A calculation method for the horizontal bearing capacity of a single pile considering the pile-soil stiffness ratio and pile displacement

Abstract

The present invention relates to a method for calculating the horizontal bearing capacity of a single pile that can take into account the pile-soil stiffness ratio and pile displacement, comprising: constructing a pile-soil interaction model; calculating different pile-soil stiffness ratios based on the pile-soil interaction model by changing working condition-related parameters; obtaining horizontal load-displacement curves and moment-displacement curves at the mud surface of the single pile under calculation conditions of different pile-soil stiffness ratios; selecting corresponding horizontal bearing capacities from the horizontal load-displacement curves and moment-displacement curves based on preset mud surface displacement values; plotting the selected horizontal bearing capacities and the pile-soil stiffness ratio into curves and fitting them to obtain fitting curves of mud surface displacement values; solving the fitting curves using mud surface displacement value standards to obtain the horizontal bearing capacity of a large-diameter single pile for offshore wind power in soil. The calculation process of the present invention is relatively simple and can relatively accurately evaluate the horizontal bearing capacity of a pile foundation under different mud surface displacement value standards for a large-diameter single pile in soil.

Description

Technical Field

[0001] The present 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 plays an increasingly prominent role in my country's energy structure. Common types of offshore wind power foundations include single pile foundations, tripod foundations, jacket foundations, gravity foundations, barrel foundations, high pile cap foundations, and floating foundations. Single pile foundations have become the mainstream choice for offshore wind turbine foundations both domestically and internationally due to their lightweight, simple structure, and well-defined loads. In recent years, with the expansion of offshore wind power and the increase in installed capacity, the horizontal forces and overturning moments borne by offshore wind power foundations have continued to increase, resulting in an increase in the diameter of single pile foundations, with the largest now exceeding 10 meters.

[0003] Currently, the most widely used method for designing the horizontal bearing capacity of large-diameter single pile foundations for offshore wind power is the API specification method. However, the API specification design is based on tests of small-diameter piles with a diameter of less than 2m, and is not applicable to the design of the horizontal bearing capacity of large-diameter single piles. The API specification is relatively complex for single pile foundation design. The specific reasons are as follows: Due to the nonlinear characteristics of the soil, an iterative method is required to gradually approximate the true response, and the internal forces and deformations of the pile body need to be continuously iterated. The calculation is relatively complex, the convergence speed is slow, and it is highly dependent on the initial conditions. The finite difference method is used to simulate the behavior of pile foundations after being subjected to stress and to deal with complex boundary conditions and heterogeneous material properties. However, the finite difference method introduces truncation errors during the calculation process, and the calculation results are sensitive to meshing. 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. However, 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 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 large-diameter single piles in soil, the present invention takes large-diameter single piles as the research object. By studying the influence of different pile-soil stiffness ratios in soil on the horizontal bearing characteristics, the evolution law of the horizontal bearing capacity of single piles under different bearing modes and different mud surface displacements is revealed, and a calculation method for the horizontal bearing capacity of single piles that can take into account the pile-soil stiffness ratio and pile body displacement is proposed. Summary of the Invention

[0005] The purpose of the present invention is to provide 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. The method uses the large-scale finite element calculation software ABAQUS for numerical simulation calculation. By setting large-diameter single piles of different diameters, the horizontal load response of the pile in different soil bodies is simulated, the variation law of the horizontal bearing capacity of the large-diameter single pile with different pile-soil stiffness ratios is calculated, the pile-soil interaction mode of the large-diameter pile under different pile-soil stiffness ratios is analyzed, the evolution law of the normalized horizontal bearing capacity of the pile foundation with the pile-soil stiffness ratio under different mud surface displacement value standards is revealed, and a semi-empirical method for evaluating the horizontal bearing capacity of a large-diameter single pile in soil under different mud surface displacement value standards is established, providing 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 that takes 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 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 ground stress equilibrium 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.

[0020] Optionally, calculate different pile-soil stiffness ratios including:

[0021] Determining 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 pile diameter and the pile wall thickness, the pile body moment of inertia is calculated using a first preset formula;

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

[0024] By changing the values of the relevant parameters of 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 the pile-soil stiffness ratio are plotted into a curve and fitted to obtain the fitting curve of the mud surface displacement value, including:

[0032] Normalize the horizontal load and bending moment 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, using a preset mud surface displacement value to solve the fitting curve to obtain the horizontal bearing capacity of a large-diameter single offshore wind power pile 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 offshore wind power pile 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 burial depth L and the bulk density γ of the soil, the internal friction angle Based on relevant working condition parameters such as the pile-soil stiffness ratio η and the preset 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 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 large-diameter single piles in soil under different mud surface displacement values. This avoids the defect of the current API specifications and calculation methods that cannot accurately evaluate the horizontal bearing capacity of large-diameter single piles, and provides 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 following briefly introduces the drawings required for use in the embodiments. 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 any creative work.

[0051] Figure 1 The figure is a flow chart of a method for calculating the horizontal bearing capacity of a single pile taking into account the pile-soil stiffness ratio and pile displacement according to an embodiment of the present invention. DETAILED DESCRIPTION

[0052] The following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. 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 making creative efforts 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] To more accurately and conveniently evaluate the horizontal bearing capacity of a large-diameter single pile in soil, this example uses a large-diameter single pile as the research object. By studying the influence of different pile-to-soil stiffness ratios on the horizontal bearing characteristics in the soil, the evolution law of the horizontal bearing capacity of a single pile under different bearing modes and different mud surface displacements is revealed. A calculation method for the horizontal bearing capacity of a single pile is proposed that can take into account the pile-to-soil stiffness ratio and pile 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 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 fitted curve is solved using the preset mud surface displacement value to obtain the horizontal bearing capacity of a large-diameter single offshore wind power pile 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 ground stress balance on pile-soil interaction model;

[0066] Establish pile-soil contact effect for pile-soil interaction model;

[0067] A horizontal load is applied to the pile head in 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 pile diameter and the pile wall thickness, the pile body moment of inertia is calculated using a first preset formula;

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

[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 to obtain the fitting curve of the mud surface displacement value, including:

[0074] Normalize the horizontal load and bending moment 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 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 a large-diameter single offshore wind power pile in the soil.

[0080] Specifically, the detailed technical solutions adopted in this embodiment are as follows:

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

[0082] b. Calculate the pile body moment of inertia I p Substituting the pile diameter D and the pile wall thickness into formula (1) yields the pile body inertia moment I p .

[0083] c. Calculate the pile-soil stiffness ratio η and convert the elastic modulus E of the pile into p , elastic modulus E of soil s , pile body moment of inertia I p Substituting the pile-soil stiffness ratio η into equation (2) can be obtained.

[0084] d. Using the large-scale finite element calculation software ABAQUS, a pile-soil interaction model was established. The axial boundary size was L+5D, the radial boundary size was 20D, the axial grid size was 0.4D~D, and the radial grid size was 0.1D~D. When the above boundary sizes and grid sizes were selected for finite element calculation, the calculation accuracy was fully guaranteed while the calculation efficiency was 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. Establish and calculate the calculation conditions under different pile-soil stiffness ratios η according to steps d and e, 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 bending 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 Perform normalization processing, the specific normalization processing 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 to 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). By using different mud surface displacement values x, the empirical fitting coefficients A and B in Equations (7) and (8) can be determined. Substituting Equations (3) to (6) into Equations (7) and (8) can obtain the horizontal bearing capacity of a large-diameter single offshore wind power pile in soil.

[0090] The specific calculation formulas are shown in formulas (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 mud surface bending moment when the pile body mud surface displacement 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 relevant working condition parameters such as the 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 under 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 large-diameter single piles in soil under different mud surface displacement values. This avoids the defect of the current API specifications and calculation methods that cannot accurately evaluate the horizontal bearing capacity of large-diameter single piles, and provides 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 merely descriptions of preferred embodiments of the present invention and are not intended to limit the scope of the present invention. Without departing from the spirit of the present invention, various modifications and improvements made to the technical solutions of the present invention by persons skilled in the art should fall within the scope of protection defined by the claims of the present invention.

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

[0103] The basic parameters of the pile 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 formula (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; soil elastic modulus 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 equations (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 and 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 between 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] 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 can obtain 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 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.

2. 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 1, wherein: 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 displacement according to claim 2, wherein: Preprocessing the pile-soil interaction model includes: performing ground stress equilibrium 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.

4. 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 1, wherein: Calculations for different pile-soil stiffness ratios include: Determining 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 pile diameter and the pile wall thickness, the pile body moment of inertia is calculated using a first preset formula; The pile-soil stiffness ratio is calculated using a second preset formula based on the elastic modulus of the pile, the elastic modulus of the soil, the moment of inertia of the pile, and the embedment depth; By changing the values of the relevant parameters of 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 displacement according to claim 1, wherein: 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. The fitting curve includes: Normalize the horizontal load and bending moment 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 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: Using the preset mud surface displacement value, the fitting curve is solved 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 offshore wind power pile 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 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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