Method for determining deformation and internal force of pile foundation under soil lateral displacement and storage medium

Abstract

The application discloses a kind of soil mass lateral displacement pile foundation deformation internal force determination method and storage medium, based on pile foundation design parameter, geological condition information and loading block lateral displacement mode information, the balance model of horizontal direction is constructed;With site boundary condition and loading block lateral displacement boundary condition as constraint, the spatial distribution data of soil displacement is obtained using the balance model;Based on two-stage method and elastic pile horizontal displacement calculation method, the internal force data of pile body is obtained according to spatial distribution data;Using spatial distribution data and internal force data of pile body, the display data of pile foundation deformation is generated.The application can accurately obtain the spatial distribution data of soil displacement by constructing the balance model of horizontal direction, combined with site boundary and loading block lateral displacement boundary condition, so as to provide solid data foundation for subsequent internal force analysis, suitable for various complex engineering scenes, more in line with engineering practice, so as to more accurately evaluate the bearing and deformation characteristics of pile foundation under soil transverse lateral displacement.

Description

Technical Field

[0001] The present invention relates to the technical field of geotechnical engineering, and in particular to a method for determining the internal force of pile foundation deformation under soil lateral displacement and a storage medium. Background Art

[0002] Passive piles, as an important foundation treatment technology, are widely used in civil engineering, particularly in slope stabilization, retaining walls, foundation pit support, and anti-slide piles. However, their application is not limited to traditional slope support and foundation pit engineering. In recent years, they have also garnered significant attention in marine engineering, transportation infrastructure, and geological disaster prevention. For example, in offshore platform foundations, bridge pier protection, and landslide control, passive piles interact with the surrounding soil, leveraging the passive resistance of the soil to resist the massive lateral loads generated by waves, currents, or landslides, thereby strengthening the foundation, controlling deformation, and enhancing stability. The operating principle of passive piles is primarily based on the pile-soil interaction mechanism. When the soil displaces or is subjected to external loads, the pile body is subjected to lateral thrust from the soil, generating bending moments and shear forces. This interaction enables the pile to effectively share the soil load, limit soil deformation, and thus improve the stability of the overall structure. The design and construction of passive piles requires consideration of numerous factors, including the mechanical properties of the soil, the geometry of the piles, their arrangement, and the magnitude and distribution of lateral soil displacement. Therefore, ensuring the safety and stability of pile foundations under lateral soil displacement is crucial for improving the disaster prevention and mitigation capabilities of engineering structures and protecting people's lives and property.

[0003] A search of existing technical literature reveals that the current research methods for studying pile foundation deformation and internal forces under lateral soil displacement primarily rely on indoor model testing. In 1997, Chen et al., scholars from the University of Sydney, published "Model tests on pile groups subject to lateral soil movement" in the international journal Soils and Foundations. Through indoor model testing, they applied forces to a steel plate through a loading system, driving horizontal movement of the soil above the hinge. The results investigated the stress and deformation patterns of single and group pile foundations under different soil lateral displacement modes. In 2019, Zhou Dong et al. published "Transparent soil model tests of soil displacement fields around passive piles" in the domestic journal Rock and Soil Mechanics. Using transparent soil materials, particle image velocimetry (PIV) technology, and an optical measurement system, they measured the evolution of the soil displacement field around passive piles as they were subjected to horizontal displacement transmitted by the soil. However, there is a lack of theoretical analysis methods for the stress and deformation mechanisms of pile foundations.

[0004] In engineering practice, passive pile failure typically manifests as bending failure, shear failure, or overall instability. When the soil undergoes significant displacement or is subjected to extreme loads (such as excavation, landslides, and subway tunneling), the pile is subjected to excessive lateral earth pressure, resulting in significant bending moments and shear forces. If the pile design strength is insufficient or the pile-soil interaction is not effectively coordinated, the pile may fracture at the point of maximum bending moment or develop shear cracks in areas of concentrated shear forces, ultimately leading to pile failure. Furthermore, if the pile is not buried deep enough or the pile end support conditions are poor, overall overturning or sliding failure may occur. Summary of the Invention

[0005] The technical problem to be solved by the present invention is to provide a method for determining the internal force of pile foundation deformation under soil lateral displacement and a storage medium, so as to solve the problem that the stress and deformation law of pile foundation under the action of soil lateral displacement is difficult to obtain.

[0006] In order to solve the above technical problems, the technical solution adopted by the present invention is:

[0007] A method for determining the internal force of pile foundation deformation under soil lateral displacement comprises the following steps:

[0008] S1. Construct a horizontal equilibrium model based on pile foundation design parameters, geological conditions, and loading block lateral displacement pattern information;

[0009] S2. Using the site boundary conditions and the loading block lateral displacement boundary conditions as constraints, the equilibrium model is used to obtain spatial distribution data of soil displacement;

[0010] S3. Obtaining pile body internal force data based on the spatial distribution data using a two-stage method and an elastic pile horizontal displacement calculation method;

[0011] S4. Generate presentation data of pile foundation deformation using the spatial distribution data and the pile body internal force data.

[0012] In order to solve the above technical problems, other technical solutions adopted by the present invention are:

[0013] A storage medium stores machine-executable instructions. When the machine-executable instructions are executed, a method for determining the internal force of pile foundation deformation under soil lateral displacement is used.

[0014] The beneficial effects of the present invention are: providing a method for determining the internal force of pile foundation deformation under soil lateral displacement and a storage medium, by combining pile foundation design parameters, geological conditions and loading block lateral displacement mode information, accurately establishing a force and deformation model of the pile foundation under soil lateral displacement; by constructing a horizontal force balance differential equation, combined with the site boundary and loading block lateral displacement boundary conditions, it is possible to accurately obtain the spatial distribution data of soil displacement, thereby providing a solid data basis for subsequent internal force analysis; the present invention can reflect the deformation of the pile foundation under different working conditions, is suitable for various complex engineering scenarios, is more in line with engineering practice, and can more accurately evaluate the bearing and deformation characteristics of the pile foundation under soil lateral displacement. BRIEF DESCRIPTION OF THE DRAWINGS

[0015] Figure 1 Schematic diagram of soil free field distribution under the inverted triangle side displacement mode in an embodiment of the present invention;

[0016] Figure 2 Schematic diagram of soil free field distribution under the rectangular loading block side displacement mode in an embodiment of the present invention;

[0017] Figure 3 Schematic diagram of pile foundation calculation model and deformation in an embodiment of the present invention;

[0018] Figure 4 Schematic diagram of pile foundation horizontal displacement under different loading block lateral displacement modes in an embodiment of the present invention;

[0019] Figure 5 Schematic diagram of pile foundation rotation angle under different loading block side shift modes in an embodiment of the present invention;

[0020] Figure 6 Schematic diagram of pile foundation bending moment under different loading block lateral displacement modes in an embodiment of the present invention;

[0021] Figure 7 Schematic diagram of pile foundation shear force under different loading block lateral displacement modes in an embodiment of the present invention;

[0022] Figure 8 Schematic diagram of a flow chart of a method for determining deformation internal force of a pile foundation under soil lateral displacement according to an embodiment of the present invention;

[0023] Figure 9 Schematic diagram of determining the terminal point of internal force of pile foundation deformation under soil lateral displacement in an embodiment of the present invention;

[0024] Description of labels:

[0025] 1. A terminal for determining deformation internal forces of a pile foundation under soil lateral displacement; 2. A memory; 3. A processor. DETAILED DESCRIPTION

[0026] To illustrate the technical content, achieved objectives and effects of the present invention in detail, the following description is given in conjunction with the embodiments and accompanying drawings.

[0027] Please refer to Figure 8 A method for determining the internal force of pile foundation deformation under soil lateral displacement comprises the following steps:

[0028] S1. Construct a horizontal equilibrium model based on pile foundation design parameters, geological conditions, and loading block lateral displacement pattern information;

[0029] S2. Using the site boundary conditions and the loading block lateral displacement boundary conditions as constraints, the equilibrium model is used to obtain spatial distribution data of soil displacement;

[0030] S3. Obtaining pile body internal force data based on the spatial distribution data using a two-stage method and an elastic pile horizontal displacement calculation method;

[0031] S4. Generate presentation data of pile foundation deformation using the spatial distribution data and the pile body internal force data.

[0032] From the above description, it can be seen that the beneficial effects of the present invention are: by combining the pile foundation design parameters, geological conditions and loading block lateral displacement mode information, the force and deformation model of the pile foundation under the lateral displacement of the soil is accurately established; by constructing the horizontal force balance differential equation, combined with the site boundary and loading block lateral displacement boundary conditions, the spatial distribution data of the soil displacement can be accurately obtained, thereby providing a solid data foundation for subsequent internal force analysis; the present invention can reflect the deformation of the pile foundation under different working conditions, is suitable for various complex engineering scenarios, and is more in line with engineering practice, so that the bearing and deformation characteristics of the pile foundation under the lateral displacement of the soil can be more accurately evaluated.

[0033] In some embodiments, step S1 specifically includes the steps of:

[0034] Obtain pile foundation design parameters, geological conditions information, and loading block lateral displacement pattern information;

[0035] The horizontal equilibrium model is constructed based on the plane strain theory of elastic mechanics, and the spatial distribution data of soil displacement with unknown coefficients is obtained by using the separation of variables method. The formula is as follows:

[0036] (1)

[0037] Where, Represented as the spatial distribution data of soil displacement, where x Indicates the horizontal distance between the calculation point and the coordinate origin. z Indicates the vertical distance between the calculated point and the coordinate origin. A 、 B 、 Cand D is the unknown coefficient of soil displacement; and is a constant to be determined.

[0038] As can be seen from the above description, the spatial distribution of soil displacements can be solved by using plane strain theory of elasticity combined with the separation of variables method. By expressing soil displacements as a series solution with unknown coefficients, more accurate soil response data can be provided for subsequent calculations. By resolving these unknown coefficients, the actual soil response under loading can be accurately assessed.

[0039] Specifically, the step S2 includes the following steps:

[0040] Get the site boundary conditions, which are expressed as follows:

[0041] ;

[0042] ;

[0043] Where, represents the ground displacement of the model box; represents the surface shear force, where L Indicates the thickness of the soil layer;

[0044] Get the side displacement boundary conditions of the loading block, which are expressed as follows:

[0045] ;

[0046] Where, Indicates being away from the model box boundary on the loading side; Indicates the length of the model box;

[0047] Based on the site boundary conditions and the loading block lateral displacement boundary conditions, the calculation equation of the spatial distribution data is solved to obtain the unknown coefficient of the soil displacement. A and D The numerical value of

[0048] Based on the Sturm-Liouville theorem, Characteristic root of order ; and Characteristic root of order The following orthogonal relationship needs to be satisfied:

[0049] ;

[0050] Apply Fourier expansion technology to transform the load block displacement function Expand to characteristic function ,get:

[0051]

[0052]

[0053] According to the loading block boundary conditions , we get the series expression of soil displacement in space distribution, which is expressed as follows:

[0054]

[0055]

[0056]

[0057]

[0058] Where, represents the Poisson's ratio of soil; n Indicates the n Item series;

[0059] Among them, when the loading block is an inverted triangle module, B n It is expressed as follows:

[0060] (2)

[0061] When the loading block is a rectangular module, It is expressed as follows:

[0062] (3)

[0063] Where, u 0 indicates the displacement of the loading block; L m Indicates loading height; L s Indicates the distance between the bottom of the loading block and the bottom of the model box.

[0064] As can be seen from the above description, by performing detailed numerical calculations for the site boundary conditions and the loading block lateral displacement boundary conditions, the present invention can accurately resolve the unknown coefficients of soil displacement. Based on the Sturm-Liouville theorem and Fourier expansion technology, a series expression for soil displacement can be obtained, thereby providing more detailed theoretical support for pile foundation stress analysis. By modeling soil displacement under different loading block modes, the deformation characteristics of the soil under different working conditions can be more accurately reflected, thereby improving the accuracy of pile foundation design.

[0065] In some embodiments, step S3 specifically includes the steps of:

[0066] S31. Based on the two-stage method and the elastic pile horizontal displacement calculation method, the pile is segmented in the height direction. Based on the moment balance and the basic principle of the transfer matrix method, a differential equilibrium model of the pile unit in the horizontal direction is constructed.

[0067] S32. With the pile bottom displacement and internal force continuity conditions as constraints, the pile body internal force data is obtained using the equilibrium differential model, where the pile body internal force data includes pile body rotation angle, pile body bending moment and pile body shear force.

[0068] As can be seen from the above description, the two-stage method and the elastic pile horizontal displacement calculation method provide reliable numerical support for the calculation of pile internal forces by segmenting the pile in the height direction and performing stress analysis. Using the transfer matrix method and combining it with the moment equilibrium condition, the internal force data for each pile segment can be accurately calculated. This precise calculation of pile internal forces allows for a more accurate assessment of the stress conditions of the pile foundation, providing a reliable basis for engineering design.

[0069] Specifically, the step S31 includes:

[0070] Based on the two-stage method and the elastic pile horizontal displacement calculation method, the pile is divided into N segments of micro-element bodies in the height direction, and the length of each micro-element body is h n ( ), and perform force analysis and moment balance on each microelement to obtain the j The horizontal displacement deflection equation of the microelement described in the paragraph is expressed as follows:

[0071] (4)

[0072]

[0073] Where, For the j Horizontal displacement of small pile segments; m is the soil resistance coefficient; is the pile diameter; E p is the elastic modulus of the pile; is the pile moment of inertia; is the free field of soil at the location of the pile;

[0074] in, The calculation is done using the following formula:

[0075]

[0076] Where, x b is the distance between the model pile and the loading block;

[0077] After solving the horizontal displacement deflection equation, we can obtain The expression formula is as follows:

[0078] (5)

[0079] in:

[0080]

[0081]

[0082]

[0083]

[0084]

[0085] Where, Indicates the j The first section of the small pile i unknown constants to be determined; x b It is expressed as the distance between the model pile and the loading block; H 0 represents the distance between the pile end and the bottom of the model box.

[0086] As can be seen from the above description, refining the pile foundation in the height direction and performing micro-element force analysis effectively improves the accuracy of pile foundation force analysis. The reasonable division of the length of each micro-element pile can improve calculation efficiency without sacrificing calculation accuracy. By performing moment balance analysis on each pile segment, the horizontal displacement deflection equation of each pile segment can be accurately derived, and the horizontal displacement data of the pile can be obtained by solving the equation. This method ensures the scientific nature of pile foundation deformation analysis by combining parameters such as soil resistance coefficient, pile diameter, elastic modulus, and pile moment of inertia. It can also handle a variety of complex soil conditions and loading methods, ensuring high-precision result output.

[0087] Specifically, the step S32 includes:

[0088] The pile bottom displacement and internal force continuity conditions are expressed as follows:

[0089] (6)

[0090] Where, Indicates the j +1 small section of the pile i unknown constants to be determined;

[0091] The pile bottom displacement and internal force continuity condition formula (6) is converted into a matrix form, which is expressed as follows:

[0092] (7)

[0093] (8)

[0094] (9)

[0095] After shifting and integrating the terms in formula (7), we can obtain the following formula:

[0096] (10)

[0097] Where: Indicates the j The transfer function of the small pile segment,

[0098] (11)

[0099] According to the transfer matrix principle, the coefficient transfer matrix of the pile top and pile end is obtained, which is expressed as follows:

[0100] (12)

[0101] Where, Expressed as N The unknown coefficient matrix of the small pile segment, ; Expressed as the unknown coefficient matrix of the first section of piles, ; Total transfer matrix It can be expressed as ; Total transfer matrix Middle Rank The column elements are defined as , get The expression [about use express]:

[0102] (13)

[0103] Obtain the boundary conditions of the pile top and pile end. When the pile top is free and there is no external force acting on it, the bending moment and shear force are 0. Generate the constraint relationship, which is expressed as follows:

[0104] (14)

[0105] When the pile end is free, the bending moment and shear force are 0, and the constraint relationship is generated as follows:

[0106] (15)

[0107] Where, See also Expression, that is j=1; Indicated as see Expression, that is j =1;

[0108] Substitute formula (13) into formula (14) and solve formula (15) according to the constraint relationship to obtain the first j Four unknowns of small pile segments ;

[0109] based on The values ​​of are used to obtain the pile body rotation angle, the pile body bending moment and the pile body shear force respectively.

[0110] As can be seen from the above description, a matrix-based solution is employed to address the continuity conditions for pile base displacement and internal forces. This approach better adapts to the actual conditions of different pile foundations. By employing the transfer matrix principle, the unknowns for each section of the pile foundation can be solved step by step through successive calculation steps, and these are converted into results that can be used for subsequent analysis. By constraining the boundary conditions at the pile top and end, the deformation behavior of the pile foundation can be further precisely controlled, ensuring the accuracy of the calculation results.

[0111] Preferably, the unknown coefficients Substitute into formula (5) and take derivatives in sequence to obtain the expressions of the pile body rotation angle, the pile body bending moment and the pile body shear force, as follows:

[0112] The expression of the pile body rotation angle is as follows:

[0113] (16)

[0114] Where, is the distance between the model pile and the loading block; Expressed as the pile body angle;

[0115] The expression of the pile bending moment is as follows:

[0116] (17)

[0117] Where, Expressed as pile bending moment;

[0118] The expression of the pile shear force is as follows:

[0119] (18)

[0120] Where, Expressed as pile shear force.

[0121] Preferably, the step S4 specifically includes:

[0122] A schematic diagram is drawn based on the spatial distribution data, the pile body rotation angle, the pile body bending moment and the pile body shear force.

[0123] As can be seen from the above description, data display diagrams not only visually demonstrate the stress and deformation patterns of pile foundations under lateral soil displacement, but also provide engineers with intuitive reference data for further analysis and design optimization. By combining spatial distribution data, pile rotation, bending moment, and shear force information to generate schematic diagrams, designers can quickly understand the response characteristics of pile foundations under different loading conditions.

[0124] A storage medium stores machine-executable instructions. When the machine-executable instructions are executed, a method for determining the internal force of pile foundation deformation under soil lateral displacement is used.

[0125] Please refer to Figure 9 A terminal 1 for determining the internal force of pile foundation deformation under soil lateral displacement includes a memory 2, a processor 3, and a computer program stored in the memory 2 and executable on the processor. When the processor 3 executes the computer program, the steps in a method for determining the internal force of pile foundation deformation under soil lateral displacement are completed.

[0126] The first embodiment of the present invention is:

[0127] Explanation of some parameters:

[0128] x Indicates the horizontal distance between the calculation point and the coordinate origin; z Indicates the vertical distance between the calculated point and the coordinate origin; u 0 indicates the displacement of the loading block; H 0 represents the distance between the pile end and the bottom of the model box; H Indicates the pile burial depth; L s Indicates the distance between the bottom surface of the loading block and the bottom surface of the model box; L m Indicates loading height; L Indicates the thickness of the soil layer.

[0129] The first step is to determine the pile foundation design parameters, geological conditions information and loading block lateral displacement mode.

[0130] The design parameters of the pile foundation include: pile diameter, length, elastic modulus and density of the pile concrete, and the distance between the pile and the loading block.

[0131] Geological condition information includes: soil density, thickness, elastic modulus, shear modulus and Poisson's ratio.

[0132] The loading block lateral displacement information includes: loading block shape, loading height and boundary lateral displacement.

[0133] The pile foundation, geological conditions, and loading block lateral displacement patterns selected in this case are shown in the following table:

[0134]

[0135] Step 2: Calculate the solution of the spatial distribution of the soil free field According to formula (1), we can list the unknown coefficients A and D The soil free field expression of

[0136] Step 3, please refer to Figure 1 and Figure 2 , according to the site boundary conditions and the loading block lateral displacement boundary conditions, the unknown coefficients are solved A =0 and D =0, unknown coefficient C Merge into B According to the site boundary conditions and the lateral displacement boundary conditions of the loading block, the formula is used to solve the first Order unknown coefficient B n ; The unknown coefficients B n Substituting into formula (1) we can obtain the distribution of soil free field in space, which includes the distribution of soil free field when the loading block is inverted triangle and rectangular mode;

[0137] Step 4: Please refer to Figure 3 and Figure 4 , according to the two-stage method and matrix transfer method, the pile is divided into N The horizontal displacement of the pile foundation is calculated using formula (5) ;

[0138] Step 5: According to j +1 small section of pile top and j The displacement and internal force continuity conditions of the small pile bottom are calculated using formula (11). j Transfer matrix of unknown coefficients of small-segment pile elements ;

[0139] Step 6: Check the first and second pile units in turn. N The unknown coefficients of the segment pile unit are calculated by using the coefficient multiplication algorithm and formula (12) N The matrix formed by the unknown coefficients of the segment pile element The matrix formed by the unknown coefficients of the first section pile element express;

[0140] Step 7: According to the boundary conditions of pile top and pile end, namely formula (14) and formula (15), and formula (10), calculate the j Four unknowns of small pile segments ;

[0141] Step 8. Obtain the unknown coefficients Substituting into formula (5), we can get the horizontal displacement of the pile foundation under the lateral displacement of the soil. By taking the derivatives in sequence, we can get the pile body rotation angle, bending moment and shear force respectively.

[0142] Step 9. Please refer to Figures 5 to 7 , according to formula (5), (16)-formula (18), the horizontal displacement, rotation angle, bending moment and shear force of the pile body under different loading modes are calculated.

[0143] In summary, the present invention provides a method for determining the internal force of pile foundation deformation under soil lateral displacement and a storage medium. By combining the pile foundation design parameters, geological conditions and loading block lateral displacement mode information, a force and deformation model of the pile foundation under soil lateral displacement is accurately established; by constructing a horizontal equilibrium model, combined with the site boundary and loading block lateral displacement boundary conditions, the spatial distribution data of soil displacement can be accurately obtained, thereby providing a solid data basis for subsequent internal force analysis; the present invention can reflect the deformation of the pile foundation under different working conditions, is suitable for various complex engineering scenarios, and is more in line with engineering practice, so that the bearing and deformation characteristics of the pile foundation under soil lateral displacement can be more accurately evaluated.

[0144] The above descriptions are merely embodiments of the present invention and are not intended to limit the patent scope of the present invention. Any equivalent transformations made using the contents of the present invention's description and drawings, or directly or indirectly applied in related technical fields, are also included in the patent protection scope of the present invention.

Claims

1. A method for determining the internal force of pile foundation deformation under soil lateral displacement, characterized by: Including steps: S1. Constructing a horizontal equilibrium model based on pile foundation design parameters, geological condition information, and loading block lateral displacement pattern information; the loading block lateral displacement pattern information includes at least loading block shape, loading height, and boundary lateral displacement; S2. Using the site boundary conditions and the loading block lateral displacement boundary conditions as constraints, the equilibrium model is used to obtain spatial distribution data of soil displacement; S3. Obtaining pile body internal force data according to the spatial distribution data based on a two-stage method and an elastic pile horizontal displacement calculation method; The step S3 specifically includes the following steps: S31. Based on the two-stage method and the elastic pile horizontal displacement calculation method, the pile is segmented in the height direction. Based on the moment balance and combined with the basic principles of the transfer matrix method, a differential equilibrium model of the pile unit in the horizontal direction is constructed. S32, using the pile bottom displacement and internal force continuity conditions as constraints, obtaining pile body internal force data using the equilibrium differential model, wherein the pile body internal force data includes pile body rotation angle, pile body bending moment and pile body shear force; S4, generating display data of pile foundation deformation using the spatial distribution data and the pile body internal force data; The step S1 specifically includes the following steps: Obtain pile foundation design parameters, geological conditions information, and loading block lateral displacement pattern information; The horizontal equilibrium model is constructed based on the plane strain theory of elastic mechanics, and the spatial distribution data of soil displacement with unknown coefficients is obtained by using the separation of variables method. The formula is as follows: Where, Represented as the spatial distribution data of soil displacement, where x Indicates the horizontal distance between the calculation point and the coordinate origin. z It represents the vertical distance between the calculation point and the coordinate origin, and A, B, C and D are the unknown coefficients of soil displacement; and is a constant to be determined.

2. The method for determining the internal force of pile foundation deformation under soil lateral displacement according to claim 1, characterized in that: The step S2 specifically includes the following steps: Get the site boundary conditions, which are expressed as follows: Where, represents the ground displacement of the model box; represents the surface shear force, where Indicates the thickness of the soil layer; Get the side displacement boundary conditions of the loading block, which are expressed as follows: Where, Indicates being away from the model box boundary on the loading side; Indicates the length of the model box; Based on the site boundary conditions and the loading block lateral displacement boundary conditions, the calculation equation of the spatial distribution data is solved to obtain the unknown coefficient of the soil displacement. A and D The numerical value of Based on the Sturm-Liouville theorem and Fourier expansion technique, the series expression of the spatial distribution of soil displacement is obtained, which is expressed as follows: Where, represents the Poisson's ratio of soil; n Indicates the n Item series; After obtaining the values ​​of the unknown coefficients A and D, the unknown coefficient C is merged into the unknown coefficient B to solve the first n Order unknown coefficient B n ; Among them, when the loading block is an inverted triangle module, B n It is expressed as follows: When the loading block is a rectangular module, B n It is expressed as follows: Where, Indicates the displacement of the loading block; L m Indicates loading height; L s Indicates the distance between the bottom of the loading block and the bottom of the model box.

3. The method for determining the internal force of pile foundation deformation under soil lateral displacement according to claim 1 is characterized in that: The step S31 specifically includes: Based on the two-stage method and the elastic pile horizontal displacement calculation method, the pile is divided into N The length of each microelement is h n , and perform force analysis and moment balance on each microelement to obtain the j The horizontal displacement deflection equation of the microelement described in the paragraph is expressed as follows: Where, Expressed as j Horizontal displacement of small pile segments; m Expressed as soil resistance coefficient; d Expressed as pile diameter; Expressed as pile elastic modulus; Expressed as pile moment of inertia; It is represented as the free field of soil at the location of the pile; After solving the horizontal displacement deflection equation, we can obtain u pj The expression formula is as follows: in: Where, Indicates the j The first section of the small pile i unknown constants to be determined; It is expressed as the distance between the model pile and the loading block; Expressed as the distance between the pile end and the bottom of the model box.

4. The method for determining the internal force of pile foundation deformation under soil lateral displacement according to claim 3 is characterized in that: The step S32 specifically includes: The pile bottom displacement and internal force continuity conditions are expressed as follows: Where, Indicates the j +1 small section of the pile i unknown constants to be determined; The pile bottom displacement and internal force continuity conditions are converted into matrix form as follows: ； After integration, we obtain the following formula: Where, Indicates the j The transfer function of the small pile segment, According to the transfer matrix principle, the coefficient transfer matrix of the pile top and pile end is obtained, which is expressed as follows: Where, Expressed as N The unknown coefficient matrix of the small pile segment, ; Expressed as the unknown coefficient matrix of the first section of piles, ; Total transfer matrix It can be expressed as ; Total transfer matrix Middle Rank The column elements are defined as , get The expression: Obtain the boundary conditions of the pile top and pile end. When the pile top is free and there is no external force acting on it, the bending moment and shear force are 0. Generate the constraint relationship, which is expressed as follows: When the pile end is free, the bending moment and shear force are 0, and the constraint relationship is generated as follows: Where, See also Expression, that is j =1; Indicated as see Expression, that is j =1; According to the constraint relationship, the j Four unknowns of small pile segments ; based on The values ​​of are used to obtain the pile body rotation angle, the pile body bending moment and the pile body shear force respectively.

5. The method for determining the internal force of pile foundation deformation under soil lateral displacement according to claim 4, characterized in that: The expression of the pile body rotation angle is as follows: Where, is the distance between the model pile and the loading block; Expressed as the pile body angle; The expression of the pile bending moment is as follows: Where, Expressed as pile bending moment; The expression of the pile shear force is as follows: Where, Expressed as pile shear force.

6. The method for determining the internal force of pile foundation deformation under soil lateral displacement according to claim 5, characterized in that: The step S4 specifically includes: A schematic diagram is drawn based on the spatial distribution data, the pile body rotation angle, the pile body bending moment and the pile body shear force.

7. The method for determining deformation internal force of a pile foundation under soil lateral displacement according to claim 1, characterized in that: The pile foundation design parameters include at least the pile foundation diameter, length, pile body concrete elastic modulus, density and the distance between the pile and the loading block; The geological condition information includes at least soil layer density, thickness, elastic modulus, shear modulus and Poisson's ratio.

8. A storage medium, characterized in that: The storage medium stores machine-executable instructions. When the machine-executable instructions are executed, the method for determining the internal force of pile foundation deformation under soil lateral displacement according to any one of claims 1 to 7 is used.

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