Plate anchor ultimate bearing capacity calculation method and device

Abstract

The invention provides a plate anchor ultimate bearing capacity calculation method and device. The method comprises the steps that soil body strain softening, anchor plate geometry and ocean clay initial mechanical parameters are obtained; the method comprises the following steps: constructing a Drucker-Prager elastic-plastic numerical model based on a Cosseerat continuum theory; calculating bearing capacity under different burial depth ratios, inclination angles beta and softening moduli; determining a burial depth ratio demarcation threshold value; constructing a burial depth and dip angle coupled reference bearing capacity formula, which is divided into burial depth ratio lt; 4 and > = 4, respectively using quadratic polynomial and linear regression analysis; constructing a strain softening correction coefficient formula, and fitting in two working conditions; and generating a comprehensive ultimate bearing capacity empirical formula in combination with the reference formula and the correction coefficient formula. According to the method, the rotational degree of freedom and the bending moment balance item are introduced, the grid dependence is reduced in combination with the characteristic length parameter, the comprehensive empirical formula is constructed through large-scale parameterized numerical calculation, and the prediction error is effectively reduced.

Description

Technical Field

[0001] The present application relates to the field of plate anchor bearing capacity prediction, and in particular to a method and device for calculating the ultimate bearing capacity of a plate anchor. Background Art

[0002] As marine engineering develops towards deep sea, plate anchors are the core anti-pullout components of marine structure foundations. The accuracy of their bearing capacity calculation is crucial to engineering safety and economy.

[0003] Traditional research methods mainly rely on theoretical analysis, indoor model tests and conventional finite element analysis, but they face significant challenges in practical applications. Marine soils generally have strain softening characteristics, and the strength of the soil decreases with the increase of plastic strain. When traditional finite element analysis uses a localized constitutive model, the calculation results are extremely sensitive to the mesh size, resulting in a high degree of dispersion in the predicted bearing capacity, making it difficult to reflect the true failure mechanism. In addition, existing empirical formulas are mostly based on the ideal elastic-plastic assumption, and do not systematically consider the coupling effects of the burial depth ratio, anchor plate inclination angle and softening modulus, especially the lack of verification of their applicability to deep burial and large inclination conditions. Although high-precision three-dimensional numerical models can partially solve the accuracy problem, their calculations take too long to meet the needs of rapid engineering design; and simplified analysis methods cannot capture the progressive failure process caused by strain localization, resulting in deviations in safety margin assessment. Summary of the Invention

[0004] The purpose of this application is to overcome the above-mentioned defects in the prior art and provide a method and device for calculating the ultimate bearing capacity of a plate anchor.

[0005] This application provides a method for calculating the ultimate bearing capacity of a plate anchor, comprising:

[0006] Obtain soil strain softening parameters, anchor plate geometric parameters and initial mechanical parameters of marine clay;

[0007] Based on the soil strain softening parameters, anchor plate geometric parameters and initial mechanical parameters of marine clay, a Drucker-Prager elastoplastic numerical model based on Cosserat continuum theory is constructed.

[0008] Based on the elastic-plastic numerical model, the numerical results of the ultimate bearing capacity of the plate anchor under different burial depth ratios, inclination angles β and softening moduli are calculated;

[0009] Determining a threshold value of the burial depth ratio based on the numerical result of the ultimate bearing capacity of the plate anchor;

[0010] Based on the demarcation threshold and the numerical results of the ultimate bearing capacity of the plate anchor, a benchmark bearing capacity formula for the coupling of burial depth and inclination angle is constructed, including: for the working condition of burial depth ratio <4, a quadratic polynomial regression analysis is used to construct a benchmark formula in the form of the product of burial depth term and inclination angle term; for the working condition of burial depth ratio ≥4, a linear regression analysis is used to construct a benchmark formula for the linear coupling of burial depth term and inclination angle term;

[0011] According to the softening modulus and the numerical results of the ultimate bearing capacity of the plate anchor, a strain softening correction coefficient formula is constructed, including: for the working condition with a burial depth ratio of <4, a correction coefficient formula with softening modulus / initial cohesion as variables is constructed by quadratic polynomial fitting; for the working condition with a burial depth ratio of ≥4, a correction coefficient formula with softening modulus / initial cohesion as variables is constructed by linear fitting;

[0012] Based on the benchmark bearing capacity formula and the strain softening correction coefficient formula, an empirical formula for the comprehensive ultimate bearing capacity is generated and a predicted value is calculated.

[0013] Optionally, the elastic modulus is set to 500 times the initial cohesion, the Poisson's ratio is fixed to 0.49, and the internal friction angle is set to 0 degrees to characterize the characteristics of pure clay.

[0014] Optionally, the displacement vector defined by the Cosserat continuum theory includes two translational degrees of freedom and one rotational degree of freedom; the corresponding stress vector includes a normal stress component, a shear stress component and a dimensionless bending moment component, wherein the bending moment component is normalized by a characteristic length parameter.

[0015] Optionally, the depth ratio demarcation threshold is determined by analyzing the curvature inflection point of the bearing capacity changing with the depth. When the depth ratio is less than 4, the bearing capacity increases in a quadratic function, and when it is greater than or equal to 4, it increases linearly.

[0016] Optionally, the Drucker-Prager elastic-plastic numerical model is constructed by coupling deviatoric stress and hydrostatic pressure terms, and the equation coefficients are associated with the internal friction angle of the soil.

[0017] Optionally, based on the softening modulus and the numerical results of the ultimate bearing capacity of the plate anchor, a strain softening correction coefficient formula is constructed, including:

[0018] When the burial depth ratio is less than 4, the burial depth term of the benchmark bearing capacity formula is a polynomial combination including a quadratic term, a linear term and a constant term, and the inclination term is the product of the inclination square function and the quadratic term of the burial depth.

[0019] Optionally, based on the softening modulus and the numerical results of the ultimate bearing capacity of the plate anchor, a strain softening correction coefficient formula is constructed, including:

[0020] When the burial depth ratio is greater than or equal to 4, the burial depth term of the reference bearing capacity formula is a negative linear function, and the inclination term is the product of the inclination square function and the burial depth linear term.

[0021] Optionally, based on the softening modulus and the numerical results of the ultimate bearing capacity of the plate anchor, a strain softening correction coefficient formula is constructed, including:

[0022] When the burial depth ratio is less than 4, the strain softening correction coefficient is a quadratic function of the softening modulus normalization parameter; when the burial depth ratio is greater than or equal to 4, it is a quadratic function of the softening modulus normalization parameter and the linear coefficient is a negative value.

[0023] Optionally, the comprehensive empirical formula is generated by multiplying the benchmark bearing capacity term and the strain softening correction term in sections according to the working conditions, wherein the inclination angle influence term adopts a fractional structure with the numerator containing the square of the inclination angle and the denominator containing the square of the inclination angle and a constant.

[0024] The beneficial effects of this application are:

[0025] The present application provides a method for calculating the ultimate bearing capacity of a plate anchor, comprising: obtaining soil strain softening parameters, anchor plate geometric parameters and initial mechanical parameters of marine clay; constructing a Drucker-Pra ger elastoplastic numerical model based on the Cosserat continuum theory based on the soil strain softening parameters, anchor plate geometric parameters and initial mechanical parameters of marine clay; calculating numerical results of the ultimate bearing capacity of the plate anchor under different burial depth ratios, inclination angles β and softening moduli based on the elastoplastic numerical model; determining a demarcation threshold of the burial depth ratio according to the numerical results of the ultimate bearing capacity of the plate anchor; constructing a benchmark bearing capacity formula for coupling burial depth and inclination angle based on the demarcation threshold and the numerical results of the ultimate bearing capacity of the plate anchor, comprising: for a working condition with a burial depth ratio of <4, constructing a benchmark formula in the form of the product of the burial depth term and the inclination term through quadratic polynomial regression analysis; for a working condition with a burial depth ratio of ≥4, constructing a benchmark formula in the form of the product of the burial depth term and the inclination term through linear regression analysis. Construct a linear coupling benchmark formula for the burial depth term and the inclination term; construct a strain softening correction coefficient formula based on the softening modulus and the numerical results of the ultimate bearing capacity of the plate anchor, including: for the working condition with a burial depth ratio of <4, construct a correction coefficient formula with softening modulus / initial cohesion as variables through quadratic polynomial fitting; for the working condition with a burial depth ratio of ≥4, construct a correction coefficient formula with softening modulus / initial cohesion as variables through linear fitting; based on the benchmark bearing capacity formula and the strain softening correction coefficient formula, generate a comprehensive ultimate bearing capacity empirical formula and calculate the predicted value. This application introduces rotational freedom and moment balance terms based on the Cosserat theory, combines the characteristic length parameter to suppress grid dependence, and reduces the deviation of the bearing capacity calculation results of coarse, medium and fine grids. Through large-scale parameterized numerical calculations, a comprehensive empirical formula for different working conditions is constructed to effectively reduce the prediction error. BRIEF DESCRIPTION OF THE DRAWINGS

[0026] Figure 1 It is a schematic diagram of the calculation process of the ultimate bearing capacity of the plate anchor in this application;

[0027] Figure 2 This is a schematic diagram of the ABAQUS computational mesh model of the anchor plate in this application;

[0028] Figure 3 is a schematic diagram of equivalent plastic strain results in this application;

[0029] Figure 4 This is a schematic diagram comparing the formula and numerical results considering the burial depth and inclination angle in this application;

[0030] Figure 5 It is a schematic diagram comparing the formulas and numerical results in this application;

[0031] Figure 6 It is a schematic diagram of the deviation between the formula and the numerical results in this application. DETAILED DESCRIPTION

[0032] Exemplary embodiments of the present disclosure will be described in more detail below with reference to the accompanying drawings. Although exemplary embodiments of the present disclosure are shown in the accompanying drawings, it should be understood that the present disclosure can be implemented in various forms and should not be limited by the embodiments set forth herein. Rather, the embodiments are provided to enable a more thorough understanding of the present disclosure and to fully convey the scope of the present disclosure to those skilled in the art.

[0033] Please refer to Figure 1 As shown, the present application provides a method for calculating the ultimate bearing capacity of a plate anchor, comprising:

[0034] S101. Obtain soil strain softening parameters, anchor plate geometric parameters, and initial mechanical parameters of marine clay.

[0035] Specifically, the soil strain softening parameters are obtained, including the softening modulus h p and initial cohesion c u ; Obtain the geometric parameters of the anchor plate, including the buried depth H, width B and inclination angle β; Obtain the initial mechanical parameters of the marine clay, including the elastic modulus E, Poisson's ratio ν and internal friction angle φ.

[0036] S102. Based on the soil strain softening parameters, anchor plate geometric parameters and initial mechanical parameters of marine clay, a Drucker-Prager elastoplastic numerical model based on Cosserat continuum theory is constructed.

[0037] In ABAQUS software, according to the strain softening characteristics of soil in marine saturated soil, combined with the UEL subroutine module of ABAQUS, a Drucker-Pra ger elastoplastic model program based on Cosserat continuum theory is constructed.

[0038] The displacement vector defined by the Cosserat continuum theory includes two translational degrees of freedom and one rotational degree of freedom; the corresponding stress vector includes a normal stress component, a shear stress component, and a dimensionless bending moment component, wherein the bending moment component is normalized by a characteristic length parameter.

[0039] The Cosserat theory expression is as follows:

[0040] Introducing the bending moment into the equilibrium of the microelement, during deformation, not only displacement but also rotation occurs. Under two-dimensional conditions, its displacement includes three degrees of freedom, namely:

[0041] u=[u x u y w z ] T

[0042] Among them, u x 、u y are translational degrees of freedom (displacement in the x and y directions); w z is the rotational degree of freedom.

[0043] Its stress and strain vectors are as follows:

[0044]

[0045] ε=[ε xx ε yy ε zz ε xy ε yx k zx l c k zy l c ] T

[0046] Among them, σ xx , σ yy , σ zz are the normal stress components, σ xy ,σ yx are the shear stress components, m zx and m zy are the bending moment components, l c is the characteristic length parameter.

[0047] ε xx is the axial linear strain, ε yy is the transverse linear strain, ε xy With ε yx is the shear strain, k zx is the curvature component around the local y-axis, k zy is the curvature component around the local x-axis, lc is the characteristic length.

[0048] The Drucker-Prager elastic-plastic numerical model is constructed by coupling the deviatoric stress and hydrostatic pressure terms, and the equation coefficients are related to the internal friction angle of the soil. Under two-dimensional plane strain conditions, the Drucker-Prager elastic-plastic numerical model matched with the Cosserat continuum is expressed as:

[0049]

[0050] Where F is the yield function, q is the deviatoric stress, σ h hydrostatic pressure, is the internal friction angle The correlation coefficient.

[0051] S103, calculating numerical results of the ultimate bearing capacity of the plate anchor under different burial depth ratios, inclination angles β, and softening moduli based on the elastic-plastic numerical model;

[0052] like Figure 2 As shown in the figure, a pull-out anchor plate of a certain marine saturated clay is taken as the research object, and the calculated results of the pull-out bearing capacity of the anchor plate are compared with the empirical formula using the parameters of the saturated clay model.

[0053] The size of the model anchor plate is B (length) * 0.1B (width).

[0054] In order to prevent the influence of size effect, the soil size is taken as 28B*14B.

[0055] In terms of soil parameter setting, the initial cohesion c is set u0 The elastic modulus is 500 times that of 12 kPa, and the internal friction angle and dilatancy angle are both 0°.

[0056] Considering the characteristics of saturated clay, the Poisson's ratio is taken as 0.49. Different burial depth ratios (H / B), anchoring angles (а) and softening modulus hp are used.

[0057] For different softening moduli, the calculation results of the ultimate bearing capacity of the model are different.

[0058] Please refer to Figure 3 As shown, the softening modulus is 0.5c u0 , 1.0c u0 , 1.5c u0 , 2.0c u0 .

[0059] According to the above parameters, calculations are performed based on the elastic-plastic numerical model to obtain the numerical results of the ultimate bearing capacity of the plate anchor.

[0060] S104, determining a threshold value of the burial depth ratio according to the numerical result of the ultimate bearing capacity of the plate anchor;

[0061] like Figure 4 As shown, draw N c Calculate the curvature change as the H / B curve changes.

[0062] The depth ratio threshold is determined by analyzing the curvature inflection point of the bearing capacity as it changes with depth. When the depth ratio is less than 4, the bearing capacity increases quadratically, while when it is greater than or equal to 4, it increases linearly. The curvature inflection point is determined to be H / B = 4, dividing the operating conditions into shallow burial (H / B < 4) and deep burial (H / B ≥ 4).

[0063] S105. Based on the demarcation threshold and the numerical result of the ultimate bearing capacity of the plate anchor, a benchmark bearing capacity formula for coupling the burial depth and the inclination angle is constructed, including: for a working condition where the burial depth ratio is less than 4, a quadratic polynomial regression analysis is performed to construct a benchmark formula in the form of the product of the burial depth term and the inclination angle term; for a working condition where the burial depth ratio is greater than or equal to 4, a linear regression analysis is performed to construct a benchmark formula for the linear coupling of the burial depth term and the inclination angle term;

[0064] The formula for the pull-out bearing capacity of the anchor plate, the burial depth, and the inclination angle is as follows:

[0065] H / B<4:

[0066]

[0067] H / B≥4:

[0068]

[0069] S106. Constructing a strain softening correction coefficient formula based on the softening modulus and the ultimate bearing capacity numerical results of the plate anchor, including: for a working condition with a burial depth ratio of <4, constructing a correction coefficient formula with softening modulus / initial cohesion as variables through quadratic polynomial fitting; for a working condition with a burial depth ratio of ≥4, constructing a correction coefficient formula with softening modulus / initial cohesion as variables through linear fitting;

[0070] When the burial depth ratio is less than 4, the burial depth term of the benchmark bearing capacity formula is a polynomial combination including a quadratic term, a linear term and a constant term, and the inclination term is the product of the inclination square function and the quadratic term of the burial depth.

[0071] When the burial depth ratio is greater than or equal to 4, the burial depth term of the reference bearing capacity formula is a negative linear function, and the inclination term is the product of the inclination square function and the burial depth linear term.

[0072] When the burial depth ratio is less than 4, the strain softening correction coefficient is a quadratic function of the softening modulus normalization parameter; when the burial depth ratio is greater than or equal to 4, it is a quadratic function of the softening modulus normalization parameter and the linear coefficient is a negative value.

[0073] The comprehensive empirical formula is generated by multiplying the benchmark bearing capacity term and the strain softening correction term in sections according to the working conditions, wherein the inclination angle influence term adopts a fractional structure with the numerator containing the square of the inclination angle and the denominator containing the square of the inclination angle and a constant.

[0074] The empirical formula for the bearing capacity of anchor plates under different softening moduli is given as follows:

[0075] H / B<4:

[0076]

[0077] H / B≥4:

[0078]

[0079] The calculation results under different softening models are sorted out and compared with the given empirical formula. The comparison results are as follows: Figure 5 As shown, Figure 5 As shown in the figure, a is the fitting result when the burial depth is less than 4, and b is the fitting result when the burial depth is greater than 4. The fitting results are better.

[0080] S107. Based on the benchmark bearing capacity formula and the strain softening correction coefficient formula, generate an empirical formula for the comprehensive ultimate bearing capacity and calculate a predicted value.

[0081] The formula for the bearing capacity of the anchor plate in terms of coupling depth, angle and strain softening is given as follows:

[0082] H / B<4:

[0083]

[0084] H / B≥4

[0085]

[0086] like Figure 6 As shown, all calculation results are sorted out and the deviations are compared with the empirical formula. Figure 6 The results under different circumstances are given in the table, along with the empirical formula and its ±10% range. The model calculation results are within the mean range, and the fit is good.

[0087] The present application also provides a plate anchor ultimate bearing capacity calculation device, comprising:

[0088] Acquisition module, which obtains soil strain softening parameters, anchor plate geometric parameters and initial mechanical parameters of marine clay;

[0089] A model module, which constructs a Drucker-Prager elastic-plastic numerical model based on the Cosserat continuum theory based on the soil strain softening parameters, the anchor plate geometric parameters and the initial mechanical parameters of the marine clay;

[0090] A numerical module, based on the elastic-plastic numerical model, calculates the numerical results of the ultimate bearing capacity of the plate anchor under different burial depth ratios, inclination angles β and softening moduli;

[0091] A threshold module, which determines a demarcation threshold of the burial depth ratio according to the numerical result of the ultimate bearing capacity of the plate anchor;

[0092] A benchmark module, based on the demarcation threshold and the numerical result of the ultimate bearing capacity of the plate anchor, constructs a benchmark bearing capacity formula for coupling the burial depth and the inclination angle, including: for the working condition of the burial depth ratio <4, through quadratic polynomial regression analysis, constructing a benchmark formula in the form of the product of the burial depth term and the inclination angle term; for the working condition of the burial depth ratio ≥4, through linear regression analysis, constructing a benchmark formula for the linear coupling of the burial depth term and the inclination angle term;

[0093] A correction module constructs a strain softening correction coefficient formula based on the softening modulus and the ultimate bearing capacity numerical result of the plate anchor, including: for a working condition with a burial depth ratio of less than 4, constructing a correction coefficient formula with softening modulus / initial cohesion as variables through quadratic polynomial fitting; for a working condition with a burial depth ratio of ≥4, constructing a correction coefficient formula with softening modulus / initial cohesion as variables through linear fitting;

[0094] The calculation module generates an empirical formula for the comprehensive ultimate bearing capacity and calculates a predicted value based on the benchmark bearing capacity formula and the strain softening correction coefficient formula.

[0095] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present invention should be included in the scope of protection of the present invention.

Claims

1. A method for calculating the ultimate bearing capacity of a plate anchor, characterized in that: include: Obtain soil strain softening parameters, anchor plate geometric parameters and initial mechanical parameters of marine clay; Based on the soil strain softening parameters, anchor plate geometric parameters and initial mechanical parameters of marine clay, a Drucker-Prager elastoplastic numerical model based on Cosserat continuum theory is constructed. Based on the elastic-plastic numerical model, the numerical results of the ultimate bearing capacity of the plate anchor under different burial depth ratios, inclination angles and softening moduli are calculated; Determining a threshold value of the burial depth ratio based on the numerical result of the ultimate bearing capacity of the plate anchor; Based on the demarcation threshold and the numerical results of the ultimate bearing capacity of the plate anchor, a benchmark bearing capacity formula for the coupling of burial depth and inclination angle is constructed, including: for the working condition of burial depth ratio <4, a quadratic polynomial regression analysis is used to construct a benchmark formula in the form of the product of burial depth term and inclination angle term; for the working condition of burial depth ratio ≥4, a linear regression analysis is used to construct a benchmark formula for the linear coupling of burial depth term and inclination angle term; According to the softening modulus and the numerical results of the ultimate bearing capacity of the plate anchor, a strain softening correction coefficient formula is constructed, including: for the working condition with a burial depth ratio of <4, a correction coefficient formula with softening modulus / initial cohesion as variables is constructed by quadratic polynomial fitting; for the working condition with a burial depth ratio of ≥4, a correction coefficient formula with softening modulus / initial cohesion as variables is constructed by linear fitting; Based on the benchmark bearing capacity formula and the strain softening correction coefficient formula, an empirical formula for the comprehensive ultimate bearing capacity is generated and a predicted value is calculated.

2. A method for calculating the ultimate bearing capacity of a plate anchor according to claim 1, characterized in that: The Cosserat continuum theory includes: The defined displacement vector contains two translational degrees of freedom and one rotational degree of freedom; the corresponding stress vector contains a normal stress component, a shear stress component, and a dimensionless bending moment component, where the bending moment component is normalized by a characteristic length parameter.

3. A method for calculating the ultimate bearing capacity of a plate anchor according to claim 1, characterized in that: The burial depth ratio demarcation threshold includes: By analyzing the curvature inflection point of the bearing capacity changing with burial depth, it is determined that when the burial depth ratio is less than 4, the bearing capacity increases in a quadratic function, and when it is greater than or equal to 4, it increases in a linear function.

4. A method for calculating the ultimate bearing capacity of a plate anchor according to claim 1, characterized in that: The Drucker-Prager elastic-plastic numerical model includes: It is constructed by coupling the deviatoric stress and hydrostatic pressure terms, and the equation coefficients are related to the soil internal friction angle.

5. A method for calculating the ultimate bearing capacity of a plate anchor according to any one of claims 1 to 4, characterized in that: According to the softening modulus and the numerical results of the ultimate bearing capacity of the plate anchor, a strain softening correction coefficient formula is constructed, including: When the burial depth ratio is less than 4, the burial depth term of the benchmark bearing capacity formula is a polynomial combination including a quadratic term, a linear term and a constant term, and the inclination term is the product of the inclination square function and the quadratic term of the burial depth.

6. A method for calculating the ultimate bearing capacity of a plate anchor according to any one of claims 1 to 4, characterized in that: According to the softening modulus and the numerical results of the ultimate bearing capacity of the plate anchor, a strain softening correction coefficient formula is constructed, including: When the burial depth ratio is greater than or equal to 4, the burial depth term of the reference bearing capacity formula is a negative linear function, and the inclination term is the product of the inclination square function and the burial depth linear term.

7. A method for calculating the ultimate bearing capacity of a plate anchor according to claim 1, characterized in that: According to the softening modulus and the numerical results of the ultimate bearing capacity of the plate anchor, a strain softening correction coefficient formula is constructed, including: When the burial depth ratio is less than 4, the strain softening correction coefficient is a quadratic function of the softening modulus normalization parameter; when the burial depth ratio is greater than or equal to 4, it is a quadratic function of the softening modulus normalization parameter and the linear coefficient is a negative value.

8. The method for calculating the ultimate bearing capacity of a plate anchor according to claim 1, characterized in that: The comprehensive empirical formula includes: It is generated by multiplying the benchmark bearing capacity term and the strain softening correction term in sections according to the working conditions, where the inclination angle influence term adopts a fractional structure with the numerator containing the square of the inclination angle and the denominator containing the square of the inclination angle and a constant.

9. A device for calculating the ultimate bearing capacity of a plate anchor, characterized in that: include: Acquisition module, which obtains soil strain softening parameters, anchor plate geometric parameters and initial mechanical parameters of marine clay; A model module, which constructs a Drucker-Prager elastic-plastic numerical model based on the Cosserat continuum theory based on the soil strain softening parameters, the anchor plate geometric parameters and the initial mechanical parameters of the marine clay; A numerical module, based on the elastic-plastic numerical model, calculates the numerical results of the ultimate bearing capacity of the plate anchor under different burial depth ratios, inclination angles β and softening moduli; A threshold module, which determines a demarcation threshold of the burial depth ratio according to the numerical result of the ultimate bearing capacity of the plate anchor; A benchmark module, based on the demarcation threshold and the numerical result of the ultimate bearing capacity of the plate anchor, constructs a benchmark bearing capacity formula for coupling the burial depth and the inclination angle, including: for the working condition of the burial depth ratio <4, through quadratic polynomial regression analysis, constructing a benchmark formula in the form of the product of the burial depth term and the inclination angle term; for the working condition of the burial depth ratio ≥4, through linear regression analysis, constructing a benchmark formula for the linear coupling of the burial depth term and the inclination angle term; A correction module constructs a strain softening correction coefficient formula based on the softening modulus and the ultimate bearing capacity numerical result of the plate anchor, including: for a working condition with a burial depth ratio of less than 4, constructing a correction coefficient formula with softening modulus / initial cohesion as variables through quadratic polynomial fitting; for a working condition with a burial depth ratio of ≥4, constructing a correction coefficient formula with softening modulus / initial cohesion as variables through linear fitting; The calculation module generates an empirical formula for the comprehensive ultimate bearing capacity and calculates a predicted value based on the benchmark bearing capacity formula and the strain softening correction coefficient formula.

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