A method for calculating the horizontal bearing capacity of a suction anchor foundation of an offshore wind turbine with eccentrically installed and downfloating

Abstract

The application provides a kind of installation bias under floating type offshore wind turbine suction anchor foundation horizontal bearing capacity calculation method, comprising the following steps: S1, determine the geometric dimension parameter of suction anchor foundation and installation bias angle;S2, measure the shear strength distribution of seabed soil;S3, measure the roughness of anchor foundation and soil interface;S4, calculate the critical depth of wedge failure zone and full flow failure zone;S5, calculate the reduction coefficient of horizontal ultimate soil resistance of each depth of wedge failure zone;S6, calculate the reduction coefficient of horizontal ultimate soil resistance of each depth of full flow failure zone;S7, calculate the reduction coefficient of horizontal ultimate soil resistance of foundation bottom shear failure zone;S8, finally, the ultimate soil resistance after reduction is integrated along the depth to obtain the horizontal bearing capacity of suction anchor foundation under installation bias.The application fully considers the reduction effect of additional torque induced by installation bias on soil horizontal resistance, breaks through the technical bottleneck of traditional numerical simulation, and can efficiently calculate the result, which is accurate and reliable.

Description

Technical Field

[0001] This invention belongs to the field of offshore wind power technology and relates to a method for calculating the horizontal bearing capacity of a suction anchor foundation for a floating offshore wind turbine under installation offset. Background Technology

[0002] In recent years, with the large-scale development of nearshore wind power, offshore wind power has gradually shifted from nearshore to deep-sea areas. Due to the characteristics of deep-sea environments, such as great depth and harsh waves, traditional fixed offshore wind turbines are no longer adequate. Floating offshore wind turbines, less constrained by water depth, are more suitable for deep-sea wind energy development. The stability of floating offshore wind turbines is achieved through a mooring system anchored to the seabed. During the turbine's service life, the complex horizontal environmental loads such as wind, waves, and currents are ultimately transferred to the anchoring foundation through the mooring line. Therefore, the load-bearing capacity design of the anchoring foundation directly determines the stability and safety of the unit, making it the most crucial aspect of floating wind turbine design.

[0003] Currently, there are various types of anchor foundations, among which suction anchor foundations are the most widely used due to their fast construction speed and convenient recovery. Suction anchor foundations are typically cylindrical steel structures with a sealed top and open bottom. They are driven into the seabed soil by negative pressure, and the bearing capacity is provided by the resistance of the surrounding soil. The diameter D of the suction anchor is usually between 4-8m, and the ratio of the embedment depth L to the diameter D is usually less than 7. Anchor holes are generally installed at a depth of 0.65-0.70 times L. One end of the mooring line is connected to the floating wind turbine, and the other end is connected to the anchor hole, thereby transferring external loads to the suction anchor foundation.

[0004] Ideally, the direction of force on the mooring line should pass through the center of the suction anchor to maximize horizontal bearing capacity. However, due to issues such as construction precision and uneven geological conditions, suction anchors are prone to installation misalignment during the sinking process. This causes the anchor eye to deflect, resulting in the direction of force on the mooring line not passing through the center of the suction anchor. In this case, the suction anchor foundation will bear additional torque in addition to horizontal tension, directly weakening the foundation's horizontal bearing capacity. The degree of weakening will become more significant as the installation misalignment angle increases.

[0005] However, the assessment of the horizontal bearing capacity of the suction anchor foundation of floating offshore wind turbines under installation deviation often relies on three-dimensional numerical simulation. However, numerical simulation modeling takes a long time, requires high technical skills from engineering designers, and has low computational efficiency. Therefore, its application in actual engineering is very limited. Summary of the Invention

[0006] The purpose of this invention is to propose a method for calculating the horizontal bearing capacity of a suction anchor foundation for a floating offshore wind turbine under installation misalignment.

[0007] Therefore, the above-mentioned objective of the present invention is achieved through the following technical solution:

[0008] A method for calculating the horizontal bearing capacity of a suction anchor foundation for a floating offshore wind turbine under installation offset, characterized in that the method includes the following steps:

[0009] S1. Determine the geometric dimensions of the suction anchor foundation, including: foundation diameter D, embedment depth L, and installation offset angle β;

[0010] S2, the measured undrained shear strength s of the seabed soil u Distribution with depth includes: soil strength s at the seabed surface u0 The rate of change of intensity with depth, k;

[0011] At this point, the shear strength distribution of the seabed soil can be expressed as: s u =s u0 +kz, where z is the depth of the soil below the mud surface;

[0012] S3. Measure the roughness α of the interface between the anchorage foundation and the soil.

[0013] S4. Calculate the critical depth z of the wedge-shaped failure zone and the full-flow failure zone. t ;

[0014] S5. Calculate the wedge-shaped failure zone (z = 0 - z) t Horizontal ultimate soil resistance reduction factor R (within the depth range) w ;

[0015] S6. Calculate the full-flow failure zone (z=z t -L depth range) Horizontal ultimate soil resistance reduction factor R f ;

[0016] S7. Calculate the reduction factor R of the horizontal ultimate soil resistance in the shear failure zone at the foundation bottom (z=L). t ;

[0017] S8. Finally, the horizontal bearing capacity F of the suction anchor foundation under installation deviation is obtained by integrating the reduced ultimate soil resistance along the depth. u .

[0018] While adopting the above technical solutions, the present invention may also adopt or combine the following technical solutions:

[0019] As a preferred embodiment of the present invention: the critical depth z of the wedge-shaped failure zone and the full-flow failure zone t Calculate using the following formula:

[0020] z t = (1.1 + 0.3α)D

[0021] Where α is the roughness of the interface between the anchor foundation and the soil, and D is the foundation diameter.

[0022] As a preferred technical solution of the present invention: wedge-shaped failure zone (z=0-z) t Horizontal ultimate soil resistance reduction factor R (within the depth range) w Calculate using the following formula:

[0023]

[0024] In the formula: R w α is the reduction factor for the torque effect in the wedge-shaped failure zone on the ultimate horizontal soil resistance per unit length of the suction anchor foundation; α is the roughness of the interface between the anchor foundation and the soil; ψ sw Defined as the angle between the x-axis and the normalized horizontal soil resistance-torque envelope in the wedge-shaped failure zone, it is calculated using the following formula:

[0025]

[0026] In the formula, α is the roughness of the interface between the anchoring foundation and the soil; β is the installation offset angle; N p The horizontal soil resistance bearing capacity coefficient is calculated using the following formula:

[0027]

[0028] As a preferred technical solution of the present invention: full-flow destruction zone (z=z) t -L depth range) Horizontal ultimate soil resistance reduction factor R f Calculate using the following formula:

[0029]

[0030] In the formula: R f α is the reduction factor for the torque effect in the full-flow failure zone on the ultimate horizontal soil resistance per unit length of the suction anchor foundation; α is the roughness of the interface between the anchor foundation and the soil; ψ sf Defined as the angle between the x-axis and the normalized horizontal soil resistance-torque envelope in the full-flow failure zone, it is calculated using the following formula:

[0031]

[0032] In the formula, α is the roughness of the interface between the anchoring foundation and the soil; β is the installation offset angle; N p The horizontal soil resistance bearing capacity coefficient is calculated using the following formula:

[0033]

[0034] As a preferred technical solution of the present invention: the reduction coefficient R of the horizontal ultimate soil resistance in the foundation bottom shear failure zone (z=L) t Calculate using the following formula:

[0035]

[0036] In the formula: R t ψ is the reduction factor for the torque effect on the ultimate horizontal soil resistance at the foundation bottom; st Defined as the angle between the x-axis and the normalized horizontal soil resistance-torque envelope at the bottom of the suction anchor foundation, it is calculated using the following formula:

[0037]

[0038] In the formula, β is the installation offset angle.

[0039] As a preferred embodiment of the present invention: the horizontal bearing capacity of the installation offset suction anchor foundation can be calculated by integrating the reduced ultimate soil resistance along the depth, as follows:

[0040]

[0041] In the formula, R w R is the reduction factor for the torque effect in the wedge-shaped failure zone on the ultimate horizontal soil resistance per unit length of the suction anchor foundation. f R is the reduction factor for the torque effect in the full-flow failure zone on the ultimate horizontal soil resistance per unit length of the suction anchor foundation. t N is the reduction factor for the torque effect on the ultimate horizontal soil resistance at the foundation bottom. p s is the horizontal soil resistance bearing capacity coefficient; u Distribution of shear strength of seabed soil; D is the base diameter.

[0042] This invention provides a method for calculating the horizontal bearing capacity of a suction anchor foundation for a floating offshore wind turbine under installation misalignment, comprising the following steps: S1, determining the geometric dimensions and installation misalignment angle of the suction anchor foundation; S2, measuring the shear strength distribution of the seabed foundation soil; S3, measuring the roughness of the interface between the anchor foundation and the soil; S4, calculating the critical depths of the wedge-shaped failure zone and the full-flow failure zone; S5, calculating the reduction coefficient of the horizontal ultimate soil resistance at each depth in the wedge-shaped failure zone; S6, calculating the reduction coefficient of the horizontal ultimate soil resistance at each depth in the full-flow failure zone; S7, calculating the reduction coefficient of the horizontal ultimate soil resistance in the shear failure zone at the foundation bottom; S8, finally integrating along the depth using the reduced ultimate soil resistance to obtain the horizontal bearing capacity of the suction anchor foundation under installation misalignment. This invention fully considers the reduction effect of the additional torque induced by installation misalignment on the horizontal resistance of the soil, breaking through the technical bottleneck of traditional methods that require numerical simulation, and can efficiently calculate results with accurate and reliable results.

[0043] This invention provides a method for calculating the horizontal bearing capacity of a suction anchor foundation for a floating offshore wind turbine under installation misalignment, which has the following characteristics:

[0044] Beneficial effects:

[0045] 1) Based on the zonal failure mode of suction anchor foundation, this invention fully considers the reduction and weakening effect of the additional torque induced by installation deviation on the horizontal resistance of the surrounding soil, and can calculate the horizontal bearing capacity of suction anchor foundation under installation deviation more accurately.

[0046] 2) This invention not only considers the contribution of ultimate soil resistance within the depth range of suction anchor foundation, but also the effect of pile bottom shear force, and the calculation results will be more in line with engineering practice.

[0047] 3) This invention overcomes the current lack of applicable analysis theory and breaks through the technical bottleneck of traditional modeling and analysis using three-dimensional finite element software. It can calculate the horizontal bearing capacity of suction anchor foundation under installation deviation using only analytical methods. Moreover, the input parameters are simple and commonly used, and the calculation is convenient and fast, which has important practical engineering significance.

[0048] 4) This invention can provide key technical support and necessary analysis methods for the design of the horizontal bearing capacity of the suction anchor foundation of a floating offshore wind turbine under installation deviation. Attached Figure Description

[0049] Figure 1a This is a side view showing the installation offset of the suction anchor foundation of the present invention.

[0050] Figure 1b This is a top view of the suction anchor foundation installation offset of the present invention.

[0051] Figure 2 This is a schematic diagram of the horizontal bearing model of the installation offset suction anchor foundation of the present invention.

[0052] Figure 3 The normalized horizontal soil resistance-torque envelope surface of the wedge-shaped failure zone of the suction anchor foundation.

[0053] Figure 4 The normalized horizontal soil resistance-torque envelope of the full-flow failure zone of the suction anchor foundation.

[0054] Figure 5 The normalized horizontal soil resistance-torque envelope surface of the shear failure zone at the bottom of the suction anchor foundation.

[0055] Figure 6 A comparison of typical calculation results with three-dimensional finite element simulation results (for suction anchor foundations with D=5m and L=30m).

[0056] Figure 7 A comparison of typical calculation results and three-dimensional finite element simulation results (for suction anchor foundations with D=5m and L=15m).

[0057] Figure 8 A comparison is made between typical calculation results and three-dimensional finite element simulation results (for suction anchor foundations with D=5m and L=7.5m). Detailed implementation method:

[0058] A method for calculating the horizontal bearing capacity of a suction anchor foundation for a floating offshore wind turbine under installation offset includes the following steps:

[0059] S1. Determine the geometric dimensions of the suction anchor foundation, including: foundation diameter D, embedment depth L; determine the installation offset angle β, such as... Figure 1a and 1b As shown;

[0060] S2, the measured undrained shear strength s of the seabed soil u Distribution with depth includes: soil strength s at the seabed surface u0 The rate of change of strength with depth k, at which point the shear strength distribution of the seabed soil can be expressed as: s u =s u0 +kz, where z is the depth of the soil below the mud surface;

[0061] S3. Measure the roughness α of the interface between the anchor foundation and the soil. For soft clay seabed foundations, α can usually be taken as 1.

[0062] S4. Under the action of horizontal load and additional torque, the horizontal bearing capacity of the suction anchor foundation will be provided by the soil resistance within the pile length and depth range and the soil resistance at the pile bottom. Compared with the action of pure horizontal load, the presence of additional torque will produce a shear effect on the soil around the pile and at the pile bottom, reducing the ultimate horizontal soil resistance of the soil around the foundation, thus leading to a decrease in the overall horizontal ultimate bearing capacity of the suction anchor foundation. Under the combined action of horizontal load and additional torque, the suction anchor foundation will exhibit a typical three-zone failure mode, such as... Figure 2 As shown, these are: shallow wedge failure, deep full-flow failure, and foundation bottom shear failure. The critical depth z of the wedge failure zone and the full-flow failure zone is... t It can be calculated using the following formula:

[0063] z t =(1.1+0.3α)D (1)

[0064] S5. For shallow wedge-shaped failure zones, i.e., 0-z t Within the depth range, the reduction factor of the additional torque on the ultimate horizontal soil resistance per unit length of the foundation can be calculated by the following formula:

[0065]

[0066] In the formula, R w p is the reduction factor for the torque effect in the wedge-shaped failure zone on the ultimate horizontal soil resistance per unit length of the suction anchor foundation. uw The ultimate horizontal soil resistance per unit length of the suction anchor foundation under the torque effect in the wedge-shaped failure zone, p u_iniψ represents the ultimate horizontal soil resistance per unit length of the suction anchor foundation under initial torque-free conditions. sw Defined as the angle between the x-axis and the normalized horizontal soil resistance-torque envelope in the wedge-shaped failure zone, such as... Figure 3 As shown, its mathematical expression is:

[0067]

[0068] In the formula, T sw T represents the torque per unit length of the suction anchor foundation in the wedge-shaped failure zone. s_ini This refers to the ultimate torque bearing capacity per unit length of the suction anchor foundation.

[0069] S6. For the full-flow destruction zone, i.e., z t Within the depth range of -L, the reduction factor of the ultimate horizontal soil resistance per unit length of the foundation due to the additional torque can be calculated using the following formula:

[0070]

[0071] In the formula, R f p is the reduction factor for the torque effect in the full-flow failure zone on the ultimate horizontal soil resistance per unit length of the suction anchor foundation. uf p represents the ultimate horizontal soil resistance per unit length of the suction anchor foundation under the torque effect in the full-flow failure zone. u_ini ψ represents the ultimate horizontal soil resistance per unit length of the suction anchor foundation under initial torque-free conditions. sf Defined as the angle between the x-axis and the normalized horizontal soil resistance-torque envelope in the full-flow failure zone, such as... Figure 4 As shown, its mathematical expression is:

[0072]

[0073] In the formula, T sf T is the torque per unit length of the suction anchor foundation. s_ini This refers to the ultimate torque bearing capacity per unit length of the suction anchor foundation.

[0074] In equations (3) and (5), the ultimate horizontal soil resistance p per unit length of the suction anchor foundation under initial torque-free conditions is... u_ini Calculate using the following formula:

[0075] p u_ini =N p s u D (6)

[0076]

[0077] In equations (3) and (5), the ultimate torque bearing capacity T per unit length of the suction anchor foundation is... s_ini Calculate using the following formula:

[0078]

[0079] S7. For the shear failure zone at the pile bottom, i.e., z = L, the reduction factor of the additional torque on the ultimate horizontal soil resistance at the pile bottom can be calculated by the following formula:

[0080]

[0081] In the formula, R t p is the reduction factor for the torque effect on the ultimate horizontal soil resistance at the foundation bottom. ut ψ represents the ultimate horizontal soil resistance at the bottom of the suction anchor foundation under torque effect. st Defined as the angle between the x-axis and the normalized horizontal soil resistance-torque envelope surface at the bottom of the suction anchor foundation, such as... Figure 5 As shown, its mathematical expression is:

[0082]

[0083] In the formula, T t T is the torque on the foundation of the suction anchor. t_ini This refers to the ultimate torque bearing capacity of the suction anchor foundation.

[0084] In equation (9), the ultimate horizontal soil resistance p at the bottom of the suction anchor foundation under initial no torque is... ut_ini Calculate using the following formula:

[0085]

[0086] In equation (10), the ultimate torque bearing capacity T of the suction anchor foundation is... t_ini Calculate using the following formula:

[0087]

[0088] S8. Due to the installation offset angle, the suction anchor foundation will bear an additional torque under the horizontal load F. When the suction anchor foundation reaches its horizontal bearing capacity F... u At this time, the total torque T borne by the foundation can be calculated using the following formula:

[0089]

[0090] To simplify the calculation, it is assumed that the ratio of horizontal load to torque per unit length of the suction anchor and the foundation bottom is consistent with the overall stress condition. Combining with equation (13), we can obtain:

[0091]

[0092] From the above equation and combining equations (3), (5), (6), (8), (10)-(12), we can obtain:

[0093]

[0094]

[0095] Substituting the above equations into equations (2), (4), and (9), we can calculate the reduction factor R of the torque effect on the horizontal ultimate soil resistance under the wedge failure zone, the full-flow failure zone, and the foundation bottom shear failure zone, respectively. w R f and R t ;

[0096] Finally, the horizontal bearing capacity of the suction anchor foundation under offset installation can be calculated by integrating the reduced ultimate soil resistance along the depth, as shown in the following formula:

[0097]

[0098] Example:

[0099] A floating offshore wind farm's suction anchor foundation for a wind turbine has a diameter of 5m and an embedment depth of L = 30m. The seabed foundation soil is soft clay. The undrained shear strength of the soil at the mud surface is 0 kPa, and the shear strength varies with depth by a rate of 1.25 kPa / m. The roughness of the pile-soil interface is 0.65. Calculate the horizontal bearing capacity of this suction anchor foundation within the 0-90 degree installation offset angle range.

[0100] The calculation method for the horizontal bearing capacity of the suction anchor foundation of a floating offshore wind turbine under installation offset is as follows:

[0101] S1. Determine the geometric dimensions of the suction anchor foundation: foundation diameter D = 5m, embedment depth L = 30m; ensure the installation offset angle β is within the range of 0-90 degrees.

[0102] S2, the measured undrained shear strength s of the seabed soil u Distribution with depth, including soil strength s at the seabed surface u0 =0, the strength variation rate with depth k = 1.25 kPa / m, at this time the shear strength distribution of the seabed soil can be expressed as: s u =1.25z, where z is the depth of the soil below the mud surface;

[0103] S3. The roughness of the interface between the anchor foundation and the soil was measured to be α = 0.65.

[0104] S4. Calculate the critical depth z of the wedge-shaped failure zone and the full-flow failure zone. t :

[0105] z t =(1.1+0.3α)D=6.475m

[0106] S5. The reduction coefficient R of the ultimate horizontal soil resistance at each depth in the wedge-shaped failure zone is calculated using the following formula. w :

[0107]

[0108] In the above formula:

[0109]

[0110] S6. The reduction coefficient R of the ultimate horizontal soil resistance at each depth in the full-flow failure zone is calculated using the following formula. f :

[0111]

[0112] In the above formula:

[0113]

[0114] S7. The reduction factor R of the horizontal ultimate soil resistance in the shear failure zone of the foundation bottom is calculated using the following formula. t :

[0115]

[0116] In the above formula:

[0117]

[0118] S8. Finally, the calculated R values ​​at each depth will be used to calculate the final depth. w R f R t Substituting into the following formula, the horizontal bearing capacity of the suction anchor foundation under installation deviation can be calculated by integrating along the depth using the reduced ultimate soil resistance:

[0119]

[0120] In the above formula:

[0121]

[0122] The final calculated horizontal bearing capacity of the suction anchor foundation under different installation offset angles is as follows: Figure 6 As shown in the figure, the results calculated using the method provided by this invention agree well with the results of the three-dimensional finite element simulation, verifying the reliability and accuracy of the method provided by this invention.

[0123] Similarly, based on the method provided by this invention, the horizontal bearing capacity of suction anchor foundations within the 0-90 degree installation offset angle range can also be calculated for anchor foundation embedment depths L=15m and 7.5m, respectively, as shown below. Figure 7 and Figure 8As shown in the figure, the results calculated using the method provided by this invention are in good agreement with the results of the three-dimensional finite element simulation, further verifying the reliability and accuracy of the method provided by this invention.

[0124] The above are merely embodiments of the present invention and are not intended to limit the invention. Various modifications and variations can be made to the present invention by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principle of the present invention should be included within the scope of the claims of the present invention.

Claims

1. A method for calculating the horizontal bearing capacity of a suction anchor foundation for a floating offshore wind turbine under installation offset, characterized in that: The method includes the following steps: S1. Determine the geometric dimensions of the suction anchor foundation, including: foundation diameter. D burial depth L And determine the installation offset angle. β ; S2, Measured undrained shear strength of seabed soil s u Distribution with depth, including: soil strength at the seabed surface s u0 Intensity variation rate with depth k ; At this point, the shear strength distribution of the seabed soil is expressed as follows: s u = s u0 + k z, where z The depth of the soil below the mud surface; S3. Measure the roughness of the interface between the anchorage foundation and the soil. α ; S4. Calculate the critical depths of the wedge-shaped failure zone and the full-flow failure zone. z t ; S5. Calculate the reduction factor of the horizontal ultimate soil resistance in the wedge-shaped failure zone. R w ; S6. Calculate the reduction factor of the horizontal ultimate soil resistance in the full-flow failure zone. R f ; S7. Calculate the reduction factor for the ultimate horizontal soil resistance in the shear failure zone of the foundation base. R t ; S8. Finally, the horizontal bearing capacity of the suction anchor foundation under installation deviation is obtained by integrating the reduced ultimate soil resistance along the depth. F u ; reduction factor of horizontal ultimate soil resistance in wedge failure zone R w Calculate using the following formula: In the formula: R w This is the reduction factor for the torque effect in the wedge-shaped failure zone on the ultimate horizontal soil resistance per unit length of the suction anchor foundation; α For the roughness of the interface between the anchoring foundation and the soil; ψ sw Defined as the normalized horizontal soil resistance-torque envelope surface in the wedge-shaped failure zone, and... x The included angle of the shafts is calculated using the following formula: ； In the formula, α For the roughness of the interface between the anchoring foundation and the soil; β To install the offset angle; N p The horizontal soil resistance bearing capacity coefficient is calculated using the following formula: 。 2. The method for calculating the horizontal bearing capacity of a floating offshore wind turbine suction anchor foundation under installation misalignment as described in claim 1, characterized in that: Critical depths of wedge-shaped failure zone and full-flow failure zone z t Calculate using the following formula: in, α For the roughness of the interface between the anchoring foundation and the soil. D Based on the diameter.

3. The method for calculating the horizontal bearing capacity of a floating offshore wind turbine suction anchor foundation under installation misalignment as described in claim 1, characterized in that: Horizontal ultimate soil resistance reduction factor in full-flow failure zone R f Calculate using the following formula: In the formula: R f This is the reduction factor for the torque effect in the full-flow failure zone on the ultimate horizontal soil resistance per unit length of the suction anchor foundation; α For the roughness of the interface between the anchoring foundation and the soil; ψ sf Defined as the normalized horizontal soil resistance-torque envelope surface in the full-flow failure zone, and x The included angle of the shafts is calculated using the following formula: ； In the formula, α For the roughness of the interface between the anchoring foundation and the soil; β To install the offset angle; N p The horizontal soil resistance bearing capacity coefficient is calculated using the following formula: 。 4. The method for calculating the horizontal bearing capacity of a floating offshore wind turbine suction anchor foundation under installation misalignment as described in claim 1, characterized in that: Reduction factor of horizontal ultimate soil resistance in the shear failure zone of the foundation base R t Calculate using the following formula: In the formula: R t This is the reduction factor for the torque effect on the ultimate horizontal soil resistance at the foundation bottom; ψ st Defined as the normalized horizontal soil resistance-torque envelope surface at the bottom of the suction anchor foundation, and x The included angle of the shafts is calculated using the following formula: In the formula, β To install the offset angle.

5. The method for calculating the horizontal bearing capacity of a floating offshore wind turbine suction anchor foundation under installation misalignment as described in claim 1, characterized in that: The horizontal bearing capacity of the installation offset suction anchor foundation is calculated by integrating the reduced ultimate soil resistance along the depth, using the following formula: In the formula, R w This is the reduction factor for the torque effect in the wedge-shaped failure zone on the ultimate horizontal soil resistance per unit length of the suction anchor foundation; R f This is the reduction factor for the torque effect in the full-flow failure zone on the ultimate horizontal soil resistance per unit length of the suction anchor foundation; R t This is the reduction factor for the torque effect on the ultimate horizontal soil resistance at the foundation bottom; N p This is the horizontal soil resistance bearing capacity coefficient; s u Distribution of shear strength in seabed soil; D Based on the diameter.

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