Calculation method for horizontal ultimate bearing capacity of offshore wind power five-connected-cylinder foundation

Abstract

The invention discloses an offshore wind power five-connected-cylinder foundation horizontal ultimate bearing capacity calculation method which comprises the steps that S1, a five-connected-cylinder foundation is equivalent to a plurality of foundations with regular shapes according to a five-connected-cylinder foundation horizontal bearing equivalent schematic diagram; s2, a five-connected-cylinder foundation horizontal failure mode is provided, and the position of a five-connected-cylinder foundation rotating shaft is determined; s3, according to the horizontal failure mode of the five-connected-cylinder foundation, main components of resistance of the five-connected-cylinder foundation under the action of horizontal loads are determined and comprise soil pressure Ha and p generated by soil in a wedge failure area, shearing force Hf generated by soil in an arc failure area and shearing force Hs generated between soil in a sliding failure area and soil in an adjacent non-sliding area; and S4, according to the force balance principle, the ultimate horizontal bearing capacity H = Ha, p + Hf + Hs of the five-connected-cylinder foundation is finally obtained.

Description

Technical Field

[0001] The present invention relates to the field of ocean engineering infrastructure, and particularly to a theoretical calculation method for the horizontal ultimate bearing capacity of the five - cylinder foundation for offshore wind power in clay. Background Art

[0002] As a new type of fixed foundation applied in deep - sea areas, the five - cylinder foundation is connected by four arc - shaped plates and four independent single - cylinder foundations (side cylinders). The arc - shaped plates, the skirt plates of the side cylinders and the welded top plate jointly enclose a middle cylinder, thus forming an integral structure, namely the five - cylinder foundation. This foundation type not only has the advantages of good anti - overturning bearing capacity of the wide - shallow single - cylinder foundation and integral installation of the wind turbine foundation, but also can effectively solve the buckling failure problem of the cylinder wall and the bulkhead by changing the large - diameter single cylinder into small - diameter multi - cylinders. Its economy, stability and applicability are particularly prominent. During service, in a complex marine environment, especially under the action of extreme wind, wave and current loads, the bearing performance of the foundation is crucial, which is directly related to the stability and safety of the overall structure.

[0003] However, at present, the research on the bearing performance of the five - cylinder foundation is relatively less. In particular, the calculation of the ultimate bearing capacity of the five - cylinder foundation mainly relies on the finite element method, and there is still a lack of a theoretical calculation method for the ultimate bearing capacity of the five - cylinder foundation. Due to the complex structure type of the five - cylinder foundation, the existing bearing capacity specifications and theoretical calculation methods of single - cylinder foundations cannot be directly applied to the five - cylinder foundation. Therefore, it is necessary to conduct in - depth research on the bearing characteristics of the five - cylinder foundation, propose a corresponding theoretical calculation method for the ultimate bearing capacity, provide a theoretical basis for the evaluation of the ultimate bearing capacity of the five - cylinder foundation, and thus more effectively promote the development and application of the five - cylinder foundation in the field of offshore wind power. Summary of the Invention

[0004] The purpose of the present invention is to overcome the deficiencies in the prior art and provide a calculation method for the horizontal ultimate bearing capacity of the five - cylinder foundation for offshore wind power, so as to provide theoretical support for the evaluation of the horizontal bearing performance of the five - cylinder foundation in engineering.

[0005] The purpose of the present invention is achieved by the following technical solutions:

[0006] A calculation method for the horizontal ultimate bearing capacity of the five - cylinder foundation for offshore wind power includes:

[0007] S1. According to the equivalent schematic diagram of the horizontal bearing of the five - cylinder foundation, the five - cylinder foundation is equivalent to several foundations with regular shapes;

[0008] S2. Propose a horizontal failure mode of the five - cylinder foundation and determine the position of the rotation axis of the five - cylinder foundation;

[0009] S3. Determine the main components of the resistance of the five-connected cylinder foundation under horizontal load according to the horizontal failure mode of the five-connected cylinder foundation, including the earth pressure H generated by the soil mass in the wedge failure area a,p , the shear force H generated by the soil mass in the circular arc failure area f and the shear force H generated between the sliding failure area and the adjacent non-sliding area of the soil mass s These are three parts;

[0010] S4. According to the principle of force balance, finally obtain the ultimate horizontal bearing capacity of the five-connected cylinder foundation H = H a,p + H f + H s .

[0011] Furthermore, it is applicable to different working conditions, including the opposite-side loading condition in homogeneous clay, the diagonal loading condition in homogeneous clay, the opposite-side loading condition in normally consolidated clay, and the diagonal loading condition in normally consolidated clay, a total of four working conditions;

[0012] Among them, the opposite-side loading condition and the diagonal loading condition are distinguished according to the angle of the horizontal load acting on the five-connected cylinder foundation. The opposite-side loading condition is that the horizontal force is loaded in the 0° direction, and the diagonal loading condition is that the horizontal force is loaded in the 45° direction;

[0013] Homogeneous clay and normally consolidated clay are distinguished according to the distribution law of the undrained shear strength s u of the soil mass along the depth direction of the soil mass. Homogeneous clay means that the undrained shear strength s u is evenly distributed along the depth direction of the soil mass, and normally consolidated clay means that the undrained shear strength s u is linearly distributed along the depth direction of the soil mass.

[0014] Furthermore, for the opposite-side loading condition in homogeneous clay:

[0015] In step S1, according to the horizontal bearing equivalent schematic diagram of the five-connected cylinder foundation, the five-connected cylinder foundation is equivalent to a type I foundation and two type II foundations; B i is the length of the equivalent foundation, i = I, II, and the calculation value is obtained according to the following formula:

[0016]

[0017] Among them, D is the opposite-side length of the five-connected cylinder foundation, D2 is the diameter of the side cylinder of the five-connected cylinder foundation, and ω is an intermediate variable in the solution process;

[0018] In step S2, determine the position of the rotation axis of the five-connected cylinder foundation as:

[0019]

[0020] Among them, zH is the height of the rotation axis, and L is the height of the foundation of the five-connected cylinder;

[0021] In step S3, the passive earth pressure H generated by the soil mass in the wedge failure zone p is:

[0022]

[0023] where E p is the unit earth pressure generated by the soil mass in the passive zone of the wedge on each equivalent foundation; N p is the passive earth pressure coefficient, μ is the friction coefficient between the sliding wedge and the foundation of the five-connected cylinder; γ’ is the unit weight of the soil mass; z w is the height of the wedge;

[0024] The shear force H generated by the soil mass in the circular arc failure zone f is:

[0025]

[0026] where R H is the radius of the circular arc sliding surface, α H and θ H are geometric parameters in the failure mode of the five-connected cylinder foundation under the action of horizontal load, and satisfy the following relationship:

[0027]

[0028] The shear force H generated between the sliding failure zone and the adjacent non-sliding zone soil mass s includes two parts: one part is the shear force H generated between the sliding surfaces on both sides of the wedge and the adjacent non-sliding zone soil mass s1 ; the other part is the shear force H generated between the rotational sliding surface of the soil mass in the middle of the adjacent side cylinders and the non-sliding zone soil mass s2 ;

[0029] The shear force H s1 is the total shear force generated by the sliding surfaces on both sides of the wedge:

[0030]

[0031] where,

[0032] The shear force H s2 is:

[0033] H s2 = D3Ls u

[0034] where D3 is the distance between the centers of two adjacent side cylinders, that is, D3 = D - D2;

[0035] The shear force H generated between the sliding failure zone and the adjacent non-sliding zone soil s is as follows:

[0036] H s = H s1 + 2H s2

[0037] In step S4, according to the principle of force balance, the ultimate horizontal bearing capacity of the five-connected cylinder foundation is:

[0038] H = H p + H f + H s

[0039] Furthermore, for the diagonal loading condition in homogeneous clay:

[0040] In step S1, according to the horizontal bearing equivalent schematic diagram of the five-connected cylinder foundation, the five-connected cylinder foundation is equivalent to one type I foundation, two type II foundations, and two type III foundations; B i is the length of the equivalent foundation, i = I, II, III, and the calculation value is obtained according to the following formula:

[0041]

[0042] Among them, D’ is the diagonal length of the five-connected cylinder foundation, D is the opposite side length of the five-connected cylinder foundation; D2 is the side cylinder diameter of the five-connected cylinder foundation; ω is an intermediate variable in the solution process;

[0043] In step S2, the position of the rotation axis of the five-connected cylinder foundation is the same as:

[0044]

[0045] Among them, z H is the height of the rotation axis, and L is the height of the five-connected cylinder foundation;

[0046] In step S3, the passive earth pressure H generated by the soil in the wedge failure zone p is as follows:

[0047]

[0048] Among them, E p is the unit earth pressure generated by the soil in the passive zone of the wedge on each equivalent foundation; N p is the passive earth pressure coefficient, μ is the friction coefficient between the sliding wedge and the five-connected cylinder foundation; γ’ is the unit weight of the soil; z w is the height of the wedge;

[0049] The shear force H generated by the soil in the circular arc failure zonef is:

[0050]

[0051] wherein, R H is the radius of the circular arc sliding surface, and α H and θ H are geometric parameters in the failure mode of the five - connected cylinder foundation under horizontal load, and satisfy the following relationship:

[0052]

[0053] The shear force H generated between the sliding failure zone and the adjacent non - sliding zone soil mass s is:

[0054]

[0055] In step S4, according to the principle of force balance, the ultimate horizontal bearing capacity of the five - connected cylinder foundation is:

[0056] H = H p + H f + H s

[0057] Furthermore, for the case of opposite - side loading in normally consolidated clay:

[0058] In step S1, according to the horizontal bearing equivalent schematic diagram of the five - connected cylinder foundation, the five - connected cylinder foundation is equivalent to a type - I foundation and two type - II foundations; B i is the length of the equivalent foundation, i = I, II, and the calculation and value - taking are carried out according to the following formula:

[0059]

[0060] wherein, D is the opposite - side length of the five - connected cylinder foundation; D2 is the diameter of the side cylinder of the five - connected cylinder foundation; ω is an intermediate variable in the solution process;

[0061] The position of the rotation axis of the five - connected cylinder foundation determined in step S2 is:

[0062]

[0063] wherein, z H is the height of the rotation axis, and L is the height of the five - connected cylinder foundation;

[0064] In step S3, the earth pressure H generated by the soil mass in the wedge - shaped failure zone a,p is:

[0065]

[0066] wherein, E pis the unit earth pressure generated by the soil mass in the passive zone of the wedge on each equivalent foundation; N p is the coefficient of passive earth pressure, μ is the friction coefficient between the sliding wedge and the five - cylinder foundation; γ’ is the unit weight of the soil mass; E a is the earth pressure generated by the soil mass in the active zone of the wedge on each equivalent foundation; N a is the coefficient of active earth pressure, The undrained shear strength of the soil mass s u is taken as kL / 2, where k is the change gradient of the undrained shear strength of the soil mass;

[0067] The shear force H generated by the soil mass in the circular arc failure zone f is:

[0068]

[0069] where, R H is the radius of the circular arc sliding surface, α H is the geometric parameter in the failure mode of the five - cylinder foundation under the action of horizontal load, and satisfies the following relationship:

[0070]

[0071] The undrained shear strength of the soil mass s uf1i 、s uf2i is calculated and taken as follows:

[0072]

[0073] The shear force H generated between the sliding failure zone and the adjacent non - sliding zone of the soil mass s is:

[0074]

[0075] where, the undrained shear strength of the soil mass s u is taken as kL / 2;

[0076] In step S4, according to the principle of force balance, the ultimate horizontal bearing capacity of the five - cylinder foundation is:

[0077] H = H a,p +H f +H s

[0078] Furthermore, for the diagonal loading condition in normally consolidated clay:

[0079] In step S1, according to the horizontal bearing equivalent schematic diagram of the five - cylinder foundation, the five - cylinder foundation is equivalent to a single - cylinder foundation.

[0080] In step S2, the position of the rotation axis of the five - cylinder foundation is the same as:

[0081]

[0082] Among them, z H is the height of the rotation axis, and L is the height of the five-connected cylinder foundation;

[0083] In step S3, the earth pressure H generated by the soil mass in the wedge failure zone a,p is:

[0084]

[0085] Among them, E p is the unit earth pressure generated by the soil mass in the passive zone of the wedge on each equivalent foundation; N p is the passive earth pressure coefficient, μ is the friction coefficient between the sliding wedge and the five-connected cylinder foundation; γ' is the unit weight of the soil mass; E a is the earth pressure generated by the soil mass in the active zone of the wedge on each equivalent foundation; N a is the active earth pressure coefficient, The undrained shear strength s of the soil mass u is taken as kL / 2, where k is the change gradient of the undrained shear strength of the soil mass; D' is the diagonal length of the five-connected cylinder foundation, D is the opposite side length of the five-connected cylinder foundation; D2 is the diameter of the side cylinder of the five-connected cylinder foundation; ω is an intermediate variable in the solution process;

[0086] The shear force H generated by the soil mass in the circular arc failure zone f is:

[0087]

[0088] Among them, R H is the radius of the circular arc sliding surface, and α H is a geometric parameter in the failure mode of the five-connected cylinder foundation under the action of horizontal load, and satisfies the following relationship:

[0089]

[0090] The undrained shear strength s of the soil mass uf1i 、s uf2i is calculated and taken as follows:

[0091]

[0092] The shear force H generated between the sliding failure zone and the adjacent non-sliding zone soil mass s is:

[0093]

[0094] Among them, the undrained shear strength s of the soil massu Take the value of kL / 2;

[0095] In step S4, according to the principle of force balance, the ultimate horizontal bearing capacity of the five-barrel foundation is:

[0096] H = H a,p + H f + H s

[0097] The present invention also provides a device for calculating the ultimate horizontal bearing capacity of an offshore wind power five-barrel foundation, including:

[0098] An equivalent unit, which is used to equivalent the five-barrel foundation into several foundations with regular shapes according to the horizontal bearing equivalent schematic diagram of the five-barrel foundation;

[0099] A mode setting unit, which is used to set the horizontal failure mode of the five-barrel foundation and determine the position of the rotation axis of the five-barrel foundation;

[0100] A resistance moment determination unit, which determines the main components of the resistance of the five-barrel foundation under the action of horizontal load according to the horizontal failure mode of the five-barrel foundation, including the earth pressure H generated by the soil in the wedge failure area a,p , the shear force H generated by the soil in the circular arc failure area f and the shear force H generated between the sliding failure area and the adjacent non-sliding area of the soil s These three parts;

[0101] A calculation unit, which is used to finally obtain the ultimate horizontal bearing capacity H = H of the five-barrel foundation according to the principle of force balance a,p + Hf + H s .

[0102] The present invention also provides an electronic device, including a memory, a processor, and a computer program stored on the memory and executable on the processor. When the processor executes the program, the steps of the method for calculating the ultimate horizontal bearing capacity of the offshore wind power five-barrel foundation are implemented.

[0103] The present invention also provides a computer-readable storage medium, on which a computer program is stored. When the computer program is executed by a processor, the steps of the method for calculating the ultimate horizontal bearing capacity of the offshore wind power five-barrel foundation are implemented.

[0104] Compared with the prior art, the beneficial effects brought by the technical solution of the present invention are:

[0105] 1. Innovation and filling the gap in theoretical calculation methods: For the first time, the present invention constructs a theoretical calculation model for the bearing capacity of a five-connected cylinder foundation under horizontal loads, with the force balance principle as the core, based on the bearing failure mechanism of the five-connected cylinder foundation, making up for the deficiency of only relying on the finite element method to calculate the horizontal bearing capacity of the five-connected cylinder foundation under existing conditions, and providing a new theoretical calculation method for the horizontal ultimate bearing capacity of the five-connected cylinder foundation.

[0106] 2. Improving calculation accuracy and efficiency: By establishing force analysis models for the wedge failure zone, circular arc failure zone and sliding failure zone, and solving them through the force balance principle, the theoretical calculation results are verified by model tests and numerical simulations, significantly improving the calculation accuracy and efficiency.

[0107] 3. Wide applicability and strong versatility: This method has applicable theoretical calculation procedures for homogeneous clay and normally consolidated clay under side loading and diagonal loading conditions, and can meet the bearing capacity evaluation requirements under various conditions in practical engineering.

[0108] 4. Simplified analysis idea: By adopting the method of equivalent foundation shape, the structurally complex five-connected cylinder foundation is transformed into several simple foundations with regular shapes, which not only reduces the difficulty of theoretical analysis, but also provides a method reference for the bearing capacity analysis of other complex structures.

[0109] 5. Contributing to the safety, popularization and application of offshore wind power projects: It provides a solid theoretical basis for the optimal design and ultimate bearing capacity evaluation of the five-connected cylinder foundation, thus ensuring the safety and stability of the foundation design, and is of great significance for promoting the development and engineering application of offshore wind power foundation technology. Description of the Drawings

[0110] Figure 1 It is the equivalent diagram of the horizontal bearing of the five-connected cylinder foundation in homogeneous clay;

[0111] Figure 2 It is the horizontal failure mode of the five-connected cylinder foundation in homogeneous clay;

[0112] Figure 3 It is the equivalent diagram of the horizontal bearing of the five-connected cylinder foundation in normally consolidated clay;

[0113] Figure 4 It is the horizontal failure mode of the five-connected cylinder foundation in normally consolidated clay;

[0114] Figure 5 It is the semi-structure plan view of the five-connected cylinder foundation (side loading);

[0115] Figure 6 It is the semi-structure plan view of the five-connected cylinder foundation (diagonal loading). Detailed Implementation Modes

[0116] The present invention will be further described in detail below in conjunction with the accompanying drawings and specific embodiments. It should be understood that the specific embodiments described herein are only used to explain the present invention and are not used to limit the present invention.

[0117] This embodiment provides a method for calculating the ultimate horizontal bearing capacity of a five-connected barrel foundation for offshore wind power, which mainly includes the following steps:

[0118] Step 1: According to the equivalent diagram of the horizontal bearing of the five-connected barrel foundation, the five-connected barrel foundation is equivalent to several foundations with regular shapes;

[0119] Step 2: Propose the horizontal failure mode of the five-connected barrel foundation and determine the position of the rotation axis of the five-connected barrel foundation;

[0120] Step 3: According to the horizontal failure mode of the five-connected barrel foundation, determine the main components of the resistance of the foundation under the action of horizontal load, generally including the earth pressure H generated by the soil mass in the wedge failure area a,p , the shear force H generated by the soil mass in the circular arc failure area f and the shear force H generated between the sliding failure area and the adjacent non-sliding area soil mass s These three parts.

[0121] Step 4: According to the principle of force balance, finally obtain the ultimate horizontal bearing capacity H of the five-connected barrel foundation = H a,p + H f + H s .

[0122] In the above calculation scheme, it is necessary to specifically analyze the ultimate horizontal bearing capacity of the five-connected barrel foundation for different working conditions. Different working conditions mainly include four working conditions: the opposite-side loading condition in homogeneous clay, the diagonal loading condition in homogeneous clay, the opposite-side loading condition in normally consolidated clay, and the diagonal loading condition in normally consolidated clay; the opposite-side loading condition and the diagonal loading condition are distinguished according to the angle at which the horizontal load acts on the five-connected barrel foundation. The opposite-side loading condition is that the horizontal force is loaded in the 0° direction, and the diagonal loading condition is that the horizontal force is loaded in the 45° direction; homogeneous clay and normally consolidated clay are distinguished according to the distribution law of the undrained shear strength s u of the soil mass along the depth direction of the soil mass. Homogeneous clay is that the undrained shear strength s u is evenly distributed along the depth direction of the soil mass, and normally consolidated clay is that the undrained shear strength s u is linearly distributed along the depth direction of the soil mass.

[0123] The following will be described separately according to the above four working conditions:

[0124] (1) Opposite-side loading condition in homogeneous clay

[0125] In Step 1, according to the equivalent schematic diagram of the horizontal bearing capacity of the five-connected cylinder foundation, the five-connected cylinder foundation is equivalent to a Class I foundation and two Class II foundations. B i is the length of the equivalent foundation, i = I, II, and the value can be calculated according to the following formula:

[0126]

[0127] where D is the opposite side length of the five-connected cylinder foundation; D2 is the diameter of the side cylinder of the five-connected cylinder foundation; ω is an intermediate variable in the solution process.

[0128] In Step 2, the horizontal failure mode of the five-connected cylinder foundation is proposed, and the position of the rotation axis of the five-connected cylinder foundation is determined as:

[0129]

[0130] where z H is the height of the rotation axis, and L is the height of the five-connected cylinder foundation.

[0131] In Step 3, the passive earth pressure H generated by the soil mass in the wedge failure zone p is:

[0132]

[0133] where E p is the unit earth pressure generated by the soil mass in the passive zone of the wedge on each equivalent foundation; N p is the passive earth pressure coefficient, μ is the friction coefficient between the sliding wedge and the five-connected cylinder foundation; γ’ is the unit weight of the soil mass; z w is the height of the wedge.

[0134] The shear force H generated by the soil mass in the circular arc failure zone f is:

[0135]

[0136] where R H is the radius of the circular arc sliding surface, α H and θ H are the key geometric parameters in the failure mode diagram of the five-connected cylinder foundation under the action of horizontal load, and satisfy the following relationship:

[0137]

[0138] The shear force H generated between the sliding failure zone and the adjacent non-sliding zone soil mass s includes two parts: one part is the shear force H generated between the sliding surfaces on both sides of the wedge and the adjacent non-sliding zone soil mass s1; The other part is the shear force H generated between the rotational sliding surface of the soil mass in the middle of the adjacent side cylinders and the non-sliding area soil mass. s2 .

[0139] Shear force H s1 is the total shear force generated by the sliding surfaces on both sides of the wedge:

[0140]

[0141] Among them,

[0142] Shear force H s2 is:

[0143] H s2 = D3Ls u

[0144] Among them, D3 is the distance between the centers of two adjacent side cylinders, that is, D3 = D - D2.

[0145] The shear force H generated between the sliding failure area and the adjacent non-sliding area soil mass s is:

[0146] H s = H s1 + 2H s2

[0147] In step 4, according to the principle of force balance, the ultimate horizontal bearing capacity of the five-connected cylinder foundation is:

[0148] H = H p + H f + H s

[0149] (2) Diagonal loading condition in homogeneous clay:

[0150] In step 1, according to the horizontal bearing equivalent schematic diagram of the five-connected cylinder foundation, the five-connected cylinder foundation is equivalent to one type I foundation, two type II foundations and two type III foundations; B i is the length of the equivalent foundation, i = I, II, III, and the values can be calculated according to the following formula:

[0151]

[0152] Among them, D’ is the diagonal length of the five-connected cylinder foundation,

[0153] In step 2, the position of the rotation axis of the five-connected cylinder foundation is the same:

[0154]

[0155] In Step 3, the passive earth pressure H generated by the soil mass in the wedge failure zone p is:

[0156]

[0157] The shear force H generated by the soil mass in the circular arc failure zone f is:

[0158]

[0159] The shear force H generated between the soil mass in the sliding failure zone and the adjacent non-sliding zone s is:

[0160]

[0161] In Step 4, according to the principle of force balance, the ultimate horizontal bearing capacity of the five-barrel foundation is:

[0162] H = H p + H f + H s

[0163] (3) Opposite-side loading condition in normally consolidated clay

[0164] In Step 1, according to the horizontal bearing equivalent schematic diagram of the five-barrel foundation, the five-barrel foundation is equivalent to a Type I foundation and two Type II foundations. B i is the length of the equivalent foundation, i = I, II, and the calculation value is obtained according to the following formula:

[0165]

[0166] In Step 2, propose the horizontal failure mode of the five-barrel foundation, and determine the position of the rotation axis of the five-barrel foundation as:

[0167]

[0168] In Step 3, the earth pressure H generated by the soil mass in the wedge failure zone a,p is:

[0169]

[0170] where E a is the earth pressure generated by the soil mass in the wedge active zone on each equivalent foundation; N a is the active earth pressure coefficient, the undrained shear strength s of the soil u is taken as kL / 2, and k is the change gradient of the undrained shear strength of the soil.

[0171] The shear force H generated by the soil mass in the circular arc failure zone f is:

[0172]

[0173] Among them, the undrained shear strength s of the soil mass uf1i and s uf2i are calculated and valued according to the following formula:

[0174]

[0175] The shear force H generated between the sliding failure zone and the adjacent non-sliding zone of the soil mass s is:

[0176]

[0177] Among them, the undrained shear strength s of the soil mass u is taken as kL / 2.

[0178] In step 4, according to the principle of force balance, the ultimate horizontal bearing capacity of the five-barrel foundation is:

[0179] H = H a,p + H f + H s

[0180] (4) Diagonal loading condition in normally consolidated clay

[0181] In step 1, according to the horizontal bearing equivalent schematic diagram of the five-barrel foundation, the five-barrel foundation is equivalent to a single-barrel foundation.

[0182] In step 2, the position of the rotation axis of the five-barrel foundation is the same as:

[0183]

[0184] In step 3, the soil pressure H generated by the soil mass in the wedge failure zone a,p is:

[0185]

[0186] Among them, the undrained shear strength s of the soil mass u is taken as kL / 2.

[0187] The shear force H generated by the soil mass in the circular arc failure zone f is:

[0188]

[0189] Among them, the undrained shear strength s of the soil mass uf1i and s uf2i are calculated and valued according to the following formula:

[0190]

[0191] The shear force H generated between the sliding failure zone and the adjacent non-sliding zone of the soil mass s is as follows:

[0192]

[0193] Among them, the undrained shear strength s of the soil mass u is taken as kL / 2.

[0194] In step 4, according to the principle of force balance, the ultimate horizontal bearing capacity of the five-barrel foundation is:

[0195] H = H a,p + H f + H s

[0196] Specifically, for a certain offshore wind power project planning to use a five-barrel foundation for bearing, the basic parameters of the five-barrel foundation and the soil mass are shown in Table 1 and Table 2 respectively, and the load application directions are side loading and diagonal loading.

[0197] Table 1 Five-barrel foundation size design

[0198]

[0199] Table 2 Soil parameters

[0200]

[0201] Note: The undrained shear strength s of normally consolidated clay u = kz = 1.2z is the overall distribution law of the shear strength of the soil mass. However, the specific shear strength of the soil mass corresponding in the above formula (including: s uf1i 、s uf2i 、s usi etc.) is the final shear strength distribution law of the soil mass given after considering other influencing factors. Therefore, in specific calculations, the undrained shear strength of the soil mass corresponding in the formula is still taken as the value.

[0202] (1) Side loading condition in homogeneous clay

[0203] According to the horizontal bearing equivalent schematic diagram of the five-barrel foundation in homogeneous clay, see the (a) part in Figure 1 , the five-barrel foundation is equivalent to a type I foundation and two type II foundations; B i is the length of the equivalent foundation, i = I, II. Combining Figure 5 , the following formula can be used for calculation and value taking:

[0204]

[0205] The position of the rotation axis of the five - barrel foundation is as follows:

[0206]

[0207] According to the horizontal failure mode of the five - barrel foundation, as Figure 2 shown in part (a) of [reference], it is determined that the resistance of the foundation under horizontal load is mainly provided by the passive earth pressure H generated by the soil in the wedge - shaped failure zone, p the shear force H generated by the soil in the circular - arc failure zone, f and the shear force H generated between the soil in the sliding failure zone and the adjacent non - sliding zone. s These three parts contribute to the resistance.

[0208] The first part of the resistance H p Calculation:

[0209] The unit earth pressure generated by the soil in the passive zone of the wedge on various equivalent foundations:

[0210]

[0211] Among them, the passive earth - pressure coefficient:

[0212] The horizontal resistance generated by the wedge - shaped failure zone corresponding to various equivalent foundations:

[0213]

[0214] The passive earth pressure generated by the soil in the wedge - shaped failure zone:

[0215] H p = 2(H pΙ + H pΙΙ ) = 56490.47 kN

[0216] The second part of the resistance H f Calculation:

[0217] The horizontal resistance generated by the circular - arc failure zone corresponding to various equivalent foundations:

[0218]

[0219] Among them, the key geometric parameters R H and α H are as follows:

[0220]

[0221] Since B iIt is a dependent variable of ω. Therefore, specific values of the above key geometric parameters cannot be calculated, but they directly participate in the calculation during the integration process, so as to obtain the horizontal resistance generated by the circular failure zones corresponding to various equivalent foundations.

[0222] Shearing force generated by the soil mass in the circular failure zone:

[0223] H f = 2(H fΙ + H fΙΙ ) = 36280.97 kN

[0224] The third part of the resistance H s Calculation:

[0225] Total shearing force H generated by the sliding surfaces on both sides of the wedge: s1 :

[0226]

[0227] Shearing force H s2 is:

[0228] H s2 = D3Ls u = 7500.00 kN

[0229] Among them, the distance between the centers of two adjacent side cylinders: D3 = D - D2 = 25 m.

[0230] Shearing force H generated between the sliding failure zone and the adjacent non - sliding zone soil mass s is:

[0231] H s = H s1 + 2H s2 = 19455.66 kN

[0232] In step 4, according to the principle of force balance, the ultimate horizontal bearing capacity of the five - cylinder foundation is:

[0233] H = H p + H f + H s = 112227.10 kN

[0234] (2) Diagonal loading condition in homogeneous clay

[0235] According to the horizontal bearing equivalent schematic diagram of the five - cylinder foundation in homogeneous clay, see part (b) in Figure 1 , the five - cylinder foundation is equivalent to one type - I foundation, two type - II foundations and two type - III foundations; B i is the length of the equivalent foundation, i = I, II, III. Combining Figure 6 , the following formula can be used for calculation and value - taking:

[0236]

[0237] The position of the rotation axis of the five - barrel foundation is:

[0238]

[0239] According to the horizontal failure mode of the five - barrel foundation, as shown in part (a) of Figure 2 , it is determined that the resistance of the foundation under the action of horizontal load is mainly provided by the passive earth pressure H generated by the soil in the wedge - shaped failure zone p , the shear force H generated by the soil in the circular - arc failure zone f , and the shear force H generated between the sliding failure zone and the adjacent non - sliding zone soil s .

[0240] The first part of the resistance H p Calculation:

[0241] The unit earth pressure generated by the soil in the passive zone of the wedge on various equivalent foundations:

[0242]

[0243] The horizontal resistance generated by the wedge - shaped failure zone corresponding to various equivalent foundations:

[0244]

[0245] The passive earth pressure generated by the soil in the wedge - shaped failure zone:

[0246] H p = 2(H pΙ + H pΙΙ + H pΙΙΙ ) = 71114.92 kN

[0247] The second part of the resistance H f Calculation:

[0248] The horizontal resistance generated by the circular - arc failure zone corresponding to various equivalent foundations:

[0249]

[0250] The shear force generated by the soil in the circular - arc failure zone:

[0251] H f = 2(H fΙ + H fΙΙ + H fΙΙΙ ) = 35910.81 kN

[0252] The third part of the resistance H s Calculation:

[0253] The total shear force H generated by the sliding surfaces on both sides of the wedge s1 :

[0254]

[0255] The shear force H generated between the soil mass in the sliding failure zone and the adjacent non-sliding zone s is:

[0256] H s = 2H s2 = 8911.32 kN

[0257] In step 4, according to the principle of force balance, the ultimate horizontal bearing capacity of the five-connected cylinder foundation is:

[0258] H = H p + H f + H s = 115937.05 kN

[0259] (3) The opposite-side loading condition in normally consolidated clay

[0260] According to the horizontal bearing equivalent schematic diagram of the five-connected cylinder foundation in normally consolidated clay, as shown in Figure 3 (a) part of it, the five-connected cylinder foundation is equivalent to a type I foundation and two type II foundations; B i is the length of the equivalent foundation, i = I, II. Combining with Figure 5 , the following formula can be used for calculation and value taking:

[0261]

[0262] The position of the rotation axis of the five-connected cylinder foundation is:

[0263]

[0264] According to the horizontal failure mode of the five-connected cylinder foundation, as shown in Figure 4 (a) part of it, it is determined that the resistance of the foundation under the action of horizontal load is mainly provided by the earth pressure H generated by the soil mass in the wedge failure zone a,p , the shear force H generated by the soil mass in the circular arc failure zone f and the shear force H generated between the soil mass in the sliding failure zone and the adjacent non-sliding zone s in three parts.

[0265] The first part of the resistance H a,p is calculated as follows:

[0266] The unit earth pressure generated by the soil mass in the wedge failure zone on various equivalent foundations:

[0267]

[0268] Among them, the coefficient of active earth pressure: The undrained shear strength s of the soil mass u = 1.2L / 2 = 9.0 kPa.

[0269] The horizontal resistance generated by the wedge failure zone corresponding to various equivalent foundations:

[0270]

[0271] The earth pressure generated by the soil mass in the wedge failure zone:

[0272] H a,p = 2(H pΙ + H pΙΙ - H aΙ - H aΙΙ ) = 25674.63 kN

[0273] The second part of the resistance H f Calculation:

[0274] The horizontal resistance generated by the circular arc failure zone corresponding to various equivalent foundations:

[0275]

[0276] Among them, the undrained shear strength s of the soil mass uf2i The value is calculated according to the following formula:

[0277] s uf2i = k(z H - R H cosω)

[0278] The shear force generated by the soil mass in the circular arc failure zone:

[0279] H f = 2(H fΙ + H fΙΙ ) = 27492.39 kN

[0280] The third part of the resistance H s Calculation:

[0281] The total shear force H generated by the sliding surfaces on both sides of the wedge s1 :

[0282]

[0283] The shear force H s2 is:

[0284] H s2 = D3Ls u = 3375.00 kN

[0285] Among them, the undrained shear strength s of the soil mass u = 1.2L / 2 = 9.0 kPa.

[0286] The shear force H generated between the sliding failure zone and the soil mass in the adjacent non-sliding zone s is as follows:

[0287] H s = 2(H s1 + H s2 ) = 10760.09 kN

[0288] In step 4, according to the principle of force balance, the ultimate horizontal bearing capacity of the five-barrel foundation is:

[0289] H = H a,p + H f + H s = 63927.11 kN

[0290] (4) Diagonal loading condition in normally consolidated clay

[0291] According to the horizontal bearing equivalent schematic diagram of the five-barrel foundation in normally consolidated clay, as shown in Figure 3 (b) part, the five-barrel foundation is equivalent to a single-barrel foundation.

[0292] The position of the rotation axis of the five-barrel foundation is:

[0293]

[0294] According to the horizontal failure mode of the five-barrel foundation, as shown in Figure 4 (a) part, it is determined that the resistance of the foundation under the action of horizontal load is mainly provided by the earth pressure H generated by the soil mass in the wedge failure zone a,p , the shear force H generated by the soil mass in the circular arc failure zone f and the shear force H generated between the sliding failure zone and the soil mass in the adjacent non-sliding zone s in three parts.

[0295] The first part of the resistance H a,p is calculated as follows:

[0296] The unit earth pressure generated by the soil mass in the wedge failure zone on various equivalent foundations:

[0297]

[0298] The horizontal resistance generated by the wedge failure zone corresponding to various equivalent foundations:

[0299]

[0300] Among them, the undrained shear strength s of the soil massu = 1.2L / 2 = 9.0 kPa.

[0301] The earth pressure generated by the soil mass in the wedge failure zone:

[0302] H a,p = 2(H p - H a ) = 32321.36 kN

[0303] The second part of the resistance force H f Calculation:

[0304] The shear force H generated by the soil mass in the circular arc failure zone f is:

[0305]

[0306] Among them, the undrained shear strength s of the soil mass uf2i is calculated and taken as follows:

[0307] s uf2i = k(z H - R H cosω)

[0308] The third part of the resistance force H s Calculation:

[0309] The total shear force H generated by the sliding surfaces on both sides of the wedge s1 :

[0310]

[0311] Among them, the undrained shear strength s of the soil mass u = 1.2L / 2 = 9.0 kPa.

[0312] The shear force H generated between the sliding failure zone and the adjacent non-sliding zone of the soil mass s is:

[0313] H s = 2H s1 = 4010.09 kN

[0314] In step 4, according to the principle of force balance, the ultimate horizontal bearing capacity of the five-barrel foundation is:

[0315] H = H a,p + H f + H s = 73620.08 kN

[0316] Preferably, the embodiment of the present application further provides a calculation device for the ultimate horizontal bearing capacity of an offshore wind power five-barrel foundation, including:

[0317] An equivalent unit, which is used to equivalent the five - connected cylinder foundation into several foundations with regular shapes according to the horizontal bearing equivalent schematic diagram of the five - connected cylinder foundation;

[0318] A mode - setting unit, which is used to set the horizontal failure mode of the five - connected cylinder foundation and determine the position of the rotation axis of the five - connected cylinder foundation;

[0319] A resistance - moment determination unit, which determines the main components of the resistance of the five - connected cylinder foundation under the action of horizontal load according to the horizontal failure mode of the five - connected cylinder foundation, including the earth pressure H generated by the soil in the wedge - shaped failure area a,p and the shear force H generated by the soil in the circular - arc failure area f as well as the shear force H generated between the sliding failure area and the adjacent non - sliding area of the soil s in three parts;

[0320] A calculation unit, which is used to finally obtain the ultimate horizontal bearing capacity H = H of the five - connected cylinder foundation according to the principle of force balance a,p +Hf + H s .

[0321] Preferably, the embodiments of the present application also provide a specific implementation manner of an electronic device that can implement all the steps in the method for calculating the horizontal ultimate bearing capacity of the offshore wind power five - connected cylinder foundation in the above - mentioned embodiments. The electronic device specifically includes the following:

[0322] A processor, a memory, a communication interface, and a bus;

[0323] Among them, the processor, the memory, and the communication interface complete communication with each other through the bus; the communication interface is used to realize information transmission between related devices such as server - side devices, metering devices, and user - side devices.

[0324] The processor is used to call the computer program in the memory. When the processor executes the computer program, all the steps in the method for calculating the horizontal ultimate bearing capacity of the offshore wind power five - connected cylinder foundation in the above - mentioned embodiments are realized.

[0325] The embodiments of the present application also provide a computer - readable storage medium that can implement all the steps in the method for calculating the horizontal ultimate bearing capacity of the offshore wind power five - connected cylinder foundation in the above - mentioned embodiments. A computer program is stored on the computer - readable storage medium, and when the computer program is executed by the processor, all the steps in the method for calculating the horizontal ultimate bearing capacity of the offshore wind power five - connected cylinder foundation in the above - mentioned embodiments are realized.

[0326] Each embodiment in this specification is described in a progressive manner. For the same or similar parts among the embodiments, reference can be made to each other. Each embodiment focuses on the differences from other embodiments. In particular, for the embodiments of "hardware + program", since they are basically similar to the method embodiments, the description is relatively simple, and reference can be made to the corresponding parts of the method embodiments for related content.

[0327] The above describes specific embodiments of this specification. Other embodiments are within the scope of the appended claims. In some cases, the actions or steps recited in the claims can be performed in a different order than in the embodiments and still achieve the desired results. Additionally, the processes depicted in the figures do not necessarily require the specific order or sequential order shown to achieve the desired results. In certain embodiments, multitasking and parallel processing are also possible or may be advantageous.

[0328] Although this application provides method operation steps such as in the embodiments or flowcharts, more or fewer operation steps may be included based on routine or non-creative labor. The order of steps listed in the embodiments is only one way among the numerous orders of step execution and does not represent the only execution order. When the actual device or client product is executing, it can be executed in the order shown in the embodiments or the figures or in parallel (such as in an environment with parallel processors or multithreaded processing).

[0329] Those skilled in the art should understand that the embodiments of the present invention can be provided as a method, a system, or a computer program product. Therefore, the present invention can take the form of a complete hardware embodiment, a complete software embodiment, or an embodiment combining software and hardware aspects. Moreover, the present invention can take the form of a computer program product implemented on one or more computer-usable storage media (including but not limited to disk storage, CD-ROM, optical storage, etc.) containing computer-usable program code.

[0330] These computer program instructions can also be stored in a computer-readable memory that can direct a computer or other programmable data processing device to work in a specific manner, such that the instructions stored in the computer-readable memory produce a manufacture including an instruction device, and the instruction device implements the functions specified in Figure 1 one process or multiple processes and / or Figure 1 one block or multiple blocks.

[0331] These computer program instructions can also be loaded onto a computer or other programmable data processing device, such that a series of operation steps are performed on the computer or other programmable device to produce a computer-implemented process, and thus the instructions executed on the computer or other programmable device provide for implementing the functions specified in Figure 1Steps of one process or multiple processes and / or boxes Figure 1 Steps of the functions specified in one box or multiple boxes.

[0332] The present invention is not limited to the embodiments described above. The above description of the specific embodiments is intended to describe and illustrate the technical solutions of the present invention. The above specific embodiments are merely illustrative and not restrictive. Without departing from the spirit of the present invention and the scope protected by the claims, those of ordinary skill in the art can also make many specific transformations in form under the inspiration of the present invention, and these all fall within the protection scope of the present invention.

Claims

1. A calculation method for the horizontal ultimate bearing capacity of a five - cylinder foundation for offshore wind power, characterized in that, Including: S1. According to the equivalent schematic diagram of the horizontal bearing capacity of the five - barrel foundation, the five - barrel foundation is equivalent to several foundations with regular shapes; S2. Propose the horizontal failure mode of the five - barrel foundation and determine the position of the rotation axis of the five - barrel foundation; S3. Determine the main components of the resistance of the five-barrel foundation under horizontal loads according to the horizontal failure mode of the five-barrel foundation, including the earth pressure H generated by the soil mass in the wedge failure zone a,p , the shear force H generated by the soil mass in the circular arc failure zone f and the shear force H generated between the soil mass in the sliding failure zone and the adjacent non-sliding zone s These are three parts; S4. According to the principle of force balance, the ultimate horizontal bearing capacity H of the five-barrel foundation is finally obtained as H = H a,p + H f + H s .

2. The calculation method for the horizontal ultimate bearing capacity of a five - cylinder foundation for offshore wind power according to claim 1, wherein, Applicable to different working conditions, including the opposite - side loading condition in homogeneous clay, the diagonal loading condition in homogeneous clay, the opposite - side loading condition in normally consolidated clay, and the diagonal loading condition in normally consolidated clay, a total of four working conditions; Among them, the opposite - side loading condition and the diagonal loading condition are distinguished according to the angle at which the horizontal load acts on the five - barrel foundation. The opposite - side loading condition is that the horizontal force is loaded in the 0° direction, and the diagonal loading condition is that the horizontal force is loaded in the 45° direction; Homogeneous clay and normally consolidated clay are distinguished according to the distribution law of the undrained shear strength s of the soil mass u along the depth direction of the soil mass. Homogeneous clay is the soil mass with the undrained shear strength s u showing a uniform distribution law along the depth direction of the soil mass, and normally consolidated clay is the soil mass with the undrained shear strength s u showing a linear distribution law along the depth direction of the soil mass.

3. The calculation method for the horizontal ultimate bearing capacity of a five - cylinder foundation for offshore wind power according to claim 1, wherein, For the opposite - side loading condition in homogeneous clay: In step S1, according to the equivalent schematic diagram of the horizontal bearing capacity of the five-barrel foundation, the five-barrel foundation is equivalent to a type I foundation and two type II foundations; B i is the length of the equivalent foundation, i = I, II, and the value is calculated according to the following formula: Among them, D is the opposite - side length of the five - barrel foundation, D2 is the diameter of the side barrel of the five - barrel foundation, and ω is an intermediate variable in the solution process; In step S2, the position of the rotation axis of the five - barrel foundation is determined as: Among them, z H is the height of the rotation axis, and L is the height of the five-connected cylinder foundation; In step S3, the passive earth pressure H generated by the soil mass in the wedge failure zone p is as follows: Among them, E p is the unit earth pressure generated by the soil mass in the passive zone of the wedge on each equivalent foundation; N p is the coefficient of passive earth pressure, μ is the friction coefficient between the sliding wedge and the five-connected cylinder foundation; γ’ is the unit weight of the soil mass; z w is the height of the wedge; The shear force H generated by the soil mass in the arc-shaped failure zone f is as follows: Among them, R H is the radius of the circular arc sliding surface, α H and θ H are geometric parameters in the failure mode of the five - barrel foundation under horizontal load, and satisfy the following relationship: The shear force H generated between the sliding failure zone and the soil mass in the adjacent non-sliding zone s consists of two parts: one part is the shear force H generated between the sliding surfaces on both sides of the wedge and the soil mass in the adjacent non-sliding zone s1 ; the other part is the shear force H generated between the rotational sliding surface of the soil in the middle of the adjacent side cylinders and the soil mass in the non-sliding zone s2 ; Shearing force H s1 is the total shearing force generated on the sliding surfaces on both sides of the wedge body: Among them, Shearing force H s2 is as follows: H s2 = D3Ls u Among them, D3 is the distance between the centers of two adjacent side barrels, that is, D3 = D - D2; The shear force H generated between the sliding failure zone and the adjacent non-sliding soil mass s is as follows: H s = H s1 + 2H s2 In step S4, according to the principle of force balance, the ultimate horizontal bearing capacity of the five - barrel foundation is: H = H p +H f +H s 。 4. The calculation method for the horizontal ultimate bearing capacity of a five - cylinder foundation for offshore wind power according to claim 1, wherein For the diagonal loading condition in homogeneous clay: In step S1, according to the equivalent schematic diagram of the horizontal bearing capacity of the five-barrel foundation, the five-barrel foundation is equivalent to one type-I foundation, two type-II foundations, and two type-III foundations; B i is the length of the equivalent foundation, i = I, II, III, and the calculation value is obtained according to the following formula: where D’ is the diagonal length of the five-connected cylinder foundation, D is the opposite side length of the five-connected cylinder foundation; D2 is the side cylinder diameter of the five-connected cylinder foundation; ω is an intermediate variable in the solution process; In step S2, the position of the rotation axis of the five - barrel foundation is the same as: where z H is the height of the rotating shaft, and L is the height of the foundation of the five-connected cylinder; In step S3, the passive earth pressure H generated by the soil in the wedge failure zone p is as follows: Among them, E p is the unit earth pressure generated by the soil mass in the passive area of the wedge on each equivalent foundation; N p is the coefficient of passive earth pressure, μ is the friction coefficient between the sliding wedge and the five-connected cylinder foundation; γ’ is the unit weight of the soil mass; z w is the height of the wedge; Shearing force H generated by the soil mass in the circular arc failure zone f is as follows: Among them, R H is the radius of the circular arc sliding surface, α H and θ H are geometric parameters in the failure mode of the five - cylinder foundation under horizontal load, and satisfy the following relationship: The shear force H generated between the sliding failure zone and the adjacent non-sliding soil mass s is as follows: In step S4, according to the principle of force balance, the ultimate horizontal bearing capacity of the five - barrel foundation is: H = H p +H f +H s 。 5. The calculation method for the horizontal ultimate bearing capacity of a five - barrel foundation for offshore wind power according to claim 1, wherein, For the opposite - side loading condition in normally consolidated clay: In step S1, according to the equivalent schematic diagram of the horizontal bearing capacity of the five-barrel foundation, the five-barrel foundation is equivalent to a type-I foundation and two type-II foundations; B i is the length of the equivalent foundation, i = I, II, and the value is calculated according to the following formula: Among them, D is the opposite - side length of the five - barrel foundation; D2 is the diameter of the side barrel of the five - barrel foundation; ω is an intermediate variable in the solution process; The position of the rotation axis of the five - barrel foundation determined in step S2 is: where z H is the height of the rotating shaft, and L is the height of the foundation of the five-connected cylinder; In the above S3, the soil pressure H generated by the soil mass in the wedge failure zone a,p is as follows: Among them, E p is the unit earth pressure generated by the soil mass in the passive zone of the wedge on each equivalent foundation; N p is the coefficient of passive earth pressure, μ is the friction coefficient between the sliding wedge and the five-connected cylinder foundation; γ’ is the unit weight of the soil mass; E a is the earth pressure generated by the soil mass in the active zone of the wedge on each equivalent foundation; N a is the coefficient of active earth pressure, The undrained shear strength s of the soil mass u is taken as kL / 2, where k is the change gradient of the undrained shear strength of the soil mass; Shearing force H generated by the soil mass in the circular arc failure zone f is as follows: Among them, R H is the radius of the circular arc sliding surface, and α H is the geometric parameter in the failure mode of the five-connected cylinder foundation under the action of horizontal load, and satisfies the following relationship: Undrained shear strength s of soil mass uf1i 、s uf2i The value is calculated according to the following formula: The shear force H generated between the sliding failure zone and the adjacent non-sliding zone of soil s is as follows: Among them, the undrained shear strength s of the soil mass u is taken as kL / 2; In step S4, according to the principle of force balance, the ultimate horizontal bearing capacity of the five - barrel foundation is: H = H a,p +H f +H s 。 6. The calculation method for the horizontal ultimate bearing capacity of a five - barrel foundation for offshore wind power according to claim 1, wherein, For the diagonal loading condition in normally consolidated clay: In step S1, according to the equivalent schematic diagram of the horizontal bearing capacity of the five - barrel foundation, the five - barrel foundation is equivalent to a single - barrel foundation. In step S2, the position of the rotation axis of the five - barrel foundation is the same as: where z H is the height of the rotation axis, and L is the height of the five-connected cylinder foundation; In step S3, the earth pressure H generated by the soil mass in the wedge failure zone a,p is as follows: Among them, E p is the unit earth pressure generated by the soil mass in the passive zone of the wedge on each equivalent foundation; N p is the coefficient of passive earth pressure, μ is the friction coefficient between the sliding wedge and the five - connected cylinder foundation; γ’ is the unit weight of the soil mass; E a is the earth pressure generated by the soil mass in the active zone of the wedge on each equivalent foundation; N a is the coefficient of active earth pressure, the undrained shear strength s of the soil mass u is taken as kL / 2, where k is the change gradient of the undrained shear strength of the soil mass; D’ is the diagonal length of the five - connected cylinder foundation, D is the opposite - side length of the five - connected cylinder foundation; D2 is the diameter of the side cylinder of the five - connected cylinder foundation; ω is an intermediate variable in the solution process; Shearing force H generated by the soil mass in the circular arc failure zone f is as follows: Among them, R H is the radius of the circular arc sliding surface, and α H is the geometric parameter in the failure mode of the five-connected cylinder foundation under the action of the horizontal load, and satisfies the following relationship: Undrained shear strength s of soil mass uf1i 、s uf2i The value is calculated according to the following formula: The shear force H generated between the sliding failure zone and the adjacent non-sliding zone of soil s is as follows: Among them, the undrained shear strength s of the soil mass u is taken as kL / 2; In step S4, according to the principle of force balance, the ultimate horizontal bearing capacity of the five - barrel foundation is: H = H a,p +H f +H s 。 7. An apparatus for calculating the horizontal ultimate bearing capacity of a five - barrel foundation for offshore wind power, characterized in that, Including: An equivalent unit for equivalenting the five - barrel foundation into several foundations with regular shapes according to the equivalent schematic diagram of the horizontal bearing capacity of the five - barrel foundation; A mode setting unit for setting the horizontal failure mode of the five - barrel foundation and determining the position of the rotation axis of the five - barrel foundation; The resistance moment determination unit determines the main components of the resistance of the five - connected cylinder foundation under horizontal load according to the horizontal failure mode of the five - connected cylinder foundation, including the earth pressure H generated by the soil mass in the wedge - shaped failure area a,p , the shear force H generated by the soil mass in the circular - arc failure area f and the shear force H generated between the sliding failure area and the adjacent non - sliding area of the soil mass s These three parts; A calculation unit, which is used to finally obtain the ultimate horizontal bearing capacity H = H of the five-barrel foundation according to the principle of force balance a,p +H f +H s .

8. An electronic device, comprising a memory, a processor, and a computer program stored on the memory and executable on the processor, characterized in that, When the processor executes the program, it implements the steps of the calculation method for the horizontal ultimate bearing capacity of the offshore wind power five - barrel foundation described in any one of claims 1 to 6.

9. A computer-readable storage medium having a computer program stored thereon, characterized in that, When the computer program is executed by the processor, it implements the steps of the calculation method for the horizontal ultimate bearing capacity of the offshore wind power five - barrel foundation described in any one of claims 1 to 6.

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