Method and device for calculating horizontal deformation of pile foundation of photovoltaic power station under seabed liquefaction condition, electronic equipment and medium

Abstract

The invention discloses a photovoltaic power station pile foundation horizontal deformation calculation method and device under the seabed liquefaction condition, electronic equipment and a medium. The method comprises the steps that pile top parameters are calculated according to the geometric dimension and marine environment load of the offshore photovoltaic power station; according to the marine environment parameters, calculating pore water pressure to obtain vertical distribution when the pore water pressure reaches the maximum value; according to the distribution of the pore water pressure along the depth direction of the sea bed, in combination with the excess pore water pressure soil resistance reduction relation, a p-y curve of reduction from normal consolidated soil to liquefied soil is obtained; according to the pile top parameters and the p-y curve, the pile top horizontal displacement under the liquefaction and non-liquefaction conditions is calculated, and then the influence degree of seabed liquefaction on the photovoltaic power station pile foundation is evaluated. According to the method, the seabed internal excess pore water pressure caused by waves and the offshore photovoltaic pile foundation horizontal deformation caused by the waves can be rapidly calculated, the method is simple, the precision is high, and engineering technicians can be helped to rapidly evaluate the influence degree of seabed liquefaction on the photovoltaic power station pile foundation horizontal deformation.

Description

Technical Field

[0001] This invention relates to the field of marine engineering survey and design technology, and more specifically, to a method, device, electronic equipment and medium for calculating the horizontal deformation of photovoltaic power station pile foundations under seabed liquefaction conditions. Background Technology

[0002] Compared to onshore photovoltaic (PV) power generation, offshore PV power generation has advantages such as not occupying land resources, being able to be combined with offshore wind power and marine ranching, and high power generation efficiency. my country has vast tidal flats and coastal areas, making offshore PV power generation a promising market prospect and an important way to achieve clean energy substitution and meet dual-carbon goals. Offshore PV power stations mainly consist of two types: floating and pile-based. Pile foundations are the primary foundation type for PV power stations in shallow water areas with a water depth of less than 5 meters. The piles are inserted into the seabed, and through friction with the seabed soil, they support the PV structure above the water surface, which is crucial for ensuring the safety, stability, and normal operation of offshore PV power stations.

[0003] Besides providing vertical bearing capacity and controllable deformation for photovoltaic (PV) structures, the horizontal deformation of pile foundations also significantly impacts the safety of PV structures. Large horizontal deformations can cause tilting and overall instability. Offshore PV power plants are located in shallow waters with complex and highly variable marine environments. Extreme waves accompanying typhoons and storm surges can cause an accumulation of excess pore water pressure on the seabed in the shallow water area where the PV power plant is located, potentially leading to liquefaction. This reduces the soil resistance around the piles and significantly increases the horizontal deformation of the pile foundation, threatening the safety of the offshore PV power plant. Currently, the impact of seabed liquefaction on pile foundations is well understood, but to date, no calculation method has been developed for the horizontal deformation of PV power plant pile foundations under seabed liquefaction conditions.

[0004] Therefore, it is necessary to develop a method, device, electronic equipment, and medium for calculating the horizontal deformation of photovoltaic power station pile foundations under seabed liquefaction conditions.

[0005] The information disclosed in the background section of this invention is intended only to enhance the understanding of the general background of this invention, and should not be construed as an admission or in any way implying that such information constitutes prior art known to those skilled in the art. Summary of the Invention

[0006] This invention proposes a method, device, electronic equipment, and medium for calculating the horizontal deformation of photovoltaic power station pile foundations under seabed liquefaction conditions. It can quickly calculate the excess pore water pressure inside the seabed caused by waves and the resulting horizontal deformation of the offshore photovoltaic pile foundation. The method is simple and highly accurate, and can help engineering technicians quickly assess the impact of seabed liquefaction on the horizontal deformation of photovoltaic power station pile foundations.

[0007] In a first aspect, this disclosure provides a method for calculating the horizontal deformation of photovoltaic power station pile foundations under seabed liquefaction conditions, including:

[0008] Calculate the pile top parameters based on the geometric dimensions of the offshore photovoltaic power station and the marine environmental load;

[0009] Based on marine environmental parameters, the pore water pressure inside the seabed under wave action is calculated, and then the vertical distribution when it reaches its maximum value is obtained.

[0010] Based on the distribution of pore water pressure along the seabed depth, and combined with the soil resistance reduction relationship of excess pore water pressure, the py curve of the reduction from normal consolidated soil to liquefiable soil is obtained.

[0011] Based on the pile top parameters and the py curve, the horizontal displacement of the pile top under liquefaction and non-liquefaction conditions is calculated, thereby assessing the impact of seabed liquefaction on the pile foundation of the photovoltaic power station.

[0012] As one specific implementation of this disclosure, the pile top parameters include vertical concentrated force, horizontal concentrated force, and bending moment.

[0013] As a specific implementation of this disclosure, the vertical concentrated force is:

[0014] F v =mg / n

[0015] The horizontal concentrated force is:

[0016] F h =F1+F2+F3+F4

[0017] The bending moment is:

[0018] M = F1h1 + F2h2 + F3h3 + F4h4

[0019] Among them, F v For a vertical concentrated force, F h M is the horizontal concentrated force, M is the bending moment, m is the total mass of the photovoltaic structure above the pile foundation, n is the number of pile foundations corresponding to one photovoltaic structure pier, g is the gravitational acceleration, F1 is the wind load acting on the surface of the photovoltaic structure, F2 is the wind load acting on the aerial pile foundation, F3 is the wave load acting on the underwater pile foundation, F4 is the ocean current load, and h1, h2, h3, and h4 are the vertical distances between the point of application of each load F1, F2, F3, and F4 and the top of the pile, respectively.

[0020] As a specific implementation of this disclosure, calculating the pore water pressure inside the seabed under wave action, and then obtaining its vertical distribution when it reaches its maximum value, includes:

[0021] The initial and boundary conditions of the pore water pressure are determined, and the pore water pressure inside the seabed under wave action is solved by the finite difference method to obtain the vertical distribution when the pore water pressure reaches its maximum value.

[0022] As a specific implementation of this disclosure, the pore water pressure is calculated using the following formula:

[0023]

[0024] Where p is the pore water pressure, t is time, z is the seabed depth (positive from the seabed surface downwards), and f is the pore water pressure source term. u g The excess pore water pressure, σ0' is the initial vertical effective stress, σ0' = γ'z, and N is the number of dynamic load cycles. T is the period, N l The number of dynamic load cycles accumulated until the pore water pressure reaches liquefaction or stabilizes and no longer increases. α and β are parameters related to soil type and relative density, and τ is the amplitude of shear stress in the seabed caused by waves. When the seabed depth is greater than L / 2, τ = P0λzexp(-λz), P0 = γ w H / 2cosh(λd), where λ is the wave number, λ=2π / L, and a, b, c are empirical coefficients.

[0025] As a specific implementation of this disclosure, the initial and boundary conditions of the pore water pressure include:

[0026] The seabed surface is a free drainage boundary, and the bottom of the infinitely deep seabed is a rigid impermeable boundary. The seabed layers satisfy the conditions of continuous pore water pressure and continuous flow velocity. Before the action of waves, the entire seabed is normally consolidated, that is, the excess pore water pressure is zero.

[0027] As a specific implementation of this disclosure, assessing the impact of seabed liquefaction on the foundation piles of photovoltaic power plants includes:

[0028] Calculate the scaling factor for the increase in horizontal displacement at the pile top under liquefaction conditions:

[0029] r y =y L / y N

[0030] The impact of seabed liquefaction on the horizontal deformation of photovoltaic power station pile foundations is estimated based on the aforementioned growth rate coefficient.

[0031] Where, r y y is the growth rate coefficient. L y represents the horizontal displacement of the pile top due to seabed liquefaction under wave action. NThis refers to the horizontal displacement of the pile top in non-liquefied piles.

[0032] Secondly, this disclosure also provides a device for calculating the horizontal deformation of photovoltaic power station pile foundations under seabed liquefaction conditions, comprising:

[0033] The first calculation module calculates the pile top parameters based on the geometric dimensions of the offshore photovoltaic power station and the marine environmental load.

[0034] The second calculation module calculates the pore water pressure inside the seabed under wave action based on marine environmental parameters, and then obtains the vertical distribution when it reaches its maximum value.

[0035] The reduction module, based on the distribution of pore water pressure along the seabed depth direction and combined with the soil resistance reduction relationship of excess pore water pressure, obtains the py curve of the reduction from normal consolidated soil to liquefiable soil.

[0036] The evaluation module calculates the horizontal displacement of the pile top under liquefaction and non-liquefaction conditions based on the pile top parameters and the py curve, thereby assessing the impact of seabed liquefaction on the pile foundation of the photovoltaic power station.

[0037] As one specific implementation of this disclosure, the pile top parameters include vertical concentrated force, horizontal concentrated force, and bending moment.

[0038] As a specific implementation of this disclosure, the vertical concentrated force is:

[0039] F v =mg / n

[0040] The horizontal concentrated force is:

[0041] F h =F1+F2+F3+F4

[0042] The bending moment is:

[0043] M = F1h1 + F2h2 + F3h3 + F4h4

[0044] Among them, F v For a vertical concentrated force, F h M is the horizontal concentrated force, M is the bending moment, m is the total mass of the photovoltaic structure above the pile foundation, n is the number of pile foundations corresponding to one photovoltaic structure pier, g is the gravitational acceleration, F1 is the wind load acting on the surface of the photovoltaic structure, F2 is the wind load acting on the aerial pile foundation, F3 is the wave load acting on the underwater pile foundation, F4 is the ocean current load, and h1, h2, h3, and h4 are the vertical distances between the point of application of each load F1, F2, F3, and F4 and the top of the pile, respectively.

[0045] As a specific implementation of this disclosure, calculating the pore water pressure inside the seabed under wave action, and then obtaining its vertical distribution when it reaches its maximum value, includes:

[0046] The initial and boundary conditions of the pore water pressure are determined, and the pore water pressure inside the seabed under wave action is solved by the finite difference method to obtain the vertical distribution when the pore water pressure reaches its maximum value.

[0047] As a specific implementation of this disclosure, the pore water pressure is calculated using the following formula:

[0048]

[0049] Where p is the pore water pressure, t is time, z is the seabed depth (positive from the seabed surface downwards), and f is the pore water pressure source term. u g The excess pore water pressure, σ0' is the initial vertical effective stress, σ0' = γ'z, and N is the number of dynamic load cycles. T is the period, N l The number of dynamic load cycles accumulated until the pore water pressure reaches liquefaction or stabilizes and no longer increases. α and β are parameters related to soil type and relative density, and τ is the amplitude of shear stress in the seabed caused by waves. When the seabed depth is greater than L / 2, τ = P0λzexp(-λz), P0 = γ w H / 2cosh(λd), where λ is the wave number, λ=2π / L, and a, b, c are empirical coefficients.

[0050] As a specific implementation of this disclosure, the initial and boundary conditions of the pore water pressure include:

[0051] The seabed surface is a free drainage boundary, and the bottom of the infinitely deep seabed is a rigid impermeable boundary. The seabed layers satisfy the conditions of continuous pore water pressure and continuous flow velocity. Before the action of waves, the entire seabed is normally consolidated, that is, the excess pore water pressure is zero.

[0052] As a specific implementation of this disclosure, assessing the impact of seabed liquefaction on the foundation piles of photovoltaic power plants includes:

[0053] Calculate the scaling factor for the increase in horizontal displacement at the pile top under liquefaction conditions:

[0054] r y =y L / y N

[0055] The impact of seabed liquefaction on the horizontal deformation of photovoltaic power station pile foundations is estimated based on the aforementioned growth rate coefficient.

[0056] Where, r y y is the growth rate coefficient. L y represents the horizontal displacement of the pile top due to seabed liquefaction under wave action. N This refers to the horizontal displacement of the pile top in non-liquefied piles.

[0057] Thirdly, embodiments of this disclosure also provide an electronic device, the electronic device comprising:

[0058] Memory, which stores executable instructions;

[0059] A processor that executes the executable instructions in the memory to implement the method for calculating the horizontal deformation of photovoltaic power station pile foundations under seabed liquefaction conditions.

[0060] Fourthly, this disclosure also provides a computer-readable storage medium storing a computer program that, when executed by a processor, implements the method for calculating the horizontal deformation of photovoltaic power station pile foundations under seabed liquefaction conditions.

[0061] Its beneficial effects are as follows:

[0062] (1) This invention takes into account the influence of waves and seabed soil parameters, and can quickly calculate the vertical distribution of excess pore water pressure inside the seabed caused by waves and the resulting reduction in seabed soil resistance and horizontal deformation of marine photovoltaic pile foundations.

[0063] (2) This invention has the advantages of being simple, having easy-to-obtain calculation parameters, and having high calculation accuracy. It can help engineering technicians quickly assess the impact of seabed liquefaction on the horizontal deformation of photovoltaic power station pile foundations and provide a reference for the survey and design of offshore photovoltaic power stations.

[0064] The methods and apparatus of the present invention have other features and advantages that will be apparent from or will be set forth in detail in the accompanying drawings and following detailed description, which together serve to explain the particular principles of the invention. Attached Figure Description

[0065] The above and other objects, features and advantages of the present invention will become more apparent from the more detailed description of exemplary embodiments of the invention in conjunction with the accompanying drawings, wherein the same reference numerals generally represent the same parts.

[0066] Figure 1 A flowchart illustrating the steps of a method for calculating the horizontal deformation of photovoltaic power plant pile foundations under seabed liquefaction conditions, according to an embodiment of the present invention, is shown.

[0067] Figure 2 A schematic diagram of marine environmental loads acting on a photovoltaic power plant according to an embodiment of the present invention is shown.

[0068] Figure 3 The diagram shows the vertical distribution of excess pore water pressure inside the seabed under wave action at different times according to an embodiment of the present invention.

[0069] Figure 4 A Py curve of normally consolidated silt is shown according to an embodiment of the present invention.

[0070] Figure 5 A Py curve of liquefied silt is shown according to an embodiment of the present invention.

[0071] Figure 6 A block diagram of a device for calculating the horizontal deformation of a photovoltaic power plant pile foundation under seabed liquefaction conditions is shown according to an embodiment of the present invention.

[0072] Explanation of reference numerals in the attached figures:

[0073] 201. First calculation module; 202. Second calculation module; 203. Reduction module; 204. Evaluation module. Detailed Implementation

[0074] Preferred embodiments of the invention will now be described in more detail. While preferred embodiments of the invention are described below, it should be understood that the invention can be implemented in various forms and should not be limited to the embodiments set forth herein.

[0075] To facilitate understanding of the solutions and effects of the embodiments of the present invention, six specific application examples are given below. Those skilled in the art should understand that these examples are merely for the purpose of understanding the present invention, and any specific details therein are not intended to limit the present invention in any way.

[0076] Example 1

[0077] Figure 1 A flowchart illustrating the steps of a method for calculating the horizontal deformation of photovoltaic power plant pile foundations under seabed liquefaction conditions, according to an embodiment of the present invention, is shown.

[0078] like Figure 1 As shown, the calculation method for the horizontal deformation of photovoltaic power station pile foundations under seabed liquefaction conditions includes:

[0079] Step 101: Calculate the pile top parameters based on the geometric dimensions of the offshore photovoltaic power station and the marine environmental load;

[0080] Step 102: Based on marine environmental parameters, calculate the pore water pressure inside the seabed under wave action, and then obtain its vertical distribution when it reaches its maximum value.

[0081] Step 103: Based on the distribution of pore water pressure along the depth of the seabed, and combined with the soil resistance reduction relationship of excess pore water pressure, obtain the py curve of the reduction from normal consolidated soil to liquefiable soil.

[0082] Step 104: Based on the pile top parameters and py curve, calculate the horizontal displacement of the pile top under liquefaction and non-liquefaction conditions, and then assess the impact of seabed liquefaction on the pile foundation of the photovoltaic power station.

[0083] In one example, the pile top parameters include vertical concentrated force, horizontal concentrated force, and bending moment.

[0084] In one example, the vertical concentrated force is:

[0085] F v =mg / n

[0086] The horizontal concentrated force is:

[0087] F h =F1+F2+F3+F4

[0088] The bending moment is:

[0089] M = F1h1 + F2h2 + F3h3 + F4h4

[0090] Among them, F v For a vertical concentrated force, F h M is the horizontal concentrated force, M is the bending moment, m is the total mass of the photovoltaic structure above the pile foundation, n is the number of pile foundations corresponding to one photovoltaic structure pier, g is the gravitational acceleration, F1 is the wind load acting on the surface of the photovoltaic structure, F2 is the wind load acting on the aerial pile foundation, F3 is the wave load acting on the underwater pile foundation, F4 is the ocean current load, and h1, h2, h3, and h4 are the vertical distances between the point of application of each load F1, F2, F3, and F4 and the top of the pile, respectively.

[0091] In one example, the calculation of pore water pressure inside the seabed under wave action, and thus the vertical distribution when it reaches its maximum value, includes:

[0092] The initial and boundary conditions of pore water pressure are determined, and the pore water pressure inside the seabed under wave action is solved by the finite difference method to obtain the vertical distribution when the pore water pressure reaches its maximum value.

[0093] In one example, the pore water pressure is calculated using the following formula:

[0094]

[0095] Where p is the pore water pressure, t is time, z is the seabed depth (positive from the seabed surface downwards), and f is the pore water pressure source term. ug The excess pore water pressure, σ0' is the initial vertical effective stress, σ0' = γ'z, and N is the number of dynamic load cycles. T is the period, N l The number of dynamic load cycles accumulated until the pore water pressure reaches liquefaction or stabilizes and no longer increases. α and β are parameters related to soil type and relative density, and τ is the amplitude of shear stress in the seabed caused by waves. When the seabed depth is greater than L / 2, τ = P0λzexp(-λz), P0 = γ w H / 2cosh(λd), where λ is the wave number, λ=2π / L, and a, b, c are empirical coefficients.

[0096] In one example, the initial and boundary conditions for pore water pressure include:

[0097] The seabed surface is a free drainage boundary, and the bottom of the infinitely deep seabed is a rigid impermeable boundary. The seabed layers satisfy the conditions of continuous pore water pressure and continuous flow velocity. Before the action of waves, the entire seabed is normally consolidated, that is, the excess pore water pressure is zero.

[0098] In one example, assessing the impact of seabed liquefaction on the foundation piles of a photovoltaic power station includes:

[0099] Calculate the scaling factor for the increase in horizontal displacement at the pile top under liquefaction conditions:

[0100] r y =y L / y N

[0101] Estimate the impact of seabed liquefaction on the horizontal deformation of photovoltaic power station pile foundations based on the growth rate coefficient;

[0102] Where, r y y is the growth rate coefficient. L y represents the horizontal displacement of the pile top due to seabed liquefaction under wave action. N This refers to the horizontal displacement of the pile top in non-liquefied piles.

[0103] Specifically, the geometric dimensions of the offshore photovoltaic power station and the marine environmental loads acting on it are first determined, and then converted into a vertical concentrated force F acting on the top of the pile. h Horizontal concentrated force F hThe bending moment M; the marine environmental loads acting on the photovoltaic power station structure include: wind load F1 acting on the surface of the photovoltaic structure, wind load F2 acting on the aerial pile foundation, wave load F3 acting on the underwater pile foundation, and ocean current load F4, which are obtained through on-site measurements or relevant design documents. The geometric dimensions of the offshore photovoltaic power station include its diameter D, the vertical distances h1, h2, h3, and h4 between the points of application of each load F1, F2, F3, and F4 and the top of the pile, and the pile insertion depth h5, which are obtained through on-site measurements or relevant design documents. The vertical concentrated force F acting on the pile head. v Horizontal concentrated force F h The bending moment M is obtained according to the principle of force translation, and its expression is: F v =mg / n, F h =F1+F2+F3+F4, M=F1h1+F2h2+F3h3+F4h4, where m is the total mass of the photovoltaic structure above the pile foundation, n is the number of pile foundations corresponding to one photovoltaic structure cap, which can be obtained from relevant design documents; g is the acceleration due to gravity, which can be taken as an empirical value of 9.8 m / s². 2 .

[0104] Based on the marine environment where the pile foundation is located, the excess pore water pressure inside the seabed under wave action is calculated to obtain its vertical distribution when it reaches its maximum value. The marine environment includes wave parameters: period T, wavelength L, and wave height H, as well as water depth h and seawater unit weight γ. w This can be obtained through on-site measurements or relevant design documents; the marine environment also includes seabed soil properties: consolidation coefficient c v The buoyant unit weight of the soil, γ', can be obtained through geotechnical tests or design documents.

[0105] The expression for calculating the excess pore water pressure inside the seabed under wave action based on wave parameters is as follows:

[0106]

[0107] In the formula, p is the pore water pressure, t is time, z is the seabed depth (positive when measured downwards from the seabed surface), and f is the pore water pressure source term, which can be expressed as:

[0108]

[0109] In the formula, u g The excess pore water pressure is σ0', the initial vertical effective stress can be calculated using σ0' = γ'z, and N is the number of dynamic load cycles. lThe number of dynamic load cycles required to accumulate pore water pressure until it reaches liquefaction or stabilizes and no longer increases is used. a, b, and c are empirical coefficients that can be obtained through cyclic triaxial tests. When no test parameters are available, the coefficients can be taken as a = 0.25, b = 1.0, c = 1.2 for silty sand, a = 0.235, b = 1.1, c = 0.9 for silty clay, and a = 0.21, b = 1.2, c = 0.8 for silty clay. The parameters N used to calculate pore water pressure p are... l The expression is:

[0110]

[0111] In the formula, T is the period, α and β are parameters related to soil type and relative density, α = 0.246, β = -0.165, and τ is the amplitude of shear stress in the seabed caused by waves. When the seabed depth is greater than L / 2, τ = P0λzexp(-λz), P0 = γ w H / 2cosh(λd), where λ is the wave number, calculated by λ = 2π / L.

[0112] The initial and boundary conditions for calculating pore water pressure are as follows: the seabed surface is a free drainage boundary, the bottom of the infinitely deep seabed is a rigid impermeable boundary, the pore water pressure and flow velocity are continuous between the layers of the seabed, and the entire seabed is normally consolidated before the action of waves, that is, the excess pore water pressure is zero.

[0113] By combining equations (1), (2), and (3) and integrating the initial and boundary conditions, inputting wave and soil parameters, and solving using the finite difference method, the vertical distribution of excess pore water pressure in the seabed at any moment under wave action can be obtained, including the vertical distribution when the excess pore water pressure reaches its maximum value.

[0114] Based on the distribution of excess pore water pressure along the seabed depth, and combined with the excess pore water pressure soil resistance reduction relationship, the py curve of normal consolidated soil reduced to liquefiable soil is obtained. The excess pore water pressure soil resistance reduction relationship refers to the relationship of reducing the py curve of liquefied soil or soil with a certain excess pore water pressure to the py curve of non-liquefied soil. When the relative density D of sandy soil... r When the pore water pressure is between 20% and 40%, the reduction relationship of soil resistance under pore water pressure in sandy soil can be expressed as follows:

[0115]

[0116] When the relative density of sandy soil is 50%–60%, the reduction relationship of pore water pressure resistance of sandy soil can be expressed as:

[0117]

[0118] Where Cu is the reduction factor, r uThe excess pore water pressure ratio is the ratio of the excess pore water pressure p caused by waves at a certain depth to the initial vertical effective stress σ0' on the seabed.

[0119] The reduction relationship of excess pore water pressure soil resistance for various types of soil is as follows:

[0120] Cu = -0.9346r u +1.0148(6)

[0121] Using pile top parameters (vertical concentrated force F) v Horizontal concentrated force F h Using the bending moment M and the liquefaction reduction curve py, a finite difference program is developed to solve the problem, or the results are input into commercial software such as Lpile to obtain the horizontal displacement y at the pile top under wave action, seabed liquefaction, or conditions with a certain excess pore water pressure. L And the horizontal displacement y at the top of the pile under non-liquefied conditions, i.e., without wave-induced excess pore water pressure inside the seabed. N ; The proportionality coefficient r of the horizontal displacement at the pile top under liquefaction conditions y =y L / y N Assess the impact of seabed liquefaction on the horizontal deformation of photovoltaic power station pile foundations: r y <0.2, slight; 0.2≤r y ≤0.5, generally; r y >0.5, which is relatively large.

[0122] Example 2

[0123] This invention also provides a device for calculating the horizontal deformation of photovoltaic power station pile foundations under seabed liquefaction conditions, comprising:

[0124] The first calculation module calculates the pile top parameters based on the geometric dimensions of the offshore photovoltaic power station and the marine environmental load.

[0125] The second calculation module calculates the pore water pressure inside the seabed under wave action based on marine environmental parameters, and then obtains the vertical distribution when it reaches its maximum value.

[0126] The reduction module, based on the distribution of pore water pressure along the seabed depth direction and combined with the soil resistance reduction relationship of excess pore water pressure, obtains the py curve of the reduction from normal consolidated soil to liquefiable soil.

[0127] The evaluation module calculates the horizontal displacement of the pile top under liquefied and non-liquefied conditions based on the pile top parameters and the py curve, thereby assessing the impact of seabed liquefaction on the pile foundation of the photovoltaic power station.

[0128] In one example, the pile top parameters include vertical concentrated force, horizontal concentrated force, and bending moment.

[0129] In one example, the vertical concentrated force is:

[0130] F v =mg / n

[0131] The horizontal concentrated force is:

[0132] F h =F1+F2+F3+F4

[0133] The bending moment is:

[0134] M = F1h1 + F2h2 + F3h3 + F4h4

[0135] Among them, F v For a vertical concentrated force, F h M is the horizontal concentrated force, M is the bending moment, m is the total mass of the photovoltaic structure above the pile foundation, n is the number of pile foundations corresponding to one photovoltaic structure pier, g is the gravitational acceleration, F1 is the wind load acting on the surface of the photovoltaic structure, F2 is the wind load acting on the aerial pile foundation, F3 is the wave load acting on the underwater pile foundation, F4 is the ocean current load, and h1, h2, h3, and h4 are the vertical distances between the point of application of each load F1, F2, F3, and F4 and the top of the pile, respectively.

[0136] In one example, the calculation of pore water pressure inside the seabed under wave action, and thus the vertical distribution when it reaches its maximum value, includes:

[0137] The initial and boundary conditions of pore water pressure are determined, and the pore water pressure inside the seabed under wave action is solved by the finite difference method to obtain the vertical distribution when the pore water pressure reaches its maximum value.

[0138] In one example, the pore water pressure is calculated using the following formula:

[0139]

[0140] Where p is the pore water pressure, t is time, z is the seabed depth (positive from the seabed surface downwards), and f is the pore water pressure source term. u g The excess pore water pressure, σ0' is the initial vertical effective stress, σ0' = γ'z, and N is the number of dynamic load cycles. T is the period, N l The number of dynamic load cycles accumulated until the pore water pressure reaches liquefaction or stabilizes and no longer increases. α and β are parameters related to soil type and relative density, and τ is the amplitude of shear stress in the seabed caused by waves. When the seabed depth is greater than L / 2, τ = P0λzexp(-λz), P0 = γ wH / 2cosh(λd), where λ is the wave number, λ=2π / L, and a, b, c are empirical coefficients.

[0141] In one example, the initial and boundary conditions for pore water pressure include:

[0142] The seabed surface is a free drainage boundary, and the bottom of the infinitely deep seabed is a rigid impermeable boundary. The seabed layers satisfy the conditions of continuous pore water pressure and continuous flow velocity. Before the action of waves, the entire seabed is normally consolidated, that is, the excess pore water pressure is zero.

[0143] In one example, assessing the impact of seabed liquefaction on the foundation piles of a photovoltaic power station includes:

[0144] Calculate the scaling factor for the increase in horizontal displacement at the pile top under liquefaction conditions:

[0145] r y =y L / y N

[0146] Estimate the impact of seabed liquefaction on the horizontal deformation of photovoltaic power station pile foundations based on the growth rate coefficient;

[0147] Where, r y y is the growth rate coefficient. L y represents the horizontal displacement of the pile top due to seabed liquefaction under wave action. N This refers to the horizontal displacement of the pile top in non-liquefied piles.

[0148] Specifically, the geometric dimensions of the offshore photovoltaic power station and the marine environmental loads acting on it are first determined, and then converted into a vertical concentrated force F acting on the top of the pile. h Horizontal concentrated force F h The bending moment M; the marine environmental loads acting on the photovoltaic power station structure include: wind load F1 acting on the surface of the photovoltaic structure, wind load F2 acting on the aerial pile foundation, wave load F3 acting on the underwater pile foundation, and ocean current load F4, which are obtained through on-site measurements or relevant design documents. The geometric dimensions of the offshore photovoltaic power station include its diameter D, the vertical distances h1, h2, h3, and h4 between the points of application of each load F1, F2, F3, and F4 and the top of the pile, and the pile insertion depth h5, which are obtained through on-site measurements or relevant design documents. The vertical concentrated force F acting on the pile head. v Horizontal concentrated force F h The bending moment M is obtained according to the principle of force translation, and its expression is: F v =mg / n, F h=F1+F2+F3+F4, M=F1h1+F2h2+F3h3+F4h4, where m is the total mass of the photovoltaic structure above the pile foundation, n is the number of pile foundations corresponding to one photovoltaic structure cap, which can be obtained from relevant design documents; g is the acceleration due to gravity, which can be taken as an empirical value of 9.8 m / s². 2 .

[0149] Based on the marine environment where the pile foundation is located, the excess pore water pressure inside the seabed under wave action is calculated to obtain its vertical distribution when it reaches its maximum value. The marine environment includes wave parameters: period T, wavelength L, and wave height H, as well as water depth h and seawater unit weight γ. w This can be obtained through on-site measurements or relevant design documents; the marine environment also includes seabed soil properties: consolidation coefficient c v The buoyant unit weight of the soil, γ', can be obtained through geotechnical tests or design documents.

[0150] The expression for calculating the excess pore water pressure inside the seabed under wave action based on wave parameters is as follows:

[0151]

[0152] In the formula, p is the pore water pressure, t is time, z is the seabed depth (positive when measured downwards from the seabed surface), and f is the pore water pressure source term, which can be expressed as:

[0153]

[0154] In the formula, u g The excess pore water pressure is σ0', the initial vertical effective stress can be calculated using σ0' = γ'z, and N is the number of dynamic load cycles. l The number of dynamic load cycles required to accumulate pore water pressure until it reaches liquefaction or stabilizes and no longer increases is used. a, b, and c are empirical coefficients that can be obtained through cyclic triaxial tests. When no test parameters are available, the coefficients can be taken as a = 0.25, b = 1.0, c = 1.2 for silty sand, a = 0.235, b = 1.1, c = 0.9 for silty clay, and a = 0.21, b = 1.2, c = 0.8 for silty clay. The parameters N used to calculate pore water pressure p are... l The expression is:

[0155]

[0156] In the formula, T is the period, α and β are parameters related to soil type and relative density, α = 0.246, β = -0.165, and τ is the amplitude of shear stress in the seabed caused by waves. When the seabed depth is greater than L / 2, τ = P0λzexp(-λz), P0 = γ w H / 2cosh(λd), where λ is the wave number, calculated by λ = 2π / L.

[0157] The initial and boundary conditions for calculating pore water pressure are as follows: the seabed surface is a free drainage boundary, the bottom of the infinitely deep seabed is a rigid impermeable boundary, the pore water pressure and flow velocity are continuous between the layers of the seabed, and the entire seabed is normally consolidated before the action of waves, that is, the excess pore water pressure is zero.

[0158] By combining equations (1), (2), and (3) and integrating the initial and boundary conditions, inputting wave and soil parameters, and solving using the finite difference method, the vertical distribution of excess pore water pressure in the seabed at any moment under wave action can be obtained, including the vertical distribution when the excess pore water pressure reaches its maximum value.

[0159] Based on the distribution of excess pore water pressure along the seabed depth, and combined with the excess pore water pressure soil resistance reduction relationship, the py curve of normal consolidated soil reduced to liquefiable soil is obtained. The excess pore water pressure soil resistance reduction relationship refers to the relationship of reducing the py curve of liquefied soil or soil with a certain excess pore water pressure to the py curve of non-liquefied soil. When the relative density D of sandy soil... r When the pore water pressure is between 20% and 40%, the reduction relationship of soil resistance under pore water pressure in sandy soil can be expressed as follows:

[0160]

[0161] When the relative density of sandy soil is 50%–60%, the reduction relationship of pore water pressure resistance of sandy soil can be expressed as:

[0162]

[0163] Where Cu is the reduction factor, r u The excess pore water pressure ratio is the ratio of the excess pore water pressure p caused by waves at a certain depth to the initial vertical effective stress σ0' on the seabed.

[0164] The reduction relationship of excess pore water pressure soil resistance for various types of soil is as follows:

[0165] Cu = -0.9346r u +1.0148(6)

[0166] Using pile top parameters (vertical concentrated force F) v Horizontal concentrated force F h Using the bending moment M and the liquefaction reduction curve py, a finite difference program is developed to solve the problem, or the results are input into commercial software such as Lpile to obtain the horizontal displacement y at the pile top under wave action, seabed liquefaction, or conditions with a certain excess pore water pressure. L And the horizontal displacement y at the top of the pile under non-liquefied conditions, i.e., without wave-induced excess pore water pressure inside the seabed. N ; The proportionality coefficient r of the horizontal displacement at the pile top under liquefaction conditionsy =y L / y N Assess the impact of seabed liquefaction on the horizontal deformation of photovoltaic power station pile foundations: r y <0.2, slight; 0.2≤r y ≤0.5, generally; r y >0.5, which is relatively large.

[0167] Example 3

[0168] Figure 2 A schematic diagram of marine environmental loads acting on a photovoltaic power plant according to an embodiment of the present invention is shown.

[0169] Determine the geometry of the offshore photovoltaic power station and the marine environmental loads acting on it, and convert them into a vertical concentrated force F acting on the pile top. h Horizontal concentrated force F h And bending moment M. First, obtain the geometric dimensions of the offshore photovoltaic power station through on-site measurements or relevant design documents, including its diameter D, the vertical distances h1, h2, h3, and h4 between the points of application of each load F1, F2, F3, and F4 and the top of the pile, and the pile insertion depth h5 into the seabed. Second, obtain the wind load F1 acting on the surface of the photovoltaic structure, the wind load F2 acting on the air-supported pile foundation, the wave load F3 acting on the water-supported pile foundation, and the ocean current load F4 through on-site measurements or relevant design documents, such as Figure 2 As shown. Finally, according to the principle of force translation: F v =mg / n, F h The vertical concentrated force F acting on the pile head can be calculated using the formulas F1 + F2 + F3 + F4 and M = F1h1 + F2h2 + F3h3 + F4h4. v Horizontal concentrated force F h The bending moment M is given by m, where m is the total mass of the photovoltaic structure above the pile foundation, n is the number of pile foundations corresponding to one photovoltaic structure pier (which can be obtained from relevant design documents), and g is the gravitational acceleration (which can be taken as an empirical value of 9.8 m / s²). 2 .

[0170] Based on the marine environment where the pile foundation is located, the excess pore water pressure inside the seabed under wave action is calculated to obtain its vertical distribution when it reaches its maximum value. First, marine environmental parameters are obtained through on-site measurements or relevant design documents: wave period T, wavelength L, wave height H, water depth h, and seawater unit weight γ. w Seabed soil properties, including the consolidation coefficient c, are obtained through geotechnical tests or design documents. v And the buoyant unit weight of the soil γ'. Then, calculate the excess pore water pressure inside the seabed under wave action, the expression is:

[0171]

[0172] In the formula, p is the pore water pressure, t is time, z is the seabed depth (positive when measured downwards from the seabed surface), and f is the pore water pressure source term, which can be expressed as:

[0173]

[0174] In the formula, u g The excess pore water pressure is σ0', the initial vertical effective stress can be calculated using σ0' = γ'z, and N is the number of dynamic load cycles. l The number of dynamic load cycles is calculated to accumulate until the pore water pressure reaches liquefaction or stabilizes and no longer increases. a, b, and c are empirical coefficients obtained through cyclic triaxial tests.

[0175] In equation (2), the parameters N and N used to calculate the pore water pressure p are... l The expression is:

[0176]

[0177] In the formula, T is the period, α and β are parameters related to soil type and relative density, α = 0.246, β = -0.165, and τ is the amplitude of shear stress in the seabed caused by waves. When the seabed depth is greater than L / 2, τ = P0λzexp(-λz), P0 = γ w H / 2cosh(λd), where λ is the wave number, calculated using λ = 2π / L.

[0178] Combine equations (1), (2), and (3) and the following initial and boundary conditions: the seabed surface is a free drainage boundary, the bottom of the infinitely deep seabed is a rigid impermeable boundary, the pore water pressure and flow velocity between the layers of the seabed are continuous, and the entire seabed is normally consolidated before the action of waves, that is, the excess pore water pressure is zero.

[0179] Figure 3 The diagram shows the vertical distribution of excess pore water pressure inside the seabed under wave action at different times according to an embodiment of the present invention.

[0180] In this embodiment, the input wave and soil parameters are shown in Table 1. The finite difference method is used to solve the problem, yielding the vertical distribution of excess pore water pressure on the seabed at any given moment under wave action. Figure 3 As shown.

[0181] Table 1

[0182]

[0183] Based on the distribution of excess pore water pressure along the seabed depth, and combined with the soil resistance reduction relationship of excess pore water pressure, the py curve of the reduction from normal consolidated soil to liquefiable soil is obtained.

[0184] Figure 4 A Py curve of normally consolidated silt is shown according to an embodiment of the present invention.

[0185] Figure 5 A Py curve of liquefied silt is shown according to an embodiment of the present invention.

[0186] The basis for reducing the soil resistance of liquefied or soil containing excess pore water pressure is non-liquefiable soil. The py curve of normally consolidated silt based on model tests is as follows: Figure 4 As shown, the Py curve of silt containing excess pore water pressure based on model tests is as follows: Figure 5 As shown.

[0187] Figure 5 Each curve corresponds to a different excess pore water pressure value. The ratio r of excess pore water pressure at different pile diameters and depths is calculated. u The reduction factor Cu between liquefiable and non-liquefiable soils under the given conditions is used to fit the liquefaction reduction curve.

[0188] Cu = -0.9346r u +1.0148(4)

[0189] By utilizing pile top parameters and reduced py curves, the horizontal displacement of the pile top under liquefaction and non-liquefaction conditions is calculated through the development of a finite difference program or by using commercial software such as Lpile, thus assessing the impact of seabed liquefaction on the pile foundation of photovoltaic power stations.

[0190] The horizontal displacement y at the pile top was obtained under wave action and seabed liquefaction or under conditions of excess pore water pressure. L And the horizontal displacement y at the top of the pile under non-liquefied conditions, i.e., without wave-induced excess pore water pressure inside the seabed. N The horizontal displacements at the pile top under non-liquefied and liquefied conditions under 1-year and 5-year load combinations are shown in Table 2. The scaling factor r for the increase in horizontal displacement at the pile top under liquefaction reduction conditions is calculated. y =(y L -y N ) / y N The results are shown in Table 2. The impact of seabed liquefaction on the horizontal deformation of photovoltaic power station pile foundations was assessed: r y <0.2, slight; 0.2≤r y ≤0.5, generally; r y >0.5, which is relatively large; the results are shown in Table 2.

[0191] Table 2

[0192]

[0193] This invention calculates the horizontal deformation of the pile foundation caused by liquefaction under specific working conditions, assesses the impact of seabed liquefaction on the horizontal deformation of the pile foundation, and provides a reference for the survey and design of offshore photovoltaic power stations.

[0194] Example 4

[0195] Figure 6 A block diagram of a device for calculating the horizontal deformation of a photovoltaic power plant pile foundation under seabed liquefaction conditions is shown according to an embodiment of the present invention.

[0196] like Figure 6 As shown, the calculation device for the horizontal deformation of the photovoltaic power station pile foundation under seabed liquefaction conditions includes:

[0197] The first calculation module 201 calculates the pile top parameters based on the geometric dimensions of the offshore photovoltaic power station and the marine environmental load.

[0198] The second calculation module 202 calculates the pore water pressure inside the seabed under wave action based on marine environmental parameters, and then obtains the vertical distribution when it reaches its maximum value.

[0199] The reduction module 203, based on the distribution of pore water pressure along the depth of the seabed and combined with the soil resistance reduction relationship of excess pore water pressure, obtains the py curve of the reduction from normal consolidated soil to liquefiable soil.

[0200] Evaluation module 204 calculates the horizontal displacement of the pile top under liquefaction and non-liquefaction conditions based on the pile top parameters and the py curve, and then evaluates the impact of seabed liquefaction on the pile foundation of the photovoltaic power station.

[0201] In one example, the pile top parameters include vertical concentrated force, horizontal concentrated force, and bending moment.

[0202] In one example, the vertical concentrated force is:

[0203] F v =mg / n

[0204] The horizontal concentrated force is:

[0205] F h =F1+F2+F3+F4

[0206] The bending moment is:

[0207] M = F1h1 + F2h2 + F3h3 + F4h4

[0208] Among them, F v For a vertical concentrated force, F hM is the horizontal concentrated force, M is the bending moment, m is the total mass of the photovoltaic structure above the pile foundation, n is the number of pile foundations corresponding to one photovoltaic structure pier, g is the gravitational acceleration, F1 is the wind load acting on the surface of the photovoltaic structure, F2 is the wind load acting on the aerial pile foundation, F3 is the wave load acting on the underwater pile foundation, F4 is the ocean current load, and h1, h2, h3, and h4 are the vertical distances between the point of application of each load F1, F2, F3, and F4 and the top of the pile, respectively.

[0209] In one example, the calculation of pore water pressure inside the seabed under wave action, and thus the vertical distribution when it reaches its maximum value, includes:

[0210] The initial and boundary conditions of pore water pressure are determined, and the pore water pressure inside the seabed under wave action is solved by the finite difference method to obtain the vertical distribution when the pore water pressure reaches its maximum value.

[0211] In one example, the pore water pressure is calculated using the following formula:

[0212]

[0213] Where p is the pore water pressure, t is time, z is the seabed depth (positive from the seabed surface downwards), and f is the pore water pressure source term. u g The excess pore water pressure, σ0' is the initial vertical effective stress, σ0' = γ'z, and N is the number of dynamic load cycles. T is the period, N l The number of dynamic load cycles accumulated until the pore water pressure reaches liquefaction or stabilizes and no longer increases. α and β are parameters related to soil type and relative density, and τ is the amplitude of shear stress in the seabed caused by waves. When the seabed depth is greater than L / 2, τ = P0λzexp(-λz), P0 = γ w H / 2cosh(λd), where λ is the wave number, λ=2π / L, and a, b, c are empirical coefficients.

[0214] In one example, the initial and boundary conditions for pore water pressure include:

[0215] The seabed surface is a free drainage boundary, and the bottom of the infinitely deep seabed is a rigid impermeable boundary. The seabed layers satisfy the conditions of continuous pore water pressure and continuous flow velocity. Before the action of waves, the entire seabed is normally consolidated, that is, the excess pore water pressure is zero.

[0216] In one example, assessing the impact of seabed liquefaction on the foundation piles of a photovoltaic power station includes:

[0217] Calculate the scaling factor for the increase in horizontal displacement at the pile top under liquefaction conditions:

[0218] r y =y L / y N

[0219] Estimate the impact of seabed liquefaction on the horizontal deformation of photovoltaic power station pile foundations based on the growth rate coefficient;

[0220] Where, r y y is the growth rate coefficient. L y represents the horizontal displacement of the pile top due to seabed liquefaction under wave action. N This refers to the horizontal displacement of the pile top in non-liquefied piles.

[0221] Example 5

[0222] This disclosure provides an electronic device, which includes: a memory storing executable instructions; and a processor that executes the executable instructions in the memory to implement the above-described method for calculating the horizontal deformation of photovoltaic power station pile foundations under seabed liquefaction conditions.

[0223] An electronic device according to an embodiment of the present disclosure includes a memory and a processor.

[0224] This memory is used to store non-transitory computer-readable instructions. Specifically, the memory may include one or more computer program products, which may include various forms of computer-readable storage media, such as volatile memory and / or non-volatile memory. The volatile memory may, for example, include random access memory (RAM) and / or cache memory. The non-volatile memory may, for example, include read-only memory (ROM), hard disk, flash memory, etc.

[0225] The processor may be a central processing unit (CPU) or other form of processing unit with data processing capabilities and / or instruction execution capabilities, and may control other components in the electronic device to perform desired functions. In one embodiment of this disclosure, the processor is used to execute computer-readable instructions stored in the memory.

[0226] Those skilled in the art will understand that, in order to solve the technical problem of how to achieve a good user experience, this embodiment may also include well-known structures such as communication buses and interfaces, and these well-known structures should also be included within the protection scope of this disclosure.

[0227] For a detailed description of this embodiment, please refer to the corresponding descriptions in the foregoing embodiments, which will not be repeated here.

[0228] Example 6

[0229] This disclosure provides a computer-readable storage medium storing a computer program that, when executed by a processor, implements the method for calculating the horizontal deformation of photovoltaic power station pile foundations under seabed liquefaction conditions.

[0230] A computer-readable storage medium according to embodiments of the present disclosure stores non-transitory computer-readable instructions. When these non-transitory computer-readable instructions are executed by a processor, all or part of the steps of the methods described in the foregoing embodiments of the present disclosure are performed.

[0231] The aforementioned computer-readable storage media include, but are not limited to: optical storage media (e.g., CD-ROM and DVD), magneto-optical storage media (e.g., MO), magnetic storage media (e.g., magnetic tape or portable hard drive), media with built-in rewritable non-volatile memory (e.g., memory card), and media with built-in ROM (e.g., ROM cartridge).

[0232] Those skilled in the art should understand that the above description of the embodiments of the present invention is only intended to illustrate the beneficial effects of the embodiments of the present invention, and is not intended to limit the embodiments of the present invention to any of the examples given.

[0233] The various embodiments of the present invention have been described above. These descriptions are exemplary and not exhaustive, nor are they limited to the disclosed embodiments. Many modifications and variations will be apparent to those skilled in the art without departing from the scope and spirit of the described embodiments.

Claims

1. A method for calculating the horizontal deformation of photovoltaic power station pile foundations under seabed liquefaction conditions, characterized in that, include: Calculate the pile top parameters based on the geometric dimensions of the offshore photovoltaic power station and the marine environmental load; Based on marine environmental parameters, the pore water pressure inside the seabed under wave action is calculated, and then the vertical distribution when it reaches its maximum value is obtained. Based on the distribution of pore water pressure along the seabed depth, and combined with the soil resistance reduction relationship of excess pore water pressure, the py curve of the reduction from normal consolidated soil to liquefiable soil is obtained. Based on the pile top parameters and the py curve, the horizontal displacement of the pile top under liquefaction and non-liquefaction conditions is calculated, thereby assessing the impact of seabed liquefaction on the pile foundation of the photovoltaic power station.

2. The method for calculating the horizontal deformation of photovoltaic power station pile foundations under seabed liquefaction conditions according to claim 1, wherein, The parameters at the top of the pile include vertical concentrated force, horizontal concentrated force, and bending moment.

3. The method for calculating the horizontal deformation of photovoltaic power station pile foundations under seabed liquefaction conditions according to claim 2, wherein, The vertical concentrated force is: F v =mg / n The horizontal concentrated force is: F h F1+F2+F3+F4 The bending moment is: M = F1h1 + F2h2 + F3h3 + F4h4 Among them, F v For a vertical concentrated force, F h M is the horizontal concentrated force, M is the bending moment, m is the total mass of the photovoltaic structure above the pile foundation, n is the number of pile foundations corresponding to one photovoltaic structure pier, g is the gravitational acceleration, F1 is the wind load acting on the surface of the photovoltaic structure, F2 is the wind load acting on the aerial pile foundation, F3 is the wave load acting on the underwater pile foundation, F4 is the ocean current load, and h1, h2, h3, and h4 are the vertical distances between the point of application of each load F1, F2, F3, and F4 and the top of the pile, respectively.

4. The method for calculating the horizontal deformation of photovoltaic power station pile foundations under seabed liquefaction conditions according to claim 1, wherein, Calculating the pore water pressure inside the seabed under wave action, and then obtaining its vertical distribution when it reaches its maximum value, includes: The initial and boundary conditions of the pore water pressure are determined, and the pore water pressure inside the seabed under wave action is solved by the finite difference method to obtain the vertical distribution when the pore water pressure reaches its maximum value.

5. The method for calculating the horizontal deformation of photovoltaic power station pile foundations under seabed liquefaction conditions according to claim 4, wherein, The pore water pressure is calculated using the following formula: Where p is the pore water pressure, t is time, z is the seabed depth (positive from the seabed surface downwards), and f is the pore water pressure source term. u g The excess pore water pressure, σ0' is the initial vertical effective stress, σ0' = γ'z, and N is the number of dynamic load cycles. T is the period, N l The number of dynamic load cycles accumulated until the pore water pressure reaches liquefaction or stabilizes and no longer increases. α and β are parameters related to soil type and relative density, and τ is the amplitude of shear stress in the seabed caused by waves. When the seabed depth is greater than L / 2, τ = P0λzexp(-λz), P0 = γ w H / 2cosh(λd), where λ is the wave number, λ=2π / L, and a, b, c are empirical coefficients.

6. The method for calculating the horizontal deformation of photovoltaic power station pile foundations under seabed liquefaction conditions according to claim 4, wherein, The initial and boundary conditions for the pore water pressure include: The seabed surface is a free drainage boundary, and the bottom of the infinitely deep seabed is a rigid impermeable boundary. The seabed layers satisfy the conditions of continuous pore water pressure and continuous flow velocity. Before the action of waves, the entire seabed is normally consolidated, that is, the excess pore water pressure is zero.

7. The method for calculating the horizontal deformation of photovoltaic power station pile foundations under seabed liquefaction conditions according to claim 1, wherein, Assessing the impact of seabed liquefaction on the foundation piles of photovoltaic power plants includes: Calculate the scaling factor for the increase in horizontal displacement at the pile top under liquefaction conditions: r y =y L / y N The impact of seabed liquefaction on the horizontal deformation of photovoltaic power station pile foundations is estimated based on the aforementioned growth rate coefficient. Where, r y y is the growth rate coefficient. L y represents the horizontal displacement of the pile top due to seabed liquefaction under wave action. N This refers to the horizontal displacement of the pile top in non-liquefied piles.

8. A device for calculating the horizontal deformation of photovoltaic power station pile foundations under seabed liquefaction conditions, characterized in that, include: The first calculation module calculates the pile top parameters based on the geometric dimensions of the offshore photovoltaic power station and the marine environmental load. The second calculation module calculates the pore water pressure inside the seabed under wave action based on marine environmental parameters, and then obtains the vertical distribution when it reaches its maximum value. The reduction module, based on the distribution of pore water pressure along the seabed depth direction and combined with the soil resistance reduction relationship of excess pore water pressure, obtains the py curve of the reduction from normal consolidated soil to liquefiable soil. The evaluation module calculates the horizontal displacement of the pile top under liquefaction and non-liquefaction conditions based on the pile top parameters and the py curve, thereby assessing the impact of seabed liquefaction on the pile foundation of the photovoltaic power station.

9. An electronic device, characterized in that, The electronic device includes: Memory, which stores executable instructions; A processor that executes the executable instructions in the memory to implement the method for calculating the horizontal deformation of photovoltaic power plant pile foundations under seabed liquefaction conditions as described in any one of claims 1-7.

10. A computer-readable storage medium, characterized in that, The computer-readable storage medium stores a computer program that, when executed by a processor, implements the method for calculating the horizontal deformation of photovoltaic power station pile foundations under seabed liquefaction conditions as described in any one of claims 1-7.

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