Calculation Method for Horizontal Bearing Capacity of Five-Connected Cylinder Foundation for Offshore Wind Turbines

Abstract

This application relates to the field of offshore wind power construction, and discloses a calculation method for the horizontal bearing capacity of a five-connected barrel foundation for offshore wind power. Based on the static equilibrium relationship, the ultimate load is determined. First, the area of the five-connected barrel foundation is equivalent to that of a single barrel foundation, and the distribution of vertical soil resistance is redefined. At the same time, the friction force generated by the barrel-soil interaction is considered. This calculation model not only covers the resistance of lateral soil resistance to horizontal load and overturning moment, but also fully considers the contribution of vertical soil resistance and friction force to the bearing capacity. By adopting the design of the five-connected barrel foundation, this method considers the influence of vertical soil resistance and the friction force generated by the barrel-soil interaction, can effectively transfer the horizontal load of wind power generation equipment in the offshore environment, improve the stability of the entire structure, and ensure the safe operation of wind power generation equipment under harsh sea conditions.

Description

Technical Field

[0001] The present invention relates to the technical field of offshore wind power construction engineering, and specifically to a calculation method for the horizontal bearing capacity of a five-connected barrel foundation for offshore wind power. Background Technique

[0002] As a clean and renewable energy source, offshore wind power has received extensive attention and rapid development globally. With the development of wind turbines towards large-capacity (10 - 20 MW) directions, the requirements for their foundation structures have also been continuously improved. Due to limitations in bearing capacity and stability, traditional single-barrel foundations are no longer able to meet the needs of large offshore wind turbines. For this reason, the wind power team at Tianjin University has developed a new type of suction bucket foundation - the five-connected barrel foundation, aiming to improve the foundation performance of large-capacity offshore wind turbines.

[0003] The five-connected barrel foundation is composed of four independent single-barrel foundations connected by arc transition sections, and there is an intermediate barrel in the center connected to the four single-barrels. This structural design not only enhances the overall stability of the foundation but also effectively improves its bearing capacity. However, currently, there is no calculation method for the horizontal bearing capacity of the five-connected barrel foundation, which restricts the wide application and popularization of this foundation form.

[0004] Traditional foundation calculation methods mainly focus on the resistance of lateral soil resistance to horizontal loads and overturning moments, but the results of this method are often on the conservative side and do not fully consider the contribution of vertical soil resistance and the friction force generated by the barrel-soil interaction to the bearing capacity. With the in-depth research, more and more evidence shows that vertical soil resistance and barrel-soil interaction have an important impact on the horizontal bearing capacity of the foundation. Therefore, it is particularly necessary to develop a scientific and reasonable calculation method for the horizontal bearing capacity of the five-connected barrel foundation. Summary of the Invention

[0005] Aiming at the deficiencies of the existing technology, the present invention provides a calculation method for the horizontal bearing capacity of a five-connected barrel foundation for offshore wind power, which solves the problem that there is no reference calculation method for the horizontal bearing capacity of the existing five-connected barrel foundation for offshore wind power, can calculate the horizontal bearing capacity of the barrel foundation more accurately and quickly, and is more in line with the measured values.

[0006] To achieve the above objectives, the present invention is realized through the following technical solutions: A calculation method for the horizontal bearing capacity of a five-connected barrel foundation for offshore wind power, including the following steps:

[0007] Equivalent the five-connected barrel foundation to a single-barrel foundation with an equal top cover area, regard it as a single-barrel foundation with the same top cover area, and assume good synergy between the barrel and the soil mass during the calculation, and the overall behavior conforms to the Winkler assumption;

[0008] Calculate the radial soil resistance acting on the side wall of the cylindrical foundation and its horizontal component under the ultimate limit state, and determine the vertical soil resistance linearly distributed along the rotation center;

[0009] Calculate the frictional forces acting on the side wall and the end of the cylinder, and their moment contributions to the rotation center, and calculate the frictional force and the vertical soil pressure on the foundation surface to calculate the influence of these forces on the foundation stability;

[0010] Calculate the sum of all forces and moments acting on the foundation, including the resultant horizontal soil pressure and the overturning moment, and use the principle of static equilibrium to calculate the rotation center and the ultimate bearing capacity of the foundation.

[0011] Preferably, the calculation formula for the radial soil resistance acting on the side wall of the cylindrical foundation under the ultimate limit state is:

[0012]

[0013] where, σ h is the radial soil resistance of the side wall of the cylindrical foundation at the depth of z, z0 is the position of the rotation center, z is the soil depth, N h is the horizontal soil resistance coefficient, s u is the undrained shear strength of the soil.

[0014] Preferably, the formula for calculating the horizontal component of the radial soil resistance is:

[0015] σ x =σ h cos 2 (θ)

[0016] where, σ x is the x-axis component of the horizontal radial soil resistance, σ h is the radial soil resistance, and θ is the angle between the radial soil resistance and the horizontal direction.

[0017] Preferably, the steps for determining the vertical soil resistance linearly distributed along the rotation center include considering the distribution of the vertical soil resistance during the rotation of the foundation and assuming that the vertical soil resistance is linearly distributed along the rotation center according to the cylinder-soil coordination state.

[0018] Preferably, the steps for calculating the frictional forces acting on the side wall and the end of the cylinder, and their moment contributions to the rotation center include:

[0019] Calculate the vertical frictional forces on the front and rear outer walls, and the formula is:

[0020]

[0021]

[0022] where, F f1is the vertical frictional force on the front side of the cylindrical foundation, F f2 is the vertical frictional force on the rear side of the cylindrical foundation, τ z is the vertical shear stress at the cylinder wall, R is the radius of the cylindrical foundation, θ is the integration variable, z is the integration variable of the soil depth, z0 is the position of the rotation center, L is the total height of the cylindrical foundation, and f is the cylinder-soil friction coefficient;

[0023] Calculate the resultant force M formed by these frictional forces f , using the formula:

[0024] M f =(F f1 -F f2 )×R

[0025] where M f is the moment of the resultant vertical frictional force about the rotation center.

[0026] Preferably, the steps of calculating the frictional force and vertical soil pressure on the base surface to calculate the influence of these forces on the foundation stability include:

[0027] Calculate the resultant force F of the vertical additional soil pressure ν , using the formula:

[0028]

[0029] where σ h-ν is the vertical additional soil pressure, calculated according to the Winkler assumption, and the formula is:

[0030]

[0031] where N hv is the vertical additional soil pressure coefficient, R is the radius of the cylindrical foundation, s u is the undrained shear strength of the soil, and x is the horizontal distance from the foundation center to the point under consideration;

[0032] Calculate the moment M of the vertical additional soil pressure about the rotation center hv , using the formula:

[0033]

[0034] Calculate the frictional force F on the base surface f-bot , using the formula:

[0035]

[0036] where σ v is the vertical soil resistance, and f is the friction coefficient;

[0037] Calculate the vertical soil pressure σ on the base surfacev Meet the Winkler assumption, and the formula is:

[0038]

[0039] Where N v is the vertical earth pressure coefficient;

[0040] Calculate the moment M of the vertical earth pressure about the rotation center v , using the formula:

[0041]

[0042] Comprehensively obtain the moment M of the total vertical earth pressure acting on the base surface about the rotation center bot , using the formula:

[0043]

[0044] Preferably, the step of calculating the sum of all forces and moments acting on the foundation includes:

[0045] Calculate the resultant force F of the horizontal earth pressure x and its overturning moment M about the rotation center x ;

[0046] The formula for calculating the resultant force F of the horizontal earth pressure x is:

[0047]

[0048] Where F x is the resultant force of the horizontal earth pressure, and L is the length of the cylindrical foundation;

[0049] The formula for calculating the overturning moment M x is:

[0050]

[0051] Where M x is the overturning moment of the resultant force of the horizontal earth pressure about the rotation center, and R is the radius of the cylindrical foundation.

[0052] Preferably, the step of calculating the rotation center and ultimate bearing capacity of the foundation using the static equilibrium principle includes:

[0053] Solve the sum of all forces and moments through the equilibrium equation, using the formula:

[0054] ∑M = H ult z0 + M x + M f + M bot + M f-bot = 0

[0055] Among them, H ult is the horizontal ultimate bearing capacity acting on the foundation, z0 is the position of the rotation center of the foundation, and M x is the overturning moment of the resultant force F of the horizontal earth pressure x about the rotation center, and M f is the resultant force of the vertical frictional force F f1 -F f2 about the rotation center, and M bot is the moment of the total vertical earth pressure on the base surface about the rotation center, and M f-bot is the moment of the frictional force F on the base surface f-bot about the rotation center.

[0056] The present invention also provides a computer device, including a memory, a processor, and a computer program stored on the memory and executable on the processor. When the processor executes the computer program, the method as described above is implemented.

[0057] The present invention also provides a storage medium, on which a computer program is stored. When the computer program is executed by a processor, the method as described above is implemented.

[0058] The present invention provides a method for calculating the horizontal bearing capacity of a five-connected cylinder foundation for offshore wind power. It has the following beneficial effects:

[0059] 1. By adopting the five-connected cylinder foundation design, this method takes into account the influence of vertical soil resistance and the frictional force generated by the cylinder-soil interaction, can effectively transfer the horizontal load of the wind power generation equipment in the offshore environment, improve the stability of the whole structure, and ensure the safe operation of the wind power generation equipment under harsh sea conditions.

[0060] 2. The calculation method of the present invention provides a scientific and systematic tool for engineers, can quickly and accurately calculate the horizontal bearing capacity of the five-connected cylinder foundation, thereby optimizing the design process, shortening the design cycle, reducing the design cost, and improving the engineering efficiency.

[0061] 3. The method of the present invention is applicable to the design of wind power foundations with different seabed geological conditions and water depths, and has wide applicability. By reasonably designing the five-connected cylinder foundation, it can be effectively applied in various complex marine environments, improving the popularity and economic benefits of wind power projects. BRIEF DESCRIPTION OF THE DRAWINGS

[0062] Figure 1 is a schematic flow chart of the method of the present invention;

[0063] Figure 2 is a schematic diagram of an equivalent single-cylinder foundation of the five-connected cylinder top cover area of the present invention;

[0064] Figure 3 Schematic diagram of the horizontal load-bearing force analysis of the cylindrical foundation of the present invention;

[0065] Figure 4 Radial distribution diagram of the horizontal earth pressure of the cylindrical foundation of the present invention;

[0066] Figure 5 Schematic diagram of the rotation center and horizontal bearing capacity curve of the cylindrical foundation of the present invention;

[0067] Figure 6 Schematic diagram of the relationship curve between the ultimate horizontal bearing capacity and the buried depth of the rotation center of the present invention;

[0068] Figure 7 Schematic diagram of the comparison between the theoretical calculation results and the numerical calculation of the present invention;

[0069] Figure 8 Schematic diagram of the structure of the computer device of the present invention.

[0070] Among them, 40, computer device; 41, processor; 42, memory; 43, storage medium. Detailed implementation manners

[0071] Next, the technical solutions in the embodiments of the present invention will be clearly and completely described in conjunction with the accompanying drawings of the present invention. Obviously, the described embodiments are only a part of the embodiments of the present invention, rather than all the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative efforts shall fall within the protection scope of the present invention.

[0072] Please refer to the attached Figure 1 - attached Figure 7 , the embodiment of the present invention provides a method for calculating the horizontal bearing capacity of the five-connected cylindrical foundation for offshore wind power, which can calculate the horizontal bearing capacity of the cylindrical foundation more accurately and quickly and is more in line with the measured value.

[0073] Specifically, the method includes the following steps:

[0074] Adopt the top cover area for equivalence, and equivalent the five-connected cylindrical foundation to a single cylindrical foundation with an equal top cover area.

[0075] The five-connected cylindrical foundation usually includes four surrounding cylinders and one central cylinder. In the present invention, the five-connected cylindrical foundation is equivalent to a single cylindrical foundation with an equal top cover area to simplify the calculation process. The equivalence process takes into account the total top cover area of all cylinders to ensure that the equivalent single cylindrical foundation is equal to the original five-connected cylindrical foundation in terms of the bearing area.

[0076] Basic assumptions: Forces and stresses are positive when pointing in the positive direction of the coordinate axes, and the moment is positive when rotating clockwise; in the equivalent model, it is assumed that the cooperation between the cylinder and the soil is good, and the overall behavior conforms to the Winkler assumption, that is, the interaction between the foundation and the ground is regarded as a linear elastic support, which helps to introduce the elastic characteristics of the ground during the analysis and calculation process.

[0077] Calculate the radial soil resistance σ acting on the side wall of the cylindrical foundation at the ultimate limit state h . This force is generated by the lateral pressure of the soil on the side wall of the cylinder, and the calculation formula is:

[0078]

[0079] where, σ h is the radial soil resistance of the side wall of the cylindrical foundation at the depth of z, z0 is the position of the rotation center, z is the depth of the soil, N h is the horizontal soil resistance coefficient, s u is the undrained shear strength of the soil.

[0080] Further calculate the horizontal component σ of the radial soil resistance x , this force expresses the distribution of the radial soil resistance in the horizontal direction and is obtained by angular decomposition of σ h .

[0081] The horizontal radial soil resistance σ r adopts a trigonometric function distribution, in the form of:

[0082] σ r = σ h cos(θ) (2)

[0083] The x-axis component of the horizontal radial soil resistance is:

[0084] σ x = σ h cos 2 (θ) (3)

[0085] where, σ x is the x-axis component of the horizontal radial soil resistance, σ h is the radial soil resistance, and θ is the angle between the radial soil resistance and the horizontal direction.

[0086] During the overturning process, when the cylinder-soil cooperation state is good, the horizontal offset of the foundation rotation center position from the center line of the cylinder top cover is very small. Therefore, the vertical soil resistance acting on the base surface is linearly distributed with the rotation center as the zero point, and the vertical additional soil pressure caused by the cylinder overturning is distributed on the side of the overturning compression.

[0087] The vertical frictional force acting on the outer cylinder wall is proportional to the radial horizontal soil pressure at that place, in the form of:

[0088] τ z = fσ r (4)

[0089] where τ z is the vertical shear stress of the outer cylinder wall, and f is the cylinder - soil friction coefficient.

[0090] Similarly, the horizontal frictional force acting on the end of the cylinder is proportional to the vertical soil resistance at that location, and its form is:

[0091] τ x = fσ v (5)

[0092] where τ x is the horizontal shear stress at the end of the cylinder.

[0093] Based on the above assumptions, the expressions of force and moment components can be further obtained.

[0094] The resultant horizontal earth pressure F x and its overturning moment M x about the rotation center are respectively:

[0095]

[0096]

[0097] where F x is the resultant horizontal earth pressure, M x is the overturning moment of the resultant horizontal earth pressure about the rotation center, and R is the radius of the cylindrical foundation.

[0098] The vertical frictional forces F f1 and F f2 on the front and rear outer walls are respectively:

[0099]

[0100]

[0101] where F f1 is the vertical frictional force on the front side of the cylindrical foundation, F f2 is the vertical frictional force on the rear side of the cylindrical foundation, τ z is the vertical shear stress at the cylinder wall, R is the radius of the cylindrical foundation, θ is the integration variable, z is the integration variable of the soil depth, z0 is the position of the rotation center, L is the total height of the cylindrical foundation, and f is the cylinder - soil friction coefficient.

[0102] The moment of the resultant force M f of the vertical frictional force acting on the side wall about the rotation center is:

[0103] m f = (F f1 - F f2 ) × R (10)

[0104] where M f is the moment of the resultant vertical frictional force about the rotation center.

[0105] From the vertical force balance, we can obtain:

[0106] ∑z = F f1 + F f2 + F v = 0 (11)

[0107] where F v is the resultant vertical additional earth pressure.

[0108] The resultant vertical additional earth pressure F v due to the overturning effect is:

[0109]

[0110] The vertical additional earth pressure satisfies the Winkler assumption:

[0111]

[0112] where N hv is the vertical additional earth pressure coefficient, R is the radius of the cylindrical foundation, s u is the undrained shear strength of the soil, and x is the horizontal distance from the foundation center to the point under consideration.

[0113] Substituting Equation (13) into Equation (12) and combining with Equation (11), the vertical additional earth pressure coefficient N hv can be obtained. And from this, the moment M hv of the additional vertical earth pressure acting on the base surface about the rotation center is:

[0114]

[0115] where M hv is the moment of the additional vertical earth pressure on the base surface about the rotation center.

[0116] The vertical earth pressure also satisfies the Winkler assumption:

[0117]

[0118] where N v is the vertical earth pressure coefficient, taking the value of E sz / E sx times the horizontal earth pressure coefficient value, Esz is the vertical compression modulus and E sx is the horizontal compression modulus.

[0119] The moment M of the vertical soil pressure acting on the base surface about the rotation center is v as follows:

[0120]

[0121] where M v is the moment of the vertical soil pressure on the base surface about the rotation center.

[0122] In summary, the moment Mbot of the total vertical soil pressure acting on the base surface about the rotation center can be obtained as:

[0123]

[0124] The frictional force F acting on the base surface f-bot is as follows:

[0125]

[0126] where σ v is the vertical soil resistance and f is the friction coefficient.

[0127] The resultant frictional force F f-bot on the base surface about the rotation center has a moment M f-bot as follows:

[0128]

[0129] According to the horizontal force equilibrium, from equations (6) and (18), the horizontal force H acting on the foundation can be obtained ult .

[0130] ∑x = H ult + F x + F f-bot = 0 (19)

[0131] From the moment equilibrium about the rotation center, combining equations (7), (10), (17), (19) and (20), the rotation center z0 of the foundation can be obtained:

[0132] ∑M = H ult z0 + M x + M f + M bot + M f-bot = 0 (20)

[0133] where H ult is the horizontal ultimate bearing capacity acting on the foundation, z0 is the position of the rotation center of the foundation, and M xThe resultant horizontal earth pressure is F x The overturning moment about the rotation center is M f The resultant of the vertical frictional forces is F f1 -F f2 The moment about the rotation center is M bot The moment about the rotation center of the total vertical earth pressure on the foundation surface is M f-bot The frictional force on the foundation surface is F f-bot The moment about the rotation center.

[0134] By combining Equation (19) and Equation (20), the rotation center z0 and the ultimate bearing capacity H of the foundation can be obtained. ult .

[0135] In summary, the method of the present invention calculates through the limit equilibrium theory calculation method, and obtains the rotation center z0 and the ultimate bearing capacity H of the foundation according to the static equilibrium relationship. ult .

[0136] Example:

[0137] Installed in a homogeneous clay formation, the buoyant unit weight of the soil γ' = 6 kN / m 3 , and the undrained shear strength s of the soil u is 10 kPa. The foundation parameters are shown in Table 1. Using the horizontal bearing capacity calculation method of the present invention, calculate the bearing capacity of the five-tube cylinder with different length-diameter ratios η = L / D under horizontal loading in homogeneous clay and the buried depth position of the rotation center of the tubular foundation.

[0138] Table 1: Dimensions of the model cylinder

[0139]

[0140] The calculation method of the horizontal bearing capacity of the five-tube cylinder foundation for offshore wind power in this embodiment is as follows:

[0141] (1) According to the specifications of the five-tube cylinder, the top cover area of the five-tube cylinder is equivalent, and it is equivalent to a single-tube foundation with the same top cover area.

[0142] (2) The bearing capacity is related to the vertical position z0 of the rotation center. Assume z0 for trial calculation. The minimum bearing capacity calculated is the ultimate bearing capacity, and the corresponding z0 at this time is the actual rotation center position.

[0143] Taking the length-diameter ratio η = 0.75 as an example, assume that the rotation center z0 is 0.6z0 / L, 0.7z0 / L, 0.78z0 / L, 0.82z0 / L, 0.9z0 / L, 1.0z0 / L, 1.1z0 / L. Combine Equation (20) and Equation (21) to calculate the ultimate bearing capacity H of the foundation. ultThey are 70000kN, 37000kN, 30000kN, 33000kN, 38000kN, 42000kN, and 50000kN respectively.

[0144] (3) Analyze the relationship between H ult and z0. The minimum bearing capacity is the ultimate bearing capacity. Taking η = 0.75 as an example, determine H ult to be 30000kN. As Figure 6 shown. When the rotation center is located near the depth corresponding to 0.8 times the cylinder length, the calculation result of the limit equilibrium method reaches the minimum value.

[0145] Use Abaqus finite element software, select the Tresca yield criterion to model the five-connected cylinder foundation, and use the finite element method to calculate the horizontal bearing capacity of the five-connected cylinder. From the finite element calculation results Figure 5 , it can be seen that when the rotation center is also located near the depth corresponding to 0.8 times the cylinder length, the rotation center calculated theoretically is consistent with the numerical simulation results.

[0146] Compare the theoretical calculation method of the horizontal ultimate bearing capacity in the present invention with the numerical simulation results. See Figure 7 , it can be seen that the theoretical calculation method is consistent with the numerical simulation results, which proves the effectiveness of the method of the present invention.

[0147] Please refer to the appendix Figure 8 , the present invention also provides a computer device 40, including: a processor 41 and a memory 42. The memory 42 stores a computer program executable by the processor. When the computer program is executed by the processor, it executes the above method.

[0148] The present invention also provides a storage medium 43. A computer program is stored on the storage medium 43. When the computer program is run by the processor 41, it executes the above method.

[0149] Among them, the storage medium 43 can be implemented by any type of volatile or non-volatile storage device or a combination thereof, such as static random access memory (SRAM), electrically erasable programmable read-only memory (EEPROM), erasable programmable read-only memory (EPROM), programmable read-only memory (PROM), read-only memory (ROM), magnetic memory, flash memory, magnetic disk or optical disc.

[0150] Although the embodiments of the present invention have been shown and described, those of ordinary skill in the art can understand that various changes, modifications, substitutions and variations can be made to these embodiments without departing from the principles and spirit of the present invention. The scope of the present invention is defined by the appended claims and their equivalents.

Claims

1. The calculation method of horizontal bearing capacity of offshore wind power five-tube foundation is characterized by: The following steps are involved: The five-tube foundation is equivalent to a single-tube foundation with the same top cover area. It is considered as a single-tube foundation with the same top cover area. In the calculation, it is assumed that the synergy between the tube and the soil is good and the overall behavior conforms to the Winkler assumption. Calculate the radial soil resistance and its horizontal component acting on the side wall of the barrel foundation under the limit state, and determine the vertical soil resistance linearly distributed along the center of rotation; Calculate the friction forces acting on the side walls and ends of the cylinder and their contribution to the moment at the center of rotation, and calculate the friction forces and vertical earth pressures on the base surface to calculate the effects of these forces on the stability of the foundation; Calculate the sum of all forces and moments acting on the foundation, including the resultant horizontal earth pressure and overturning moment, and calculate the center of rotation and ultimate bearing capacity of the foundation using the principle of static equilibrium.

2. The method for calculating the horizontal bearing capacity of the offshore wind power five-tube foundation according to claim 1 is characterized in that: The calculation formula for the radial soil resistance acting on the side wall of the barrel foundation under the limit state is: Among them, σ h is the radial soil resistance of the barrel foundation side wall at depth z, z0 is the rotation center position, z is the soil depth, N h is the horizontal soil resistance coefficient, s u It is the undrained shear strength of soil.

3. The method for calculating the horizontal bearing capacity of the offshore wind power five-tube foundation according to claim 1 is characterized in that: The formula for calculating the horizontal component of the radial soil resistance is: s x =s h cos 2 (i) Among them, σ x is the x-axis component of the horizontal radial soil resistance, σ h is the radial soil resistance, and θ is the angle between the radial soil resistance and the horizontal.

4. The method for calculating the horizontal bearing capacity of the offshore wind power five-tube foundation according to claim 1 is characterized in that: The step of determining the vertical soil resistance linearly distributed along the rotation center includes considering the distribution of the vertical soil resistance during the foundation rotation process, and assuming that the vertical soil resistance is linearly distributed along the rotation center according to the cylinder-soil cooperative state.

5. The method for calculating the horizontal bearing capacity of the offshore wind power five-tube foundation according to claim 1 is characterized in that: The step of calculating the friction force acting on the side wall and the end of the cylinder and its contribution to the moment of the rotation center comprises: Calculate the vertical friction force of the front and rear outer walls using the formula: Among them, F f1 is the vertical friction force on the front side of the barrel foundation, F f2 is the vertical friction force on the rear side of the barrel foundation, τ z is the vertical shear stress at the cylinder wall, R is the radius of the cylinder foundation, θ is the integral variable, z is the integral variable of the soil depth, z0 is the position of the rotation center, L is the total height of the cylinder foundation, and f is the cylinder-soil friction coefficient; Calculate the resultant force M due to these friction forces f , using the formula: M f =(F f1 -F f2 )×R Among them, M f is the torque of the resultant vertical friction force about the center of rotation.

6. The method for calculating the horizontal bearing capacity of the offshore wind power five-tube foundation according to claim 1 is characterized in that: The steps of calculating the friction force and vertical earth pressure on the base surface to calculate the influence of these forces on the foundation stability include: Calculate the vertical additional earth pressure F v , using the formula: Among them, σ h-v is the vertical additional earth pressure, calculated according to the Winkler assumption, the formula is: Among them, N hv is the vertical additional earth pressure coefficient, R is the radius of the barrel foundation, s u is the undrained shear strength of the soil, and x is the horizontal distance from the center of the foundation to the considered point; Calculate the moment M of the vertical additional earth pressure on the rotation center hv , using the formula: Calculate the friction force F on the substrate surface f-bot , using the formula: Among them, σ ν is the vertical soil resistance, f is the friction coefficient; Calculate the vertical earth pressure σ on the base surface v Satisfying the Winkler assumption, the formula is: Among them, N v is the vertical earth pressure coefficient; Calculate the moment M of the vertical earth pressure about the center of rotation v , using the formula: The total vertical earth pressure acting on the base surface on the rotation center is obtained by combining bot , using the formula:

7. The method for calculating the horizontal bearing capacity of the offshore wind power five-tube foundation according to claim 1 is characterized in that: The steps for calculating the sum of all forces and moments acting on the foundation include: Calculate the horizontal earth pressure F x and its overturning moment M about the rotation center x ; The horizontal earth pressure resultant force F x The calculation formula is: Among them, F x is the resultant horizontal earth pressure, L is the length of the barrel foundation; The overturning moment M x The calculation formula is: Among them, M x is the overturning moment of the resultant horizontal earth pressure on the rotation center, and R is the radius of the barrel foundation.

8. The method for calculating the horizontal bearing capacity of the offshore wind power five-tube foundation according to claim 1 is characterized in that: The steps of calculating the rotation center and ultimate bearing capacity of the foundation using the static balance principle include: Solve the equilibrium equations for the sum of all forces and moments using the formula: ∑M=H ult z0+M x +M f +M bot +M f-bot =0 Among them, H ult is the horizontal ultimate bearing capacity acting on the foundation, z0 is the rotation center position of the foundation, M x is the resultant horizontal earth pressure F x Overturning moment about the center of rotation, M f is the resultant vertical friction force F f1 -F f2 Moment about the center of rotation, M bot is the moment of the total vertical earth pressure on the base surface to the rotation center, M f-bot is the friction force F on the substrate surface f-bot The torque about the center of rotation.

9. A computer device comprising a memory, a processor and a computer program stored in the memory and executable on the processor, characterized in that: When the processor executes the computer program, the method according to any one of claims 1 to 8 is implemented.

10. A storage medium having a computer program stored thereon, characterized in that: When the computer program is executed by a processor, the method according to any one of claims 1 to 8 is implemented.

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