Pile-soil interaction simulation conversion method from SACS to ANSYS

Abstract

The invention relates to the technical field of computational analysis model conversion, and particularly discloses a pile-soil interaction simulation conversion method from SACS to ANSYS, which comprises the following steps: analyzing an SACS file to extract model data, and classifying and storing the model data in a relational database; processing the extracted database, and performing unit conversion and curve data conversion; generating an APDL command stream for constructing an ANSYS model based on the processed database, and parameterizing to automatically construct the ANSYS model; and verifying the precision of the ANSYS model and iteratively correcting the model parameters based on the equivalent displacement until the result is within an acceptable error range. By adopting the method, high-fidelity conversion is realized, the conversion efficiency is improved, and the human error risk is reduced; an original verification and iterative correction mechanism ensures that the model conversion precision is reliable; the method is wide in applicability, and can effectively meet the conversion requirements of ocean engineering structure models comprising various soil, layered soil and complex pile foundation structures.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of computing analysis model conversion, in particular to a pile-soil interaction simulation conversion method from SACS to ANSYS. BACKGROUND

[0002] In the field of offshore engineering, accurately simulating pile-soil interaction is a crucial and complex issue. It is almost the core link of the design and safety assessment of all pile foundation offshore engineering structures (such as jacket platforms, offshore wind turbine monopiles, multi-pile foundations, suction anchors, mooring piles, etc.). With the development of large-scale infrastructure and offshore engineering towards refinement and intelligence, the simulation accuracy of pile-soil interaction directly affects the safety and economy of the structure.

[0003] SACS software is widely used in the field of offshore engineering design, but its calculation efficiency and accuracy are challenged when dealing with large-scale pile groups or complex heterogeneous soil layers. ANSYS software has significant advantages in simulating nonlinear soil response, handling complex boundary conditions, and modeling fine structures. Therefore, it is increasingly urgent to convert the pile foundation model in SACS to ANSYS for more refined pile-soil interaction analysis and further realize the demand for collaborative analysis of SACS and ANSYS.

[0004] However, there are fundamental differences in data structure, analysis methods, and soil simulation mechanisms between SACS and ANSYS. The built-in conversion function in SACS cannot effectively realize the migration of the pile-soil interaction model. The manual conversion process is tedious and time-consuming, requires a lot of data reconstruction, has high modeling costs, and is prone to human error, making it difficult to ensure the consistency of the converted model with the original model.

[0005] Therefore, it is urgent to develop an efficient, accurate, and automated method to realize the conversion of pile-soil interaction simulation from SACS model to ANSYS model. SUMMARY

[0006] The purpose of the present application is to solve the problems of low conversion efficiency, poor accuracy, error-prone, and high cost in the prior art. By analyzing SACS files to automatically identify and extract model data, using a database as the data hub to realize data storage, processing, and calling, and using a parameterized modeling method to realize ANSYS automatic modeling, and based on equivalent displacement iteration to correct the model and realize the automatic and high-fidelity migration of pile foundation model and pile-soil interaction parameters.

[0007] To achieve the above purpose, the present application provides a pile-soil interaction simulation conversion method from SACS to ANSYS, comprising the following steps: S1, analyze SACS file to extract model data: by analyzing the fixed format of the SACS pile soil data file, automatically identify and cyclically read all the structure data, material data and soil data around the pile of the pile foundation into the mud, and store them in the relational database; The SACS pile soil data file is a psiinp. file; S2, process model data: process the database extracted by S1 to lay the foundation for subsequent ANSYS modeling, including: unit conversion, curve data conversion; S3, parameterized construction of ANSYS model: based on the processed database, generate APDL command stream for constructing ANSYS model, and parameterize and automatically construct ANSYS model; S4, verify the accuracy of the ANSYS model and iteratively correct the ANSYS model: verify the accuracy of the ANSYS model and iteratively correct the model parameters based on the equivalent displacement until the results are within the acceptable error range of the actual project.

[0008] Further, in S1, the structure data and material data of the pile foundation into the mud include: pile foundation length, pile foundation segmentation information, pile foundation endpoint coordinates, pile foundation section diameter, pile head node number, pile foundation section wall thickness, pile foundation boundary condition, soil number around the pile, elastic modulus, density and Poisson's ratio of pile foundation material; The soil data around the pile includes: each soil number around the pile, each soil layering information around the pile, and the bearing capacity curve of each soil layer; The bearing capacity curve includes: horizontal soil reaction curve, i.e. curve, axial friction curve, i.e. curve, pile end bearing capacity curve, i.e. curve.

[0009] Further, the specific steps of S2 are: S21, unit conversion is performed on all data in the database to ensure the consistency of the unit system in the ANSYS model construction process; S22, read the soil bearing capacity curve data after unit conversion in the database, convert it into corresponding nonlinear spring force-displacement curve data by interpolation method, i.e. curve data, and store it in the database, the specific conversion formula is as follows: For curve: ; ; In the formula, , respectively represent the nonlinear spring force and displacement after curve conversion, denotes the depth below the ground surface, denotes the depth below the ground surface, denotes the depth below the ground surface, , denotes the depth below the ground surface, , denotes the lateral soil resistance per unit length of the pile at the depth, , denotes the lateral displacement of the pile at the depth, , denotes the lateral displacement of the pile at the depth, , corresponds to and is equal to, , denotes the coefficient used by SACS software when defining the curve, denotes the depth below the ground surface, denotes the depth below the ground surface, denotes the depth below the ground surface, is defined as a column vector, ; For the curve: ; ; In the formula, , denote the nonlinear spring force and displacement after conversion of the curve, respectively, and C denotes the cross-sectional circumference of the pile foundation, , denote the axial friction force per unit area of the pile-soil at the depth, , denote the axial displacement at the depth, , denote the axial displacement at the depth, , denote the axial displacement at the depth, , corresponds to and is equal to, , denotes the coefficient used by SACS software when defining the curve, denotes the depth below the ground surface, denotes the depth below the ground surface, denotes the depth below the ground surface, is defined as a column vector, ; For the curve: ; ; In the formula, , respectively represent nonlinear spring force and displacement after curve conversion, S represents the cross-sectional area of the pile foundation, represents the axial bearing capacity per unit area at the pile end, represents the axial displacement of the pile end, , coefficient used when defining curve in SACS software, is the curve conversion coefficient, which is 1.0 by default.

[0010] Further, S3 includes: S31, defining ANSYS properties: defining ANSYS material properties and element properties based on the database processed in S2; S32, constructing solid elements and nonlinear spring elements; S33, setting boundary conditions; S34, inputting APDL command stream into ANSYS interface to realize automatic construction of ANSYS model.

[0011] Further, the specific steps of S31 are as follows: S311, based on the pile foundation material information in the database processed in S2, defining the material properties of the pile foundation embedded in the soil; S312, defining the type of solid element simulating the pile foundation embedded in the soil, the type of nonlinear spring element simulating the interaction between the pile and the soil, and the key options of the element; S313, based on the pile foundation cross-sectional information in the database processed in S2 and the bearing capacity curve of the soil around the pile, traversing each soil layer to define the real constants required for constructing solid elements and nonlinear spring elements.

[0012] Further, the specific steps of S32 are as follows: S321, determining whether the upper model is included, if yes, extracting the node number connected to the pile head in the upper structure, adding the solid element node set, and proceeding to S322; if not, directly proceeding to S322; S322, based on the pile foundation segmentation information and endpoint coordinates in the database, traversing each segment of the pile foundation, and calculating the spatial position of all nodes according to the endpoint coordinates, generating nodes for constructing solid elements of the pile foundation through scripts, and forming a solid element node set; S323, introducing an automatic judgment algorithm: automatically traversing and comparing the center points of each soil layer with the generated solid element nodes, checking whether there is a corresponding solid element node at the midpoint depth in each soil layer, if not, adding a pile foundation segmentation point at the midpoint depth, updating the segmentation information, and returning to S322 to regenerate the nodes; if yes, proceed to S324; S324, based on the information of the soil layering around the pile and the information of the soil bearing capacity curve in the database processed in S2, generating nodes for constructing the nonlinear spring element at the midpoint depth of each soil layer according to the mapping relationship between the nonlinear spring and the bearing capacity curve, forming a set of nodes of the nonlinear spring element; The mapping relationship between the nonlinear spring and the bearing capacity curve is as follows: for the curve, one nonlinear spring element is arranged in the x and y directions of each soil layer respectively; for the curve, one nonlinear spring element is arranged in the z direction of each soil layer; for the curve, one nonlinear spring element is separately arranged in the z direction at the position of the pile end; S325, connecting the adjacent nodes in the set of nodes of the solid element in sequence according to the depth order of the pile foundation, to generate the solid element simulating the pile foundation into the mud; The depth order of the pile foundation is from the pile head to the pile end; S326, connecting the nodes of the nonlinear spring element and the corresponding nodes of the solid element to generate the nonlinear spring element, simulating the interaction between the pile and the soil; The corresponding nodes of the solid element are the nodes of the pile body at the same depth.

[0013] Further, the specific steps of S33 are as follows: S331, based on the information of the boundary conditions of the pile foundation in the database processed in S2, applying constraints on the corresponding nodes of the solid element; S332, applying full constraints to all the nodes of the nonlinear spring element generated in S324.

[0014] Further, the specific steps of S4 are as follows: S41, applying a load equivalent to 50% of the ultimate bearing capacity of the pile foundation to the nodes at the pile head of the SACS model and the ANSYS model, respectively calculating the displacement response at the nodes at the pile head and the displacement response of the nodes of the pile body at the midpoint depth of each soil layer, i.e. the position of the nonlinear spring; S42, extracting and comparing the displacement responses at the nodes at the pile head, if the absolute error of the displacement of the pile head of the ANSYS model and the displacement of the pile head of the SACS model is less than 10% of the displacement of the pile head of the SACS model, then correcting the conversion coefficient of the overall soil bearing capacity curve , returning to S22, and recalculating the nonlinear spring curve and rebuilding the ANSYS model using the corrected ; The correction of the conversion coefficient of the overall soil bearing capacity curve is specifically as follows: if the displacement of the pile head of the ANSYS model is greater than the displacement of the pile head of the SACS model, then the conversion coefficient is increased ; if the pile head displacement of the ANSYS model is less than the pile head displacement of the SACS model, the conversion coefficient is reduced ; preferably, for each correction, 10% is corrected ; if the absolute error of the pile head displacement of the ANSYS model and the pile head displacement of the SACS model is less than 10% of the pile head displacement of the SACS model, the conversion coefficient is reduced , then enter S43; S43, extract and compare the displacement response of the pile body node at the midpoint depth of each soil layer (i.e. the position of the nonlinear spring), if the absolute error of the displacement of the ANSYS model at the midpoint depth of any soil layer and the displacement of the SACS model is less than 10% of the displacement of the SACS model at the midpoint depth of the soil layer, the conversion coefficient of the soil bearing capacity curve corresponding to the soil layer is corrected ; , return to S22, and recalculate the nonlinear spring curve of the soil layer using the corrected ; the conversion coefficient of the soil bearing capacity curve corresponding to the soil layer is corrected ; if the pile body node displacement at the midpoint depth of the ANSYS model is greater than the pile body node displacement at the midpoint depth of the SACS model, the conversion coefficient is increased ; if the pile body node displacement at the midpoint depth of the ANSYS model is less than the pile body node displacement at the midpoint depth of the SACS model, the conversion coefficient is reduced ; preferably, for each correction, 10% is corrected ; if the absolute error of the displacement of the ANSYS model at the midpoint depth of each soil layer and the displacement of the SACS model is less than 10% of the displacement of the SACS model at the midpoint depth of the soil layer, it is determined that the pile-soil interaction simulation conversion is completed.

[0015] The pile-soil interaction simulation conversion method from SACS to ANSYS has the following beneficial effects: (1) The present application accurately migrates the pile foundation geometry, material properties and key soil bearing capacity curves (curve, curve, curve, curve) in SACS to ANSYS through standardized data extraction interface and relational database, forms an equivalent nonlinear spring model, maximizes the mechanical properties of the original model, and realizes high-fidelity conversion; ; ; ; (2) The present application uses APDL command stream parameterized modeling technology to realize automatic construction of ANSYS model, significantly reduces manual operation and repeated modeling time, improves conversion efficiency, reduces human error risk, and provides a basis for iterative correction, driving efficient reconstruction of the analysis model; ​(3) The verification and iterative correction mechanism of the application is unique, which compares the displacement response of key positions and adjusts the conversion coefficient (overall or locally) to ensure that the calculation results of the converted ANSYS model are consistent with the original SACS model within an acceptable error range, and the model conversion accuracy is reliable; (4) The method flow of the application is clear, and can effectively process the ocean engineering structure model conversion requirements of containing multiple soils, layered soils and complex pile foundation structures, and has wide applicability. BRIEF DESCRIPTION OF DRAWINGS

[0016] Figure 1 is a flowchart of a pile-soil interaction simulation conversion method from SACS to ANSYS of the application; Figure 2 is a typical pile-soil interaction simulation schematic diagram in SACS software of a pile-soil interaction simulation conversion method from SACS to ANSYS of the application; Figure 3 is an equivalent pile-soil interaction simulation schematic diagram established in ANSYS software after conversion of a pile-soil interaction simulation conversion method from SACS to ANSYS of the application. DETAILED DESCRIPTION

[0017] In order to make the purpose, technical scheme and advantages of the application more clear and obvious, the application will be further described in detail below with reference to the specific embodiments and the accompanying drawings. It should be understood that these descriptions are only exemplary and are not intended to limit the scope of the application. In addition, in the following description, the description of well-known structures and technologies is omitted to avoid unnecessary confusion of the concept of the application.

[0018] EMBODIMENT: As shown in Figure 1 , a pile-soil interaction simulation conversion method from SACS to ANSYS of the application, Figure 2 is a pile-soil interaction schematic diagram in SACS model, which converts the pile-soil interaction simulation from SACS model to ANSYS model according to the method proposed by the application, and the steps are as follows: S1, analyze SACS file to extract model data: by analyzing the fixed format of SACS pile soil data file (psiinp. file), all structure data, material data and soil data around the pile of the pile foundation are automatically identified and read in the SACS data file, and are classified and stored in a relational database. The "PLGRUP" part stores the pile foundation material properties and segmentation information, the "PILE" part stores the pile foundation endpoint information and soil number around the pile, and the "SOIL" part stores the soil layering information and soil bearing capacity curve around the pile. The above data is classified and stored in the database, and the detailed data is as follows: The pile foundation structure data and material data include: pile foundation length (100 m), pile foundation segmentation information (each segment length), pile foundation endpoint coordinates, pile foundation section diameter (2.59 m), pile head node number, pile foundation section wall thickness (8.5 mm), pile foundation boundary condition (pile end fixed), pile surrounding soil number (3 kinds of soil), elastic modulus of pile foundation material (210 GPa), density (7850 kg / m 3 ), Poisson's ratio (0.3); The pile surrounding soil data include: each pile surrounding soil number (SOL1, SOL2, SOL3), each pile surrounding soil layering information (top and bottom depth of each soil layer), bearing capacity curve of each soil layer; the bearing capacity curve includes: horizontal soil reaction force curve ( curve), axial friction force curve ( curve), pile end bearing capacity curve ( curve).

[0019] S2, processing model data: processing the database extracted in S1, laying the foundation for subsequent ANSYS modeling, the specific steps are as follows: S21, unit conversion is performed on all data in the database to ensure the consistency of the unit system in the ANSYS model construction process, and all data units are converted to ANSYS SI unit system (m, N, kg, s, Pa); S22, read the soil bearing capacity curve data after unit conversion in the database, and convert it into corresponding nonlinear spring force-displacement ( ) curve data through interpolation method, that is, for each soil layer , , curve, the conversion formula is applied for conversion to obtain the converted , , , , , , and store them in the database, the specific conversion formula is as follows: For curve: ; ; In the formula, , respectively represent the nonlinear spring force and displacement of curve after conversion, represents the depth below the mud surface, are the top and bottom depths of the first layer soil layer, , respectively represent the depth below the mud surface 、 horizontal soil resistance per unit length of pile, 、 respectively represent the lateral displacement of the pile at depth 、 , 、 should correspond and be equal, 、 respectively are the coefficients used when defining the curve in SACS software, is the curve conversion factor for the layer of soil , which is 1.0 by default, and the column vector defined by ; ; For the curve: ; ; wherein, 、 respectively represent the nonlinear spring force and displacement after conversion of the curve, C represents the perimeter of the pile section, 、 respectively represent the axial friction force per unit area of the pile-soil at depth 、 ; 、 respectively represent the axial displacement at depth 、 ; 、 should correspond and be equal, 、 is the coefficient used when defining the curve in SACS software, is the curve conversion factor for the layer of soil , which is 1.0 by default, and the column vector defined by ; ; For the curve: ; ; wherein, 、 respectively represent the nonlinear spring force and displacement after conversion of the curve, S represents the area of the pile section, Q represents the axial bearing capacity per unit area at the pile tip, Q represents the axial displacement of the pile tip, , coefficient used when defining curve for SACS software, coefficient used when defining curve for SACS software, default value is 1.0.

[0020] Take the soil layer (13m-15m) as an example: curve conversion: read the 13m, 15m curve (two sets of discrete data points) in the database, first bring each (eight each) and (0.372) into the curve conversion formula calculation formula to get , then bring each corresponding and (0.001), (1.0) into the curve conversion formula calculation formula to get the corresponding , thus obtaining a series of discrete data points.

[0021] S3, parameterized construction of ANSYS model: based on the database processed by S2, generate APDL command stream for constructing ANSYS model, parameterize and automatically construct ANSYS model, the specific steps are as follows: S31, define ANSYS properties: define ANSYS material properties and element properties based on the database processed by S2, the specific steps are as follows: S311, based on the pile foundation material information (MP command) in the database processed by S2, define the material properties of the driven pile (define EX, PRXY, DENS); S312, define (ET command) to simulate the entity element type of the driven pile (PIPE16), the nonlinear spring element type (COMBIN39) and the element key options for simulating the pile-soil interaction; S313, based on the pile foundation section information in the database processed by S2 and the soil bearing capacity curve, traverse each soil layer, and batch define the real constants required for constructing entity elements (R command, define section diameter and wall thickness) and the real constants required for nonlinear spring elements (R command, set a real constant for each soil bearing capacity curve).

[0022] S32, construct entity elements and nonlinear spring elements, the specific steps are as follows: S321, judge whether to contain the upper model, the embodiment considers, extract the node number (18) connected with the pile head in the existing upper structure, add the entity unit node set, enter S322; S322, traverse the pile foundation segmentation information and endpoint coordinates in the database to generate nodes (N command) for building pile foundation entity units at the endpoints in batches, forming an entity unit node set; S323, check whether the entity unit nodes generated by S322 exist at the midpoint depths of each soil layer, in the embodiment, corresponding entity unit nodes do not exist at the midpoint depths of some soil layers, add pile foundation segmentation points at these midpoint depths, update the segmentation information, and return to S322 to regenerate nodes; After corresponding entity unit nodes exist at all midpoint depths of the soil layers, enter S324; S324, based on the soil layering information around the pile and the soil bearing capacity curve information in the database processed by S2, generate nodes (N command) for building nonlinear spring units at each midpoint depth of the soil layers according to the mapping relationship between the nonlinear spring and the bearing capacity curve, forming a nonlinear spring unit node set; S325, sequentially connect adjacent nodes in the entity unit node set in order of pile foundation depth from the pile head to the pile end, to generate entity units (E command) simulating the pile into the mud; S326, connect the nonlinear spring unit nodes and the corresponding entity unit nodes (pile body nodes at the same depth), to generate nonlinear spring units (E command), for two nonlinear springs (x direction and y direction) are set for each soil layer of the curve, for one z-direction nonlinear spring is set for each soil layer of the curve, and for the pile end one z-direction nonlinear spring is set for the pile end of the curve.

[0023] S33, set boundary conditions, the specific steps are as follows: S331, based on the pile foundation boundary condition information in the database processed by S2, apply full constraints (D command) to the pile end nodes; S332, apply full constraints (D command) to all nonlinear spring unit nodes generated by S324; S34, input the APDL command stream into the ANSYS interface to automatically build the ANSYS model.

[0024] S4, verify the accuracy of the ANSYS model and iteratively correct the ANSYS model: verify the accuracy of the ANSYS model and iteratively correct the model parameters based on the equivalent displacement, the specific steps are as follows; S41, load equivalent to 50% of the ultimate bearing capacity of the pile foundation is applied to the pile head node of the SACS model and the ANSYS model, and the displacement response of the pile head node and the displacement response of the pile body node at the midpoint depth of each soil layer (i.e. the position of the nonlinear spring) are calculated respectively; S42, the displacement response of the pile head node is extracted and compared, and the absolute error of the pile head displacement of the ANSYS model and the pile head displacement of the SACS model in this embodiment is , and the pile head displacement of the ANSYS model is greater than the pile head displacement of the SACS model, and the conversion coefficient is increased to 1.1; return to S22, and all the nonlinear spring curves are recalculated using the corrected conversion coefficient, and the model is rebuilt; the absolute error of the pile head displacement of the rebuilt ANSYS model and the pile head displacement of the SACS model is , and S43 is entered; S43, the displacement response of the pile body node at the midpoint depth of each soil layer (i.e. the position of the nonlinear spring) is extracted and compared, and the absolute error of the displacement of each midpoint depth of the soil layer of the ANSYS model and the displacement of the SACS model in this embodiment is , and it is determined that the simulation conversion of the pile-soil interaction is completed. The schematic diagram of the equivalent pile-soil interaction simulation established in the ANSYS software after the conversion is shown in Figure 3 .

[0025] Therefore, the pile-soil interaction simulation conversion method from SACS to ANSYS has the following significant advantages: (1) high-fidelity conversion: through the standardized data extraction interface and the relational database, the pile foundation geometry, material properties and key soil bearing capacity curves (curve, curve, curve, curve) in SACS are accurately migrated to ANSYS to form an equivalent nonlinear spring model, and the mechanical properties of the original model are maintained to the maximum extent; (2) automation and high efficiency: the APDL command stream parameterized modeling technology is adopted to realize automatic construction of the ANSYS model, significantly reducing manual operation and repeated modeling time, improving conversion efficiency, reducing the risk of human error, and at the same time, the parameterized modeling provides a basis for iterative correction, driving efficient reconstruction of the analysis model; (3) high-precision conversion: the unique verification and iterative correction mechanism compares the displacement response at the key position and adjusts the conversion coefficient (overall or locally) to ensure that the calculation results of the ANSYS model after conversion are consistent with the original SACS model within an acceptable error range, and the model conversion precision is reliable; (4) wide applicability: the method flow is clear, and the conversion requirements of the ocean engineering structure model containing various soils, layered soils and complex pile foundation structures can be effectively processed.

[0026] It should be pointed out that the above embodiments are only used to illustrate the technical solutions of the present application but not to limit the present application. Although the present application has been described in detail with reference to the preferred embodiments, those skilled in the art should understand that they can still make modifications or equivalent replacements to the technical solutions of the present application, and these modifications or equivalent replacements should not make the modified technical solutions deviate from the spirit and scope of the technical solutions of the present application.

Claims

1. A method for converting a pile-soil interaction simulation from SACS to ANSYS, characterized in that, The method comprises the following steps: S1, analyzing SACS file to extract model data: by analyzing the fixed format of the SACS pile soil data file, automatically identifying and cyclically reading all the structural data, material data and soil data around the pile of the pile foundation into the mud, and classifying and storing them in a relational database; The SACS pile soil data file is a psiinp. file; S2, processing model data: processing the database extracted in S1 to lay a foundation for subsequent ANSYS modeling, including: unit conversion, curve data conversion; S3, parameterized construction of ANSYS model: generating an APDL command stream for constructing an ANSYS model based on the processed database, and parameterized automatic construction of the ANSYS model; S4, verifying the accuracy of the ANSYS model and iteratively correcting the ANSYS model: verifying the accuracy of the ANSYS model and iteratively correcting the model parameters based on the equivalent displacement until the result is within the acceptable error range of the actual project.

2. The method for converting the simulation of pile-soil interaction from SACS to ANSYS according to claim 1, wherein, In S1, the structural data and material data of the pile foundation into the mud include: pile foundation length, pile foundation segmentation information, pile foundation endpoint coordinates, pile foundation section diameter, pile head node number, pile foundation section wall thickness, pile foundation boundary conditions, soil number around the pile, elastic modulus, density and Poisson's ratio of the pile foundation material; The soil data around the pile include: soil number around each pile, soil layering information around each pile, and bearing capacity curve of each soil layer; The bearing capacity curve includes: a horizontal soil reaction force curve, i.e. a curve, an axial friction force curve, i.e. a curve, a pile end bearing capacity curve, i.e. a curve.

3. The method for converting the simulation of pile-soil interaction from SACS to ANSYS according to claim 1, wherein, The specific steps of S2 are as follows: S21, unit conversion is performed on all the data in the database to ensure the consistency of the unit system in the ANSYS model construction process; S22, read the soil bearing capacity curve data after unit conversion in the database, convert to the corresponding nonlinear spring force-displacement curve data by interpolation method, that is curve data, and store it in the database. The specific conversion formula is as follows: For Curve: ； ； wherein, , respectively represent the nonlinear spring force and displacement after curve conversion, represents the depth below the mud surface, respectively represent the top and bottom depths of the first layer of soil, , respectively represent the depth below the mud surface , respectively represent the horizontal soil resistance per unit length of the pile at the depth below the mud surface , respectively represent the lateral displacement of the pile at the depth below the mud surface , , , correspond and are equal, , respectively represent the coefficients used when the curve is defined by the SACS software, , respectively represent the top and bottom depths of the first layer of soil, the curve conversion coefficient of the first layer of soil, which is 1.0 by default, is defined as a column vector ; For Curve: ； ； In the formula, , respectively represent the nonlinear spring force and displacement after curve conversion, C represents the pile section circumference, , respectively represent the unit area of the pile-soil axial friction force at the depth , below the mud surface, , respectively represent the axial displacement at the depth , below the mud surface, , correspond and are equal, , is a coefficient defined by SACS software used when the curve is converted, is the curve conversion coefficient of the first layer of soil , and the default value is 1.

0. A column vector defined by is ; For Curve: ； ； In the formula, , respectively represent the nonlinear spring force and displacement after curve conversion, S represents the cross-sectional area of the pile foundation, represents the axial bearing capacity per unit area at the end of the pile, represents the axial displacement of the pile end, , is the coefficient used when defining the curve in the SACS software, is the curve conversion coefficient, which is 1.0 by default.

4. The method for converting the simulation of pile-soil interaction from SACS to ANSYS according to claim 3, wherein S3 It comprises: S31, defining ANSYS properties: defining ANSYS material properties and element properties based on the database processed in S2; S32, constructing solid elements and nonlinear spring elements; S33, setting boundary conditions; S34, inputting the APDL command stream into the ANSYS interface to automatically construct the ANSYS model.

5. The method for converting the simulation of pile-soil interaction from SACS to ANSYS according to claim 4, wherein, The specific steps of S31 are as follows: S311, defining the material properties of the pile foundation into the mud based on the pile foundation material information in the database processed in S2; S312, defining the solid element type simulating the pile foundation into the mud, the nonlinear spring element type simulating the pile-soil interaction and the element key options; S313, based on the pile section information in the database processed in S2 and the bearing capacity curve of the soil around the pile, traversing each soil layer, defining the real constants required for constructing solid elements and nonlinear spring elements.

6. The method for converting the simulation of pile-soil interaction from SACS to ANSYS according to claim 5, wherein, The specific steps of S32 are as follows: S321, judging whether the upper model is included, if yes, extracting the node number connected with the pile head in the upper structure, adding the solid element node set, and performing S322; if not, directly performing S322; S322, based on the pile foundation segmentation information and endpoint coordinates in the database, traversing each segment of the pile foundation, and calculating the spatial position of all nodes according to the endpoint coordinates, generating nodes for constructing solid elements of the pile foundation through a script, and forming a solid element node set; S323, introduce an automatic judgment algorithm: automatically traverse and compare the center points of each soil layer with the generated entity unit nodes, check whether there is a corresponding entity unit node at the midpoint depth of each soil layer, if not, add a pile foundation segmentation point at the midpoint depth, update the segmentation information, and return to S322 to regenerate the node; if yes, proceed to S324; S324, based on the soil layering information and soil bearing capacity curve information of the pile surrounding soil in the database processed by S2, generate nodes for constructing nonlinear spring elements at each midpoint depth of the soil layer according to the mapping relationship between the nonlinear spring and the bearing capacity curve, and form a set of nonlinear spring element nodes; The mapping relationship between the nonlinear spring and the bearing capacity curve is as follows: for the curve, one nonlinear spring unit is arranged in the x and y directions of each soil layer respectively; for the curve, one nonlinear spring unit is arranged in the z direction of each soil layer; for the curve, one nonlinear spring unit is separately arranged in the z direction at the position of the pile end. S325, connect adjacent nodes in the entity unit node set in sequence according to the pile foundation depth order to generate an entity unit simulating the pile into the mud; The pile foundation depth order is from the pile head to the pile end; S326, connect the nonlinear spring element nodes and the corresponding entity unit nodes to generate nonlinear spring elements to simulate the pile-soil interaction; The corresponding entity unit node is the pile body node at the same depth.

7. The method for converting the simulation of pile-soil interaction from SACS to ANSYS according to claim 6, wherein, S33 has the following specific steps: S331, based on the pile foundation boundary condition information in the database processed by S2, apply constraints to the corresponding nodes of the entity unit; S332, apply full constraints to all nonlinear spring element nodes generated by S324.

8. The method for converting the simulation of pile-soil interaction from SACS to ANSYS according to claim 7, wherein, S4 has the following specific steps: S41, apply a load equivalent to 50% of the ultimate bearing capacity of the pile foundation to the pile head nodes of the SACS model and the ANSYS model, respectively calculate the displacement response at the pile head node and the displacement response of the pile body node at the midpoint depth of each soil layer, which is the position of the nonlinear spring. S42, extract and compare the displacement response at the pile head node, if the absolute error of the pile head displacement of the ANSYS model and the pile head displacement of the SACS model is less than 0.1 m , then the conversion coefficient of the overall soil bearing capacity curve is corrected , return to S22, and use the corrected to recalculate the nonlinear spring curve and rebuild the ANSYS model; The modified overall soil bearing capacity curve conversion coefficient Specifically, if the pile head displacement of the ANSYS model is greater than the pile head displacement of the SACS model, the conversion coefficient is increased If the pile head displacement of the ANSYS model is less than the pile head displacement of the SACS model, the conversion coefficient is decreased ​ If the absolute error of the pile head displacement of the ANSYS model and the pile head displacement of the SACS model is less than 0.1 m then enter S43; S43, extract and compare the displacement response of the pile body node at the midpoint depth of each soil layer (i.e. nonlinear spring position), if the absolute error of the displacement of the midpoint depth of any soil layer in the ANSYS model and the displacement of the SACS model is less than 0.1m , then correct the soil bearing capacity curve conversion coefficient of the corresponding soil layer alone , return to S22, and use the corrected to recalculate the nonlinear spring curve of the soil layer and rebuild the ANSYS model; The modified soil layer corresponds to a soil bearing capacity curve conversion coefficient Specifically, if the pile body node displacement at the midpoint depth of the soil layer of the ANSYS model is greater than the pile body node displacement at the midpoint depth of the soil layer of the SACS model, the conversion coefficient is increased ; if the pile body node displacement at the midpoint depth of the soil layer of the ANSYS model is less than the pile body node displacement at the midpoint depth of the soil layer of the SACS model, the conversion coefficient is decreased ; If the absolute error of displacement at the midpoint of each soil layer of the ANSYS model and the displacement of the SACS model is the pile-soil interaction simulation conversion is determined to be completed.

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