Pile foundation response analysis method, device, equipment and product under vertical load

Abstract

The invention relates to the technical field of offshore piles, and discloses a method, a device, equipment, a medium and a product for analyzing the response of a pile foundation under a vertical load. The method comprises the following steps: acquiring parameter values of undrained shear strength and initial shear modulus of a soil layer of a target site and a static stress-total strain curve; determining a first incidence relation among the static stress, the plastic strain and the total strain in the soil layer of the target site; determining a third incidence relation between the static stress and the elastic strain according to a second incidence relation among the total strain, the elastic strain and the plastic strain and the first incidence relation; and determining a t-z model curve according to a fourth incidence relation between the static stress and the frictional resistance, a fifth incidence relation between the pile body settlement and the plastic strain and the third incidence relation between the pile body settlement and the elastic strain. And substituting into the finite element model to carry out response analysis on the pile foundation under the vertical load.

Description

Technical Field

[0001] This invention relates to the field of marine pile technology, specifically to methods, devices, equipment, and products for analyzing the response of pile foundations under vertical loads. Background Technology

[0002] The axial load-displacement response of offshore pile foundations is typically analyzed within a beam-column frame, where soil resistance is characterized by Tz springs distributed along the pile shaft and Qz springs concentrated at the pile ends. The calculation methods for Tz and Qz directly affect the overall overturning stiffness of the pile foundation, thus influencing the dynamic characteristics and structural design of the pile-supported superstructure. Initially, monopile jacket foundations were primarily used for offshore oil and gas platforms, but in recent years they have become increasingly widely used for supporting offshore wind turbines. Because offshore wind turbines are slender and highly sensitive to dynamic characteristics, accurate assessment of the Tz response often relies on simplified methods or empirical estimations in existing Tz spring evaluations. While these methods can meet design requirements to some extent, they neglect the influence of soil and load characteristics on the pile foundation's Tz springs. Summary of the Invention

[0003] This invention provides a method, apparatus, equipment, and product for analyzing the response of pile foundations under vertical loads, in order to solve the problem that existing TZ spring evaluations neglect the influence of soil and load characteristics on pile foundation TZ springs.

[0004] In the first aspect, the present invention provides a method for analyzing the response of pile foundations under vertical loads, which obtains the parameter values ​​of the undrained shear strength and initial shear modulus of the soil layer at the target site, as well as the static stress-total strain curve. The static stress-total strain curve is used to characterize the relationship between static stress, plastic strain, initial shear modulus, undrained shear strength and total strain.

[0005] By combining the parameter values ​​of the undrained shear strength and initial shear modulus of the soil layer at the target site, as well as the static stress-total strain curve, the first correlation between static stress, plastic strain and total strain in the soil layer at the target site is determined. Based on the second correlation between total strain, elastic strain, and plastic strain, and the first correlation between static stress, plastic strain, and total strain, the third correlation between static stress and elastic strain is determined. Based on the fourth correlation between static stress and frictional resistance, the fifth correlation between pile settlement and plastic and elastic strain, and the third correlation between static stress and elastic strain, the tz model curve characterizing the mapping relationship between frictional resistance and pile settlement is determined. The Tz model curves are embedded into the finite element model, and the finite element model is used to analyze the response of the pile foundation under vertical load on the soil layer of the target site.

[0006] By acquiring data related to the TZ spring model and mapping the static stress-total strain curve, and combining the elastic and plastic mapping coefficients, the TZ spring model is obtained. This calculation method takes into account the influence of soil and load characteristics on the pile foundation TZ spring model, making the TZ spring model more accurate. Therefore, by embedding the TZ model curve into the finite element model to perform vertical load response analysis of the pile foundation in the target site soil, more accurate analysis results can be obtained.

[0007] In one alternative implementation, the first correlation between static stress, plastic strain, and total strain in the target site soil layer is:

[0008] in, For total strain, For stress, The undrained shear strength of the soil. For static stress, The initial shear modulus, This is plastic strain.

[0009] In one alternative implementation, the second correlation between total strain, elastic strain, and plastic strain is:

[0010] in, For total strain, For elastic strain, This is plastic strain.

[0011] In one alternative implementation, the third correlation between static stress and elastic strain is:

[0012] in, For elastic strain, For stress, The undrained shear strength of the soil. For static stress, This is the initial shear modulus.

[0013] In one alternative implementation, the fourth relationship between static stress and frictional resistance is:

[0014] in, For side friction resistance, For maximum side friction resistance, For stress, The undrained shear strength of the soil. It is static stress.

[0015] In one alternative implementation, the fifth correlation between pile settlement and plastic strain and elastic strain is as follows:

[0016] in, This refers to the relative axial displacement between the pile and the soil. The diameter of the pile. For elastic mapping coefficients, For plastic mapping coefficients, For elastic strain, This is plastic strain.

[0017] In one alternative implementation, the method further includes: Obtain measured pile load data of the target site in the Mediterranean Sea, as well as measured axial force at different locations along the pile depth and measured vertical displacement at the seabed. A finite element beam-spring analysis model is constructed using the Tz model curve as the boundary condition. The measured pile load data were input into the finite element beam-spring analysis model to perform the pile foundation response analysis under vertical load, and the axial force of the cross section at different locations along the pile depth and the vertical displacement at the seabed were obtained. The measured curves are determined based on the measured axial force and measured vertical displacement at the seabed at different locations. The measured curves are used to characterize the relationship between the measured axial force and measured vertical displacement at the seabed at different locations. The analysis curves are determined based on the axial force of the cross section at different locations and the vertical displacement at the seabed. The analysis curves are used to characterize the relationship between the axial force of the cross section and the vertical displacement at the seabed at different locations. The accuracy of the tz model curve is determined by the correlation between the measured curve and the analytical curve.

[0018] The accuracy of the TZ spring model was evaluated by comparing the measured curve with the curve calculated based on the TZ spring, thus proving the accuracy and reliability of the TZ spring model calculated according to this scheme.

[0019] Secondly, the present invention provides a device for analyzing the response of pile foundations under vertical loads, the device comprising: The data acquisition module is used to acquire the parameter values ​​of the undrained shear strength and initial shear modulus of the soil layer at the target site, as well as the static stress-total strain curve; The first correlation confirmation module is used to determine the first correlation between static stress, plastic strain and total strain in the target site soil layer by combining the parameter values ​​of the undrained shear strength and initial shear modulus of the target site soil layer and the static stress-total strain curve. The third correlation confirmation module is used to determine the third correlation between static stress and elastic strain based on the second correlation between total strain, elastic strain and plastic strain, and the first correlation between static stress, plastic strain and total strain. The model calculation module is used to determine the tz model curve characterizing the mapping relationship between frictional resistance and pile settlement based on the fourth correlation between static stress and frictional resistance, the fifth correlation between pile settlement and plastic strain and elastic strain, and the third correlation between static stress and elastic strain. The response analysis module is used to embed the Tz model curves into the finite element model and use the finite element model to perform vertical load response analysis on the pile foundation of the target site soil layer.

[0020] Thirdly, the present invention provides an electronic device, comprising: a memory and a processor, wherein the memory and the processor are communicatively connected to each other, the memory stores computer instructions, and the processor executes the computer instructions to perform the vertical load pile foundation response analysis method of the first aspect or any corresponding embodiment described above.

[0021] Fourthly, the present invention provides a computer-readable storage medium storing computer instructions for causing a computer to execute the vertical load pile foundation response analysis method of the first aspect or any corresponding embodiment described above.

[0022] Fifthly, the present invention provides a computer program product, including computer instructions for causing a computer to execute the vertical load pile foundation response analysis method of the first aspect or any corresponding embodiment described above. Attached Figure Description

[0023] To more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the specific embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0024] Figure 1 This is a schematic diagram of an application scenario according to an embodiment of the present invention; Figure 2 This is a schematic diagram of the first method for analyzing the response of pile foundations under vertical load according to an embodiment of the present invention; Figure 3 This is a schematic diagram illustrating the core principle of the calculation method for the monotonic Tz spring model of marine pile foundations according to the present invention. Figure 4 This is a schematic diagram of the cross-sectional parameters of the site moisture content and other physical properties of the present invention; Figure 5 This is a schematic diagram of the cross-sectional profile of the undrained shear strength of the site according to the present invention; Figure 6 This is the monotonic stress-strain curve of the soil at the site of this invention; Figure 7 This is a schematic diagram showing the comparative results of the monotonic Tz model test on the monotonic load model of pile foundation using the present invention; Figure 8 This is a schematic diagram comparing the measured results and the back analysis results of the axial force along the pile section in this invention; Figure 9 This is a structural block diagram of a vertical load-bearing pile foundation response analysis device according to an embodiment of the present invention; Figure 10 This is a schematic diagram of the hardware structure of an electronic device according to an embodiment of the present invention. Detailed Implementation

[0025] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0026] It is understood that before using the technical solutions disclosed in the various embodiments of the present invention, users should be informed of the types, scope of use, and usage scenarios of the personal information involved in the present invention and their authorization should be obtained in accordance with relevant laws and regulations through appropriate means.

[0027] The terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this invention, "a plurality of" means two or more, unless otherwise explicitly specified.

[0028] As an optional application scenario of this invention, such as Figure 1 As shown, the vertical load pile foundation response analysis system may include at least one terminal device and at least one server. Figure 1 The system is illustrated in the example, which includes a computer 101, a mobile terminal 102, and a server 103, and the terminal devices such as the computer 101 and the mobile terminal 102 are connected to the server 103 through a network 110.

[0029] Specifically, the terminal device can be a smartphone, tablet, laptop, PDA, desktop computer, game console, smart TV, smart wearable device, in-vehicle terminal, VR (Virtual Reality) device, AR (Augmented Reality) device, etc. Server 103 can be a standalone physical server, a server cluster, a distributed system, or a cloud server providing cloud services. Network 110 can be a wired or wireless network, examples of which include, but are not limited to, the Internet, corporate intranet, local area network, wide area network, mobile communication network, and combinations thereof.

[0030] Existing methods for evaluating TZ springs typically employ simplified approaches or empirical estimations. While these methods can meet design requirements to some extent, they neglect the influence of soil and load characteristics on the pile foundation TZ spring. This invention provides a method for analyzing the response of pile foundations under vertical loads. By obtaining the static stress-total strain curve of the target soil layer and mapping it to the calculated relationship, a TZ spring curve is obtained. This achieves the effect of combining soil and load characteristics to derive the pile foundation TZ spring, and then using the calculated pile foundation TZ spring to perform response analysis under vertical loads.

[0031] According to an embodiment of the present invention, an embodiment of a method for analyzing the response of pile foundations under vertical loads is provided. It should be noted that the steps shown in the flowchart in the accompanying drawings can be executed in a computer system such as a set of computer-executable instructions. Furthermore, although a logical order is shown in the flowchart, in some cases, the steps shown or described may be executed in a different order than that shown here.

[0032] This embodiment provides a method for analyzing the response of pile foundations under vertical loads, which can be used on mobile terminals such as mobile phones and tablets. Figure 2 This is a flowchart of the vertical load-based pile foundation response analysis method according to an embodiment of the present invention, such as... Figure 2 As shown, the process includes the following steps: Step S201: Obtain the parameter values ​​of the undrained shear strength and initial shear modulus of the soil layer at the target site, as well as the static stress-total strain curve. The static stress-total strain curve is used to characterize the relationship between static stress, plastic strain, initial shear modulus, undrained shear strength and total strain.

[0033] In an optional embodiment, the undrained shear strength of the soil layer The ultimate side friction is the most critical input parameter for representing the ability of saturated cohesive soil to resist shear failure under conditions where pore water cannot drain quickly enough and the volume remains essentially unchanged (undrained). It can be obtained through indoor triaxial tests, single shear tests, or by analyzing CPTU data from the field. Figure 3 The diagram shows the undrained shear strength profile of the site. The diagram includes both indoor test results and CPTU analytical results. The undrained shear strength profiles obtained by different methods show a high degree of consistency.

[0034] In an optional embodiment, the initial shear modulus of the soil layer It is the material's ability to resist shear deformation. The initial shear modulus of the soil layer determines the initial stiffness of the Tz spring. It can be obtained through resonant column and bending element tests, or through analysis of CPTU data in the field. The initial shear modulus of the soil layer.

[0035] In an optional embodiment, the static stress-total strain curve of the soil layer can be obtained through triaxial tests or single shear tests. Alternatively, it can be obtained using the NGI-ADP model method, with the static stress-total strain curve serving as the basis data for subsequent mapping calculations of the Tz spring model. Figure 4 The figure shows a schematic diagram of the monotonic stress-strain curve of the site soil. The static stress-total strain curve in the figure was obtained through a single shear test, and the stress-strain relationship was obtained by fitting the NGI-ADP model.

[0036] In an alternative embodiment, since the total strain can be expressed as plastic strain With elastic strain The sum and elastic strain Through stress Characterized by the quotient of the initial shear modulus: And because the static stress is Therefore, the relationship between total strain and static strain can be characterized as follows: , Based on the above functional relationship, it can be seen that the static stress-total strain curve can be used to characterize the relationship between static stress, plastic strain, initial shear modulus, undrained shear strength and total strain.

[0037] Besides obtaining the static stress-total strain curve experimentally, it can also be calculated as follows: Static stress can be calculated using the following formula:

[0038] in, For stress, The undrained shear strength of the soil. For static stress, For plastic strain, For soil failure plastic shear strain, This represents the soil failure shear strain.

[0039] The total strain can be calculated using the following formula:

[0040] in, For total strain, For elastic strain, For plastic strain, For stress, This is the initial shear modulus.

[0041] In an optional embodiment, G max / s u It can also be calculated using the following empirical formula:

[0042] Among them, I p is the plasticity index, and OCR is the overconsolidation ratio.

[0043] Step S202: Combining the parameter values ​​of the undrained shear strength and initial shear modulus of the soil layer at the target site, as well as the static stress-total strain curve, determine the first correlation between static stress, plastic strain and total strain in the soil layer at the target site.

[0044] According to the description in step S201 above, the relationship corresponding to the static stress-total strain curve is:

[0045] Substituting the values ​​of the undrained shear strength and initial shear modulus of the soil layer at the target site into the above formula yields the static stress in the soil layer at the target site. Plastic strain With total strain The first relationship between them.

[0046] Step S203: Based on the second correlation between total strain, elastic strain and plastic strain, and the first correlation between static stress, plastic strain and total strain, determine the third correlation between static stress and elastic strain.

[0047] The second correlation between total strain, elastic strain, and plastic strain is:

[0048] in, For total strain, For elastic strain, This is plastic strain.

[0049] The third correlation between static stress and elastic strain, determined based on the existing and second correlation relationships, is as follows:

[0050] in, For static stress, It is elastic strain.

[0051] Step S204: Based on the fourth correlation between static stress and frictional resistance, the fifth correlation between pile settlement and plastic strain and elastic strain, and the third correlation between static stress and elastic strain, determine the tz model curve characterizing the mapping relationship between frictional resistance and pile settlement.

[0052] The fourth correlation between static stress and frictional resistance is:

[0053] in For side friction resistance, For maximum side friction resistance, For stress, The undrained shear strength of the soil. It is static stress.

[0054] The fifth correlation between pile settlement and plastic strain and elastic strain is:

[0055] in, This refers to the relative axial displacement between the pile and the soil. The diameter of the pile. For elastic mapping coefficients, For plastic mapping coefficients, For elastic strain, For plastic strain. The elastic mapping coefficient and plastic mapping coefficient are the factors affecting... The coefficient unit for the range of change has the characteristic of universality.

[0056] As an example, the elastic mapping coefficient can be 1.15, and the plastic mapping coefficient can be 0.45.

[0057] The equation for the tz model curve characterizing the mapping relationship between frictional resistance and pile settlement is as follows:

[0058] From this mapping relation, we can obtain... and The relationship is determined, and the relationship curve of the tz spring model is obtained based on this relationship.

[0059] Based on the above steps S201-S204, the mapping from the static stress-total strain curve to the Tz spring model can be completed. For example, the mapping process is as follows: Figure 5 As shown.

[0060] Step S205: Embed the tz model curve into the finite element model, and use the finite element model to perform a vertical load response analysis on the target site soil layer of the pile foundation.

[0061] In this embodiment of the invention, a finite element analysis model is used to predict or inversely simulate the working state of actual pile foundations under vertical loads, thereby providing a quantitative basis for the design optimization of offshore piles.

[0062] In an optional embodiment, when performing vertical load pile foundation response analysis on the soil layers of a target site using a finite element model, borehole soil samples from the target site can be measured to obtain basic physical indicators such as initial moisture content and plastic limit. These indicators are then input into the finite element model for subsequent analysis. For example, the obtained indicators include... Figure 6 As shown.

[0063] The vertical load-based pile foundation response analysis method provided in this embodiment obtains data related to the TZ spring model and maps the static stress-total strain curve. It then combines the elastic and plastic mapping coefficients to obtain the TZ spring model. This calculation method considers the influence of soil and load characteristics on the pile foundation TZ spring model, making the model more accurate. Therefore, embedding the TZ model curve into the finite element model to perform vertical load-based pile foundation response analysis on the target site soil layer yields more accurate analysis results. Furthermore, the method provided in this embodiment can directly map the static stress-total strain curve parameters to obtain the TZ spring model, making the method simpler.

[0064] In an optional embodiment, after performing step S204 above, the method provided by the present invention further includes the following steps: Step a1: Obtain the measured pile load data of the target site in the Mediterranean Sea, as well as the measured axial force of the cross section at different locations along the pile depth and the measured vertical displacement at the seabed.

[0065] The measured pile load data is the actual vertical load acting on the top of the pile. The axial force of the measured section at different locations along the pile depth is measured by sensors on the pile body. The axial force of the pile section at different depths is used as the measured axial force of the section at different locations along the pile depth. The vertical displacement at the measured seabed can be calculated by the sensors.

[0066] Step a2: The finite element beam-spring analysis model is constructed using the Tz model curve as the boundary condition. The Tz model curve is constructed by executing steps S201-S204 above.

[0067] In an alternative embodiment, the constructed finite element beam-spring analysis model is used to calculate the pile response data based on the tz spring curve.

[0068] For example, a finite element beam-spring analysis model can be constructed using Abaqus, or it can be constructed using languages ​​such as Python or Matlab. The springs used are the tz springs proposed in this invention, which are used as boundary conditions in the calculation of the equilibrium equations.

[0069] Step a3: Input the measured pile load data into the finite element beam-spring analysis model to perform pile foundation response analysis under vertical load, and obtain the axial force of the cross section at different locations along the pile depth and the vertical displacement at the seabed.

[0070] The measured pile top load was applied as a boundary condition to the pile top nodes of the finite element model, ensuring that the model was under the exact same loading conditions as the real world. The finite element analysis model was then started, and nonlinear analysis was performed on the constructed beam-spring model using the Tz curve as the core parameter, outputting a complete set of quantifiable axial force and displacement predictions. This set of prediction data serves as the basis for subsequent comparison with measured data and for evaluating the accuracy of the Tz curve.

[0071] Step a4: Determine the measured curve based on the measured axial force and measured vertical displacement at the seabed at different locations. The measured curve is used to characterize the relationship between the measured axial force and measured vertical displacement at the seabed at different locations.

[0072] The measured curves illustrate how the axial force at different depths changes with overall seabed settlement under actual loads. For each depth, an axial force-displacement relationship is established between the measured axial force at the cross-section and the measured vertical displacement at the seabed.

[0073] Step a5: Determine the analysis curve based on the axial force of the cross section at different locations and the vertical displacement at the seabed. The analysis curve is used to characterize the relationship between the axial force of the cross section and the vertical displacement at the seabed at different locations.

[0074] From the finite element analysis results, the axial force and seabed displacement of the model calculation section at the same depth as the actual measurement are extracted, and the axial force-displacement relationship curve is plotted to obtain the analysis curve.

[0075] Step a6: Determine the accuracy of the tz model curve based on the correlation between the measured curve and the analysis curve within the support.

[0076] Figure 7This is a schematic diagram showing the comparative results of monotonic load model tests on pile foundations using the monotonic Tz model of this invention. It illustrates the comparison between the axial force of the cross-section measured at different locations along the pile depth and the vertical displacement at the seabed, including measured values ​​and inversion analysis results. Figure 8 This is a schematic diagram comparing the measured results and the back analysis results of the axial force along the pile section of the present invention; it shows the comparison between the measured results and the back analysis results of the axial force along the pile section under different pile head load levels.

[0077] like Figure 7 and Figure 8 The comparison chart shows that the measured curves and the analytical curves at the same depth are plotted on the same graph. By comparing the trends and other characteristics of the curves, it can be determined that the two types of curves have a high degree of agreement. Therefore, it can be proved that the Tz spring model has high accuracy.

[0078] The vertical load-based pile foundation response analysis method provided in this embodiment evaluates the accuracy of the TZ spring model by comparing the measured curve with the curve calculated based on the TZ spring, thus proving the accuracy and reliability of the TZ spring model calculated according to this scheme.

[0079] This embodiment also provides a vertical load pile foundation response analysis device, which is used to implement the above embodiments and preferred embodiments, and will not be repeated as already described. As used below, the term "module" can be a combination of software and / or hardware that performs a predetermined function. Although the device described in the following embodiments is preferably implemented in software, hardware implementation, or a combination of software and hardware, is also possible and contemplated.

[0080] This embodiment provides a device for analyzing the response of pile foundations under vertical loads, such as... Figure 9 As shown, it includes: The data acquisition module 901 is used to acquire the parameter values ​​of the undrained shear strength and initial shear modulus of the soil layer at the target site, as well as the static stress-total strain curve.

[0081] The first correlation confirmation module 502 is used to determine the first correlation between static stress, plastic strain and total strain in the target site soil layer by combining the parameter values ​​of the undrained shear strength and initial shear modulus of the target site soil layer and the static stress-total strain curve.

[0082] The third correlation confirmation module 503 is used to determine the third correlation between static stress and elastic strain based on the second correlation between total strain, elastic strain and plastic strain, and the first correlation between static stress, plastic strain and total strain.

[0083] The model calculation module 504 is used to determine the tz model curve characterizing the mapping relationship between frictional resistance and pile settlement based on the fourth correlation between static stress and frictional resistance, the fifth correlation between pile settlement and plastic strain and elastic strain, and the third correlation between static stress and elastic strain.

[0084] The response analysis module 505 is used to embed the Tz model curve into the finite element model and use the finite element model to perform vertical load response analysis on the pile foundation of the target site soil layer.

[0085] The vertical load pile foundation response analysis device provided in this embodiment of the invention can execute the vertical load pile foundation response analysis method provided in any embodiment of the invention, and has the corresponding functional modules and beneficial effects of the method. Further functional descriptions of the above modules and units are the same as in the corresponding embodiments described above, and will not be repeated here.

[0086] Figure 10 This is a schematic diagram of the structure of an electronic device provided in an embodiment of the present invention.

[0087] The following is a detailed reference. Figure 10 This diagram illustrates a suitable structural schematic for implementing an electronic device according to embodiments of the present invention. The electronic device may include a processor (e.g., a central processing unit, graphics processor, etc.) 1001, which can perform various appropriate actions and processes according to a program stored in a read-only memory (ROM) 1002 or a program loaded from memory 1008 into random access memory (RAM) 1003. The RAM 1003 also stores various programs and data required for the operation of the electronic device. The processor 1001, ROM 1002, and RAM 1003 are interconnected via a bus 1004. An input / output (I / O) interface 1005 is also connected to the bus 1004.

[0088] Typically, the following devices can be connected to the I / O interface 1005: input devices 1006 including, for example, a touchscreen, touchpad, keyboard, mouse, camera, microphone, accelerometer, gyroscope, etc.; output devices 1007 including, for example, a liquid crystal display (LCD), speaker, vibrator, etc.; memory devices 1008 including, for example, magnetic tape, hard disk, etc.; and communication devices 1009. Communication device 1009 allows electronic devices to exchange data via wireless or wired communication with other devices. Although Figure 10 Electronic devices with various devices are shown, but it should be understood that it is not required to implement or have all of the devices shown, and more or fewer devices may be implemented or have instead.

[0089] In particular, according to embodiments of the present invention, the processes described above with reference to the flowcharts can be implemented as computer software programs. For example, embodiments of the present invention include a computer program product comprising a computer program carried on a non-transitory computer-readable medium, the computer program containing program code for performing the methods shown in the flowcharts. In such embodiments, the computer program can be downloaded and installed from a network via a communication device 1009, or installed from a memory 1008, or installed from a ROM 1002. When the computer program is executed by the processor 1001, it performs the functions defined in the vertical load pile foundation response analysis method of the embodiments of the present invention.

[0090] Figure 10 The electronic device shown is merely an example and should not be construed as limiting the functionality and scope of the embodiments of the present invention.

[0091] This invention also provides a computer-readable storage medium. The methods described above according to embodiments of the invention can be implemented in hardware or firmware, or implemented as computer code that can be recorded on a storage medium, or implemented as computer code downloaded via a network and originally stored on a remote storage medium or a non-transitory machine-readable storage medium and then stored on a local storage medium. Thus, the methods described herein can be processed by software stored on a storage medium using a general-purpose computer, a dedicated processor, or programmable or dedicated hardware. The storage medium can be a magnetic disk, optical disk, read-only memory, random access memory, flash memory, hard disk, or solid-state drive, etc.; further, the storage medium can also include combinations of the above types of memory. It is understood that computers, processors, microprocessor controllers, or programmable hardware include storage components capable of storing or receiving software or computer code. When the software or computer code is accessed and executed by the computer, processor, or hardware, the vertical load pile foundation response analysis method shown in the above embodiments is implemented.

[0092] A portion of this invention can be applied as a computer program product, such as computer program instructions, which, when executed by a computer, can invoke or provide the methods and / or technical solutions according to the invention through the operation of the computer. Those skilled in the art will understand that the forms in which computer program instructions exist in a computer-readable medium include, but are not limited to, source files, executable files, installation package files, etc. Correspondingly, the ways in which computer program instructions are executed by a computer include, but are not limited to: the computer directly executing the instructions, or the computer compiling the instructions and then executing the corresponding compiled program, or the computer reading and executing the instructions, or the computer reading and installing the instructions and then executing the corresponding installed program. Here, the computer-readable medium can be any available computer-readable storage medium or communication medium accessible to a computer.

[0093] Although embodiments of the invention have been described in conjunction with the accompanying drawings, those skilled in the art can make various modifications and variations without departing from the spirit and scope of the invention, and such modifications and variations all fall within the scope defined by the appended claims.

Claims

1. A method for analyzing the response of pile foundations under vertical loads, characterized in that, The method includes: Obtain the parameter values ​​of undrained shear strength and initial shear modulus of the soil layer at the target site, as well as the static stress-total strain curve. The static stress-total strain curve is used to characterize the relationship between static stress, plastic strain, initial shear modulus, undrained shear strength and total strain. Based on the parameter values ​​of the undrained shear strength and initial shear modulus of the soil layer at the target site, as well as the static stress-total strain curve, the first correlation between static stress, plastic strain and total strain in the soil layer at the target site is determined. Based on the second correlation between total strain, elastic strain, and plastic strain, and the first correlation between static stress, plastic strain, and total strain, a third correlation between static stress and elastic strain is determined. Based on the fourth correlation between static stress and frictional resistance, the fifth correlation between pile settlement and plastic strain and elastic strain, and the third correlation between static stress and elastic strain, the tz model curve characterizing the mapping relationship between frictional resistance and pile settlement is determined. The Tz model curve is embedded into the finite element model, and the finite element model is used to analyze the response of the pile foundation under vertical load on the soil layer of the target site.

2. The method according to claim 1, characterized in that, The first correlation between static stress, plastic strain, and total strain in the soil layer of the target site is as follows: in, For total strain, For stress, The undrained shear strength of the soil. For static stress, The initial shear modulus, This is plastic strain.

3. The method according to claim 2, characterized in that, The second correlation between the total strain, elastic strain, and plastic strain is as follows: in, For total strain, For elastic strain, This is plastic strain.

4. The method according to claim 3, characterized in that, The third correlation between the static stress and the elastic strain is: in, For elastic strain, For stress, The undrained shear strength of the soil. For static stress, This is the initial shear modulus.

5. The method according to claim 4, characterized in that, The fourth correlation between static stress and frictional resistance is: in, For side friction resistance, For maximum side friction resistance, For stress, The undrained shear strength of the soil. It is static stress.

6. The method according to claim 5, characterized in that, The fifth correlation between pile settlement and plastic strain and elastic strain is as follows: in, This refers to the relative axial displacement between the pile and the soil. The diameter of the pile. For elastic mapping coefficients, For plastic mapping coefficients, For elastic strain, This is plastic strain.

7. The method according to claim 1, characterized in that, The method further includes: Obtain measured pile load data of the target site in the Mediterranean Sea, as well as measured axial force at different locations along the pile depth and measured vertical displacement at the seabed. The tz model curves are used as boundary conditions to construct a finite element beam-spring analysis model; The measured pile load data is input into the finite element beam-spring analysis model to perform pile foundation response analysis under vertical load, and the axial force of the cross section at different locations along the pile depth and the vertical displacement at the seabed are obtained. The measured curves are determined based on the measured axial force and measured vertical displacement at the seabed at different locations. The measured curves are used to characterize the relationship between the measured axial force and measured vertical displacement at the seabed at different locations. The analysis curves are determined based on the axial force of the cross section at different locations and the vertical displacement at the seabed. The analysis curves are used to characterize the relationship between the axial force of the cross section and the vertical displacement at the seabed at different locations. The accuracy of the tz model curve is determined based on the correlation between the measured curve and the analytical curve.

8. A device for analyzing the response of pile foundations under vertical loads, characterized in that, The device includes: The data acquisition module is used to acquire the parameter values ​​of the undrained shear strength and initial shear modulus of the soil layer at the target site, as well as the static stress-total strain curve; The first correlation confirmation module is used to determine the first correlation between static stress, plastic strain and total strain in the target site soil layer by combining the parameter values ​​of the undrained shear strength and initial shear modulus of the target site soil layer and the static stress-total strain curve. The third correlation confirmation module is used to determine the third correlation between the static stress and the elastic strain based on the second correlation between the total strain, elastic strain and plastic strain, and the first correlation between the static stress, plastic strain and total strain. The model calculation module is used to determine the tz model curve characterizing the mapping relationship between the frictional resistance and the pile settlement based on the fourth correlation between static stress and frictional resistance, the fifth correlation between pile settlement and plastic strain and elastic strain, and the third correlation between static stress and elastic strain. The response analysis module is used to embed the Tz model curve into the finite element model and use the finite element model to perform vertical load response analysis on the target site soil layer of the pile foundation.

9. An electronic device, characterized in that, include: The system includes a memory and a processor, which are interconnected. The memory stores computer instructions, and the processor executes the computer instructions to perform the vertical load pile foundation response analysis method according to any one of claims 1 to 6.

10. A computer-readable storage medium, characterized in that, The computer-readable storage medium stores computer instructions for causing the computer to execute the vertical load pile foundation response analysis method according to any one of claims 1 to 6.

11. A computer program product, characterized in that, Includes computer instructions for causing a computer to execute the vertical load pile foundation response analysis method according to any one of claims 1 to 6.

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