to claim 1, characterized in that: Calculations for different pile-soil stiffness ratios include: Determine the working condition related parameters; wherein the working condition related parameters include: pile diameter, pile wall thickness, pile elastic modulus, soil elastic modulus, pile body moment of inertia and burial depth; Based on the diameter of the pile and the wall thickness of the pile, the moment of inertia of the pile body is calculated using a first preset formula; Based on the elastic modulus of the pile, the elastic modulus of the soil, the moment of inertia of the pile body and the embedding depth, the pile-soil stiffness ratio is calculated using a second preset formula; By changing the values ​​of the parameters related to the working condition, different pile-soil stiffness ratios are calculated; The first preset formula is: Among them, Table I p represents the moment of inertia of the pile body, and D represents the diameter of the pile; The second preset formula is: Where η represents the pile-soil stiffness ratio, E s represents the elastic modulus of soil, E p represents the elastic modulus of the pile, and L represents the burial depth.

5. The method for calculating the horizontal bearing capacity of a single pile taking into account the pile-soil stiffness ratio and pile body displacement according to claim 1, characterized in that: The selected horizontal bearing capacity and pile-soil stiffness ratio are plotted into a curve and fitted to obtain the fitting curve of the mud surface displacement value, including: The horizontal load and bending moment are normalized separately; The normalized horizontal load and bending moment are plotted against the pile-soil stiffness ratio to form a curve and fitted to obtain a fitting curve for each preset mud surface displacement value.

6. The method for calculating the horizontal bearing capacity of a single pile taking into account the pile-soil stiffness ratio and pile body displacement according to claim 1, characterized in that: The fitting curve is: Among them, H x M represents the horizontal load on the pile head when the displacement of the pile body mud surface is x. x represents the bending moment of the mud surface when the displacement of the pile body is x, A and B represent the empirical fitting coefficients, η represents the pile-soil stiffness ratio, D represents the diameter of the pile, L represents the buried depth of the pile, γ represents the buoyant density of the soil, represents the internal friction angle of the soil, and x represents the displacement of the pile body mud surface under normal working conditions.

7. The method for calculating the horizontal bearing capacity of a single pile taking into account the pile-soil stiffness ratio and pile displacement according to claim 6, characterized in that: The fitting curve is solved by using the preset mud surface displacement value to obtain the horizontal bearing capacity of the large-diameter single pile of offshore wind power in the soil, including: Fitting the empirical fitting coefficient in the fitting curve with the preset mud surface displacement value to obtain a functional relationship between the empirical fitting coefficient and the preset mud surface displacement value; Based on the functional relationship, the empirical fitting coefficient in the fitting curve is determined by taking different preset mud surface displacement values; The determined empirical fitting coefficient is substituted into the fitting curve to obtain the horizontal bearing capacity of a large-diameter single pile of offshore wind power in the soil.

8. The method for calculating the horizontal bearing capacity of a single pile taking into account the pile-soil stiffness ratio and pile body displacement according to claim 7, characterized in that: The functional relationship includes: A H =-0.0602x-0.0009 A M =-0.0191x-0.0001 B H =-0.0185x+0.0026 B M =-0.0079x+0.0008 Where x is the displacement of the pile body under normal working conditions, A H , A M , B H , B M All are coefficients.

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