Numerical simulation method and system for soil squeezing effect in pile foundation static pressure process

Abstract

The present application relates to the technical field of data processing, in particular to a method and system for numerical simulation of soil squeezing effect in pile static pressing process, the method comprising: obtaining soil squeezing test data in pile static pressing process; determining distances from different regions to the pile according to the soil squeezing test data, and matching analysis steps for different regions according to the distances, so as to analyze soft soil movement law of different regions according to the analysis steps, and obtain soft soil movement coefficients; analyzing the influence of clay shedding attached to the pile on friction in the process of pile pressing according to the soil squeezing test data and the soft soil movement coefficients, and obtaining clay shedding coefficients of the clay attached to the pile; correcting the preset pile end pressure according to the soft soil movement coefficients and the clay shedding coefficients of the clay attached to the pile, and obtaining corrected pile end pressure; and simulating the numerical value of soil squeezing effect in pile static pressing process according to the corrected pile end pressure, so as to improve the accuracy of numerical simulation of soil squeezing effect in pile static pressing process and avoid waste of calculation efficiency.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of data processing, in particular to a numerical simulation method and system for soil squeezing effect in pile static pressing process. BACKGROUND

[0002] In the static pile construction in soft soil area, the evolution process of the stress field and displacement field of the soil in the pile pressing process can be dynamically restored based on the actual engineering geological model through numerical simulation, the influence degree of soil squeezing on the surrounding environment is quantitatively predicted, and the pile pressing sequence, rate and interval time are optimized accordingly to avoid the loss caused by blind construction. At the same time, numerical simulation can replace part of the high-cost field pile testing to reduce the engineering cost under the premise of ensuring construction safety.

[0003] However, in the traditional method, the process of pile static pressing is numerically simulated, which cannot adapt to the characteristics of soft soil, and the pressure gradient of soft soil is calculated by using fixed step length. The near-pile area is difficult to accurately capture the characteristics of clay due to the rapid change of pressure, and the far-pile area will cause waste of calculation efficiency due to redundant step length. In addition, if the clay is always attached to the pile body, the movement characteristics of the soft soil itself will be ignored, which will make the simulated pile pressing force deviate from the actual situation, and further reduce the accuracy of numerical simulation.

[0004] Therefore, how to improve the accuracy of numerical simulation of soil squeezing effect in pile static pressing process and avoid waste of calculation efficiency is a problem to be solved at present. SUMMARY

[0005] In order to solve the technical problem of how to improve the accuracy of numerical simulation of soil squeezing effect in pile static pressing process and avoid waste of calculation efficiency, the purpose of the present application is to provide a numerical simulation method and system for soil squeezing effect in pile static pressing process, and the technical solution is as follows:

[0006] The present application provides a numerical simulation method for soil squeezing effect in pile static pressing process, which comprises:

[0007] Obtaining soil squeezing test data in pile static pressing test process;

[0008] According to the soil squeezing test data, the distances of different regions to the pile body are determined, and the analysis step lengths of the different regions are matched according to the distances, so as to analyze the movement law of soft soil in different regions according to the analysis step lengths, and obtain the soft soil movement coefficient;

[0009] According to the soil squeezing test data and the soft soil movement coefficient, the influence of the clay falling off from the pile body on the friction in the pile pressing process is analyzed, and the clay falling off coefficient of the pile body is obtained;

[0010] According to the soft soil movement coefficient and the pile body attached clay shedding coefficient, a preset pile end pressure is corrected to obtain a corrected pile end pressure;

[0011] According to the corrected pile end pressure, an earth squeezing effect in a pile foundation static pressure process is simulated.

[0012] In an embodiment of the present application, the obtaining of the earth squeezing test data in the pile foundation static pressure test process comprises:

[0013] Through indoor test, soft soil characteristic data is collected, the soft soil characteristic data comprising a soft soil void ratio and a plasticity index;

[0014] Through a plate load test, a pile end soil bearing capacity is determined.

[0015] Pile body design parameters are obtained, the pile body design parameters comprising a pile diameter and a pile length.

[0016] Through pressure pile test of the selected test pile, pressure pile test data is obtained, the pressure pile test data comprising a measured pressure pile force, a pile end settlement, pile body stress data and pile side clay shedding data.

[0017] The soft soil characteristic data, the pile end soil bearing capacity, the pile body design parameters and the pressure pile test data are integrated as the earth squeezing test data.

[0018] In an embodiment of the present application, according to the earth squeezing test data, distances of different regions to the pile body are determined, and an analysis step length is matched for the different regions according to the distances, so that the soft soil movement law of the different regions is analyzed according to the analysis step length to obtain a soft soil movement coefficient, comprising:

[0019] According to the pile diameter of the pile body and the absolute distances of the different regions to the pile body center in the earth squeezing test data, distance coefficients corresponding to the regions are calculated.

[0020] According to the distance coefficients, a preset step length adjustment reference and a maximum distance coefficient, dynamic analysis step lengths corresponding to the regions are calculated, wherein the step length adjustment reference is determined according to a previous survey report.

[0021] Taking the pile body center as a starting point, measurement points are arranged along the radial direction according to the dynamic analysis step lengths corresponding to the regions in sequence, and soft soil movement characteristic data of each measurement point is collected through a physical device.

[0022] According to the pile body penetration speed and the soft soil yield stress in the soft soil movement characteristic data, the soft soil movement coefficient is calculated, wherein the soft soil yield stress is determined according to a soil layer name in the previous survey report, and the pile body penetration speed is determined according to a construction scheme.

[0023] In an embodiment of the present application, the analysis of the influence of the clay adhesion loss of the pile during the pile pressing process on the friction force according to the squeezing test data and the soft soil movement coefficient to obtain the clay adhesion loss coefficient of the pile comprises:

[0024] The pile pressing process is segmented according to a preset time interval to obtain a plurality of time periods;

[0025] For each time period, the vertical movement depth of the soft soil, the radial diffusion range, and the soft soil loss volume in the time period are determined according to the squeezing test data and the soft soil movement coefficient;

[0026] The soft soil loss volume is continuously obtained until the pile pressing depth reaches the engineering design depth, and the total soft soil loss volume is obtained, with the pile pressing to the engineering design depth as the iteration stop condition.

[0027] The clay adhesion loss coefficient of the pile is determined according to the total soft soil loss volume and the maximum range volume of the soft soil affected by the pile extrusion, wherein the maximum range volume of the soft soil affected by the pile extrusion is the volume of a cylinder with the radius of the pile extrusion affected area as the horizontal boundary and the engineering design depth as the vertical boundary.

[0028] In an embodiment of the present application, the determination of the vertical movement depth of the soft soil, the radial diffusion range, and the soft soil loss volume in the time period according to the squeezing test data and the soft soil movement coefficient for each time period comprises:

[0029] The vertical movement increment of the soft soil is determined according to a preset drag proportion coefficient, the pile pressing speed of the current time period, and the time interval.

[0030] The vertical movement depth of the soft soil in the current time period is determined according to the vertical movement depth of the soft soil in the previous time period and the vertical movement increment of the soft soil in the current time period.

[0031] The radial diffusion increment of the soft soil is determined according to a preset diffusion proportion coefficient, a soft soil movement coefficient, a soft soil flow speed, and a time interval, wherein the soft soil flow speed is the flow speed of the soft soil under the action of only gravity or stratum pressure without pile extrusion.

[0032] The radial diffusion range in the current time period is determined according to the radial diffusion range in the previous time period and the radial diffusion increment of the soft soil in the current time period.

[0033] The soft soil loss volume increment in the current time period is determined according to the vertical movement depth of the soft soil in the current time period, the radial diffusion range in the current time period, and the radial diffusion range in the initial time period.

[0034] obtaining the soft soil shedding volume according to the soft soil movement coefficient of the current time period and the soft soil shedding volume of the previous time period.

[0035] In an embodiment of the present application, the preset pile end pressure is corrected according to the soft soil movement coefficient and the pile body attached clay shedding coefficient to obtain a corrected pile end pressure, including:

[0036] determining a pile end pressure correction coefficient according to the soft soil movement coefficient and the pile body attached clay shedding coefficient of the different regions;

[0037] correcting the preset pile end pressure according to the pile end pressure correction coefficient to obtain the corrected pile end pressure, wherein the preset pile end pressure is a pile end loading force set only according to a pile end soil bearing capacity.

[0038] In an embodiment of the present application, the pile end pressure correction coefficient is determined according to the soft soil movement coefficient and the pile body attached clay shedding coefficient of the different regions, including:

[0039] setting a soft soil movement influence weight and a shedding influence weight, wherein the sum of the soft soil movement influence weight and the shedding influence weight is 1, the soft soil movement influence weight is an influence weight of soft soil movement on pressure dispersion, and the shedding influence weight is an influence weight of clay shedding on pile side friction;

[0040] determining a pile end pressure correction coefficient according to the soft soil movement coefficient, the pile body attached clay shedding coefficient, the soft soil movement influence weight and the shedding influence weight.

[0041] In an embodiment of the present application, the preset pile end pressure is corrected according to the pile end pressure correction coefficient to obtain the corrected pile end pressure, including:

[0042] multiplying the preset pile end pressure by the pile end pressure correction coefficient to obtain the corrected pile end pressure.

[0043] In an embodiment of the present application, the process of extrusion effect value in the process of static pressure of the pile foundation is simulated according to the corrected pile end pressure, including:

[0044] the corrected pile end pressure is applied to the pile body by displacement control or force control to simulate the process of the pile body being pressed from an initial position to an engineering design depth;

[0045] in the simulation process, the pile body stress distribution, the pile end settlement and the surrounding soil displacement field data are monitored;

[0046] After the simulation ends, according to the stress distribution of the pile body, the pile end settlement amount and the surrounding soil displacement field data, a change curve corresponding to the pile pressing force and displacement, a maximum stress value of the pile body and a soil displacement cloud chart are outputted.

[0047] The embodiment of the application further provides a numerical simulation system for the squeezing effect in the pile foundation static pressing process, and the system comprises:

[0048] A data acquisition module is configured to acquire squeezing test data in the pile foundation static pressing process.

[0049] A soft soil movement law analysis module is configured to determine distances from different regions to the pile body according to the squeezing test data, match analysis step lengths for the different regions according to the distances, analyze the soft soil movement law of the different regions according to the analysis step lengths, and obtain soft soil movement coefficients.

[0050] A clay shedding analysis module is configured to analyze the influence of clay shedding attached to the pile body on the friction in the pile body pressing process according to the squeezing test data and the soft soil movement coefficients, and obtain a clay shedding coefficient of the clay attached to the pile body.

[0051] A pile end pressure correction module is configured to correct a preset pile end pressure according to the soft soil movement coefficients and the clay shedding coefficient of the clay attached to the pile body, and obtain a corrected pile end pressure.

[0052] A numerical simulation module is configured to simulate the numerical value of the squeezing effect in the pile foundation static pressing process according to the corrected pile end pressure.

[0053] The application has the following beneficial effects:

[0054] Firstly, by acquiring the data of the squeezing test including the characteristics of soft soil, pile body parameters, and measured pile pressing data, etc., the basic basis that conforms to the actual engineering scene is provided, and the simulation deviation caused by the data deviating from the actual situation is avoided; then, according to the distance matching analysis step of different regions to the pile body, the differences of the soft soil movement law can be targetedly adapted, the small step is matched in the near pile area due to the fast pressure change, the details of the soft soil movement can be accurately captured to ensure the accuracy of the calculation of the soft soil movement coefficient, the large step is matched in the far pile area due to the gentle pressure change, the redundant calculation can be reduced to avoid the waste of efficiency, and the problems of inaccuracy in the near pile area and low efficiency in the far pile area caused by the fixed step are solved; then, the influence of the clay shedding on the friction is analyzed combined with the data of the squeezing test and the soft soil movement coefficient, and the shedding coefficient is obtained, the clay shedding effect caused by the soft soil movement characteristics is quantified, and the calculation deviation of the pile pressing force caused by the overestimation of the friction is corrected; finally, the preset pile end pressure set according to the soil bearing capacity at the pile end is corrected based on the soft soil movement coefficient and the clay shedding coefficient, the corrected pile end pressure is more in line with the actual working condition of the soft soil, and then the numerical simulation is carried out based on this, and finally the high consistency between the simulation result and the actual pile pressing process is realized, the accuracy of the numerical simulation of the squeezing effect is improved, and the waste of calculation efficiency is avoided through the dynamic adaptation of the step. BRIEF DESCRIPTION OF DRAWINGS

[0055] In order to more clearly illustrate the technical solutions in the embodiments of the present application or the prior art, and the advantages thereof, below, a brief introduction will be given to the drawings needed to be used in the embodiments or the prior art description. Obviously, the drawings in the following description only show some embodiments of the present application, and for those skilled in the art, other drawings can also be obtained without creative labor based on these drawings.

[0056] Figure 1 A flowchart of a pile foundation static pressing process squeezing effect numerical simulation method provided by an embodiment of the present application;

[0057] Figure 2 A structural diagram of a pile foundation static pressing process squeezing effect numerical simulation system provided by an embodiment of the present application. DETAILED DESCRIPTION

[0058] In order to further illustrate the technical means and effects taken by the present application to achieve the predetermined invention purpose, below, the specific implementation, structure, features and effects of the pile foundation static pressing process squeezing effect numerical simulation method and system according to the present application are described in detail in combination with the drawings and preferred embodiments. In the following description, different embodiments or another embodiment do not necessarily refer to the same embodiment. In addition, the specific features, structures or characteristics in one or more embodiments can be combined in any suitable form.

[0059] It should be noted that the terms "first," "second," etc., in the specification and accompanying drawings of this application are used to distinguish similar objects and are not necessarily used to describe a specific order or sequence. It should be understood that such data can be interchanged where appropriate so that the embodiments of this application described herein can be implemented in orders other than those illustrated or described herein. Furthermore, the terms "including" and "having," and any variations thereof, are intended to cover non-exclusive inclusion; for example, a process, method, system, product, or apparatus that includes a series of steps or units is not necessarily limited to those steps or units explicitly listed, but may include other steps or units not explicitly listed or inherent to such processes, methods, products, or apparatus.

[0060] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention pertains.

[0061] The following description, in conjunction with the accompanying drawings, details the specific scheme of the numerical simulation method and system for soil squeezing effect during static pressure of pile foundation provided by this invention.

[0062] To address the problem of how to improve the accuracy of numerical simulation of soil squeezing effect during static pressure of pile foundations and avoid wasting computational efficiency in the prior art, embodiments of this application propose a numerical simulation method for soil squeezing effect during static pressure of pile foundations and a numerical simulation system for soil squeezing effect during static pressure of pile foundations. These embodiments will be described in detail below.

[0063] Please see Figure 1 , Figure 1 This is a flowchart illustrating a numerical simulation method for soil squeezing effect during static pressure testing of pile foundations, provided in one embodiment of the present invention.

[0064] like Figure 1 As shown in an exemplary embodiment, the numerical simulation method for soil squeezing effect during pile foundation static pressure process includes at least steps S110 to S150, which are described in detail below:

[0065] In step S110, the soil squeezing test data during the static pressure test of the pile foundation is obtained.

[0066] Among them, the static pressure process of pile foundation is a link in the static pressure pile construction technology. It is the whole process of using the static pressure of the pile driver to slowly and steadily press the precast pile into the underground soil layer until the pile body reaches the engineering design depth. This process does not require hammering and has the characteristics of low noise and low vibration. It is widely used in the construction of soft soil, cohesive soil and other strata that are sensitive to vibration.

[0067] The soil squeezing effect is an engineering phenomenon generated in the process of pile foundation pressing, that is, when the pile occupies the space of the soil layer, it will squeeze the surrounding soil, causing stress redistribution and displacement of the soil, which may cause problems such as ground uplift, pipeline deformation, and adjacent building subsidence.

[0068] The numerical simulation is an engineering analysis method based on mathematical models, physical laws and computer technology. By abstracting the actual engineering problem into a calculable mathematical equation, inputting the relevant parameters and solving by computer, the engineering process can be dynamically restored and the engineering results can be predicted, replacing part of the high-cost field test.

[0069] The pile foundation static test is a key test link before pile foundation construction. By selecting a representative test pile, using a pile press to apply static pressure, monitoring the bearing capacity, settlement and stress of the pile, the rationality of the pile design and the adaptability of the soil layer are verified, and the basis for formal construction is provided.

[0070] The soil squeezing test data are a collection of various data related to the soil squeezing effect collected in the pile foundation static test, including soil physical parameters, pile design parameters, and measured mechanical data, which are the basis for numerical simulation.

[0071] In step S120, the distances of different regions to the pile are determined according to the soil squeezing test data, and the analysis step lengths are matched for the different regions according to the distances, so that the soft soil movement law of different regions is analyzed according to the analysis step lengths, and the soft soil movement coefficient is obtained.

[0072] The soft soil movement is different at different positions when the pile is squeezed. The pressure changes quickly in the near-pile area and slowly in the far-pile area, so a dynamic step length is needed to adapt. A small step length is needed to calculate the pressure gradient in the near-pile area, and a large step length is needed to improve the calculation efficiency in the far-pile area. Self-adaptive step length iteration is used to adjust the step length, and a distance coefficient is added on this basis. The near-pile area and the far-pile area are distinguished by judging the distance relationship with the center of the pile, and the error standard is customized for different regions. The error standard is tightened in the near-pile area to force the step length to be reduced to ensure the accuracy of the pressure gradient calculation, and the error standard is relaxed in the far-pile area to allow the step length to be enlarged to avoid waste of efficiency. Finally, the soft soil movement coefficient is calculated by the gradient.

[0073] The distance of different regions to the pile is determined according to the soil squeezing test data, that is, the spatial distance between the surrounding soil region and the pile is determined based on the pile position and soil distribution in the test data, which provides a basis for zoned analysis. In this embodiment, based on the pile diameter in the soil squeezing test data, the absolute distance r is converted into a relative distance coefficient, which quantifies the near-pile area and the far-pile area. When the distance is small, it is determined as the near-pile area; when the distance is large, it is determined as the far-pile area. This quantification method can adapt to different pile diameter engineering scenarios and avoid zoned deviation caused by differences in pile diameter.

[0074] wherein the analysis step is a key parameter in numerical calculation, that is, the interval scale of each calculation when the continuous engineering process is discretized, and the step size directly affects the calculation accuracy and efficiency. A small step size has high accuracy but low efficiency, and a large step size has high efficiency but low accuracy. In this embodiment, the analysis step is a spatial step, and is a dynamically adjusted step, the size of which is determined by the distance coefficient, the step adjustment reference, and the maximum distance coefficient, ensuring that a small step size is used in the near-pile area and a large step size is used in the far-pile area.

[0075] wherein the analysis step is matched according to the distance for different regions, which is an optimization strategy for zoned calculation, that is, different calculation steps are matched according to the distance difference between different regions and objects to balance accuracy and efficiency. In this embodiment, this step matches differentiated steps for the near-pile area and the far-pile area based on the distance coefficient zoned results: the near-pile area needs a small step size to capture the details of soft soil movement due to rapid pressure changes, ensuring accurate calculation of the pressure gradient; the far-pile area needs a large step size to reduce redundant calculation and avoid efficiency waste due to the gentle pressure changes.

[0076] wherein the soft soil movement law is the movement characteristics of soft soil under external load, including the variation law of movement speed, displacement direction, and movement range with time or space, and the movement law of soft soil is significantly different from that of hard soil due to its strong fluidity. In this embodiment, the law specifically refers to the radial and vertical movement characteristics of soft soil under the static pressure extrusion of the pile foundation: after being extruded, the soft soil in the near-pile area slightly moves vertically with the pile body and quickly spreads horizontally to all directions; the soft soil in the far-pile area mainly slowly spreads horizontally, and there is a phenomenon of clay falling off from the side of the pile during the movement process. This law is converted into a quantifiable soft soil movement coefficient through dynamic step size combined with measurement point collection.

[0077] wherein the soft soil movement coefficient is an index for quantifying the movement ability of soft soil, which is usually related to the yield stress of soft soil and the speed of external load, and the larger the coefficient, the easier the soft soil moves under external force. The coefficient can be obtained by setting the calculation step size to collect regional characteristic data and then constructing a formula based on the data.

[0078] In step S130, the influence of the clay attached to the pile body falling off on the friction during the pile body pressing process is analyzed according to the compaction test data and the soft soil movement coefficient, and a clay falling coefficient of the clay attached to the pile body is obtained.

[0079] wherein the clay attached to the pile body during the pile body pressing process will not always be attached, but will gradually fall off and spread to all directions as the pressing process proceeds, that is, the boundary between the clay that has fallen off and the clay that has not fallen off is dynamically changing. Based on the soft soil movement coefficient, a drag term is added to the level set algorithm to let the algorithm know that the boundary will change with the pile body, and a diffusion term is added to let the algorithm know that the boundary will spread with the soft soil, so as to accurately calculate the dynamic boundary and count the volume of the fallen clay.

[0080] The pile body attached clay shedding coefficient is an index quantifying the degree of clay shedding on the side of the pile, is related to the pile body penetration speed and the soft soil movement ability, and the greater the coefficient, the more clay is shed on the side of the pile. The influence of clay shedding on the mechanical properties can be analyzed in combination with test data and movement indexes, and then converted into a quantitative coefficient.

[0081] In step S140, the preset pile end pressure is corrected according to the soft soil movement coefficient and the pile body attached clay shedding coefficient, to obtain a corrected pile end pressure.

[0082] The purpose of pile foundation construction is to press the pile to the design depth with appropriate force, so the soft soil movement coefficient and the volume of shed clay can be used to correct the influence of soft soil movement and clay shedding on the pressure, which is ignored in the traditional calculation of pile end pressure based only on the pile end soil bearing capacity. The faster the soft soil moves, the smaller the pile end pressure needs to be corrected, because the effective force demand will be less. The more clay is shed, the greater the pile end pressure needs to be corrected, because the clay that moves with the pile is deep soft soil that is not moved, and the deep soft soil is stationary and will hinder the downward movement of the clay, providing an upward resistance to the clay. The clay will in turn provide a downward reaction force to the pile, providing a downward assist to the pile.

[0083] The preset pile end pressure is the pile end loading force set before the pile foundation static pressure construction, which is usually calculated based on the pile end soil bearing capacity and is the initial reference value of the pressure applied by the pile press. Correction is an optimization method in engineering calculation, that is, for the deviation of the initial parameters from the actual working conditions, the initial parameters are adjusted to better fit the actual situation by introducing correction coefficients and additional influencing factors. In this embodiment, the initial parameters can be adjusted by constructing a correction formula in combination with multiple quantitative indexes.

[0084] In step S150, the soil squeezing effect value during the pile foundation static pressure process is simulated according to the corrected pile end pressure.

[0085] With the corrected parameters, the engineering process is restored by computer software and the results are output, a pile foundation model in soft soil area can be established in the numerical simulation software, the corrected pile end pressure P is input; in the second step, P is applied by force control mode to simulate the whole process of the pile body being pressed from the ground to the design depth; the pile body stress distribution, pile end settlement, and surrounding soil displacement field are monitored in real time during the simulation process, and the pressure-pile force and displacement curve, maximum stress value of the pile body, and soil displacement cloud chart are output after the simulation is completed, providing a direct basis for subsequent construction parameter setting.

[0086] From the above steps S110 to S150, in the scheme proposed in the embodiment, before the pile body pressure pile construction is carried out for the construction site, the construction effect is predicted through numerical simulation, the construction site needs to determine the pressure of the pile driver in advance, the traditional pile end pressure is corrected to the pressure suitable for soft soil through the application, the numerical simulation before construction can restore the real situation more, and simulation basis is provided for subsequent construction speed setting, surrounding protection range demarcation and the like of the construction site. First, the compaction test data including soft soil characteristics, pile body parameters, measured pile pressing data and the like are acquired, the basis suitable for the actual engineering scene is provided, and simulation deviation caused by data deviating from the actual situation is avoided; then, the analysis step is matched according to the distance of different regions to the pile body, the soft soil movement law difference can be adaptively fitted, the small step length is matched for the near pile area because of the fast pressure change, the soft soil movement details can be accurately captured to ensure the accuracy of the soft soil movement coefficient calculation, the large step length is matched for the far pile area because of the gentle pressure change, redundant calculation can be reduced to avoid efficiency waste, and the problems of inaccuracy of the near pile area and low efficiency of the far pile area caused by the fixed step length are solved; then, the influence of clay shedding on friction is analyzed in combination with the compaction test data and the soft soil movement coefficient, and the shedding coefficient is obtained, the clay shedding effect caused by the soft soil movement characteristics is quantified, and the calculation deviation of the pile pressing force caused by the overestimation of the friction is corrected; finally, the preset pile end pressure set according to only the pile end soil bearing capacity is corrected based on the soft soil movement coefficient and the clay shedding coefficient, the corrected pile end pressure is more suitable for the actual working condition of the soft soil, and numerical simulation is carried out based on this, and finally, the high consistency of the simulation result and the actual pile pressing process is realized, the accuracy of the compaction effect numerical simulation is improved, and the waste of calculation efficiency is avoided through the dynamic adaptation of the step length.

[0087] In some embodiments, the compaction test data in the pile foundation static test process is obtained, including:

[0088] The soft soil characteristic data is collected through the indoor test, and the soft soil characteristic data includes the void ratio and plasticity index of the soft soil.

[0089] The pile end soil bearing capacity is determined through the plate loading test.

[0090] The pile body design parameters are acquired, and the pile body design parameters include the pile diameter and pile length.

[0091] The pile pressing test data is acquired through the pile pressing test of the selected test pile, and the pile pressing test data includes the measured pile pressing force, pile end settlement, pile body stress data and pile side clay shedding data.

[0092] The soft soil characteristic data, the pile end soil bearing capacity, the pile body design parameters and the pile pressing test data are integrated as the compaction test data.

[0093] The void ratio and the plasticity index of the soft soil are indexes for characterizing the physical and mechanical properties of the soft soil. The void ratio is the ratio of the pore volume in the soil to the volume of solid particles, and reflects the compactness of the soft soil. The greater the void ratio, the looser the soft soil, the stronger the compressibility, and the higher the flowability. The plasticity index is the difference between the liquid limit and the plastic limit of the soft soil, and reflects the plasticity and viscosity of the soft soil. The greater the plasticity index, the stronger the viscosity of the soft soil, the easier it is to adhere to the pile body, and the more difficult it is to fall off.

[0094] The plate loading test is an in-situ test method for directly determining the bearing capacity and deformation characteristics of the soil layer under vertical load. A rigid circular or square plate is placed on the surface of the soil layer, and a vertical load is applied to the plate according to a predetermined grading standard. The settlement of the plate under each load is measured synchronously, and a load-settlement curve is drawn. The bearing capacity of the soil layer is determined according to the specification.

[0095] The pile tip soil bearing capacity is the maximum vertical pressure that the unit area of the soil layer at the pile tip can withstand, and is an index for pile body design and pile pressing force setting. If the pile pressing force exceeds the pile tip soil bearing capacity, it will cause damage to the pile tip soil layer and excessive settlement of the pile body, affecting the safety of the project.

[0096] The key size and material parameters of the pile body can be extracted from the project design file. These parameters directly affect the interaction range of the pile body and the soil.

[0097] The pile pressing test is a verification test before the formal construction of the pile foundation. A small number of test piles are selected for pile pressing according to the design scheme, and the stress, settlement, and soil response data in the actual construction are obtained to verify the reasonableness of the design and optimize the construction parameters.

[0098] The measured pile pressing force, pile tip settlement, pile body stress data, and pile side clay shedding data are the outputs of the pile pressing test, which reflect the pile body stress, pile body deformation, pile body internal state, and pile-soil interface interaction, and together form a complete data chain of dynamic soil compaction effect. The actual pile pressing process of the test pile can convert the dynamic pile-soil interaction into quantifiable data, providing a basis for formal construction and numerical simulation.

[0099] In this embodiment, the layered collection, multi-dimensional verification, and system integration of the soil compaction test data acquisition provide accurate, comprehensive, and soft soil characteristic-based data support for the numerical simulation of the entire pile foundation static pressure soil compaction effect, directly solving the problems of one-sided data, laboratory data and site disconnection, and neglecting the key characteristics of soft soil in traditional simulation, which leads to simulation deviation.

[0100] In some embodiments, the distance from the different regions to the pile body is determined according to the soil compaction test data, and an analysis step size is matched for the different regions according to the distance, so as to analyze the soft soil movement law of different regions according to the analysis step size, and obtain a soft soil movement coefficient, including:

[0101] According to the pile diameter of the pile body and the absolute distance from different regions to the center of the pile body in the soil squeezing test data, the distance coefficients corresponding to the regions are calculated;

[0102] According to the distance coefficients, a preset step length adjustment reference, and a maximum distance coefficient, dynamic analysis step lengths corresponding to the regions are calculated, wherein the step length adjustment reference is determined according to a previous investigation report;

[0103] Taking the center of the pile body as a starting point, measurement points are arranged along the radial direction according to the dynamic analysis step lengths corresponding to the regions in sequence, and soft soil movement characteristic data of each measurement point are collected by a physical device;

[0104] According to the pile body penetration speed and the soft soil yield stress in the soft soil movement characteristic data, the soft soil movement coefficient is calculated, wherein the soft soil yield stress is determined according to the soil layer name in the previous investigation report, and the pile body penetration speed is determined according to a construction scheme.

[0105] The pile diameter of the pile body is the size of the cross section of the pile body, usually refers to the outer diameter of the prefabricated pile, and is a key parameter for determining the influence range of the pile foundation soil squeezing, the larger the pile diameter is, the larger the space occupied by the pile body is when being pressed down, the stronger the squeezing effect on the surrounding soil is, and the wider the influence radius of the soil squeezing is.

[0106] The absolute distance from different regions to the center of the pile body is a physical quantity for describing a spatial position, that is, the straight line distance from the geometric center point of an arbitrary region of the surrounding soil to the center point of the cross section of the pile body, directly reflects the strength of the squeezing effect on the region, the smaller the distance is, the stronger the squeezing effect is, and the larger the distance is, the weaker the squeezing effect is.

[0107] The distance coefficient is a dimensionless relative distance index, and the size influence is eliminated by the ratio of the absolute distance to the characteristic size, so that the analysis standards of different scale projects are unified.

[0108] The step length adjustment reference is an initial reference value of the dynamic step length in numerical calculation, that is, a basic step length set according to the basic characteristics of the engineering scene, determines the starting point of the step length adjustment, and needs to take into account the basic precision and efficiency.

[0109] The maximum distance coefficient is an upper threshold for limiting the growth of the dynamic step length, avoiding the step length from being infinitely increased due to the distance being too far, and thus losing the calculation precision.

[0110] The dynamic analysis step length is a numerical calculation interval that is adaptively adjusted according to the characteristics of the calculation region, which is different from the traditional fixed step length, and can realize small step length in the precision sensitive area and large step length in the efficiency sensitive area.

[0111] The pre-investigation report is a technical document issued by a geological investigation unit before the project is started, contains information such as soil layer distribution, soil parameters, geological disaster risks of the project site, and is the basis for engineering design and construction.

[0112] The measuring point is a spatial sampling point of data acquisition, i.e., a specific position for obtaining a physical quantity arranged at a set interval in the calculation region, and the point density directly affects the representativeness of the data.

[0113] The physical device is a special instrument for collecting field measurement data, which needs to have high precision and anti-interference characteristics to ensure that the data is true and reliable. In this embodiment, the device includes three types of instruments: a displacement sensor for measuring the radial / vertical displacement of soft soil at the measuring point; a stress sensor for measuring the pressure change of soft soil; and a speed sensor for measuring the pile body pressure-in speed and soft soil flow speed. The three types of devices work together to directly obtain the pile body pressure-in speed and soft soil yield stress required for calculating the soft soil motion coefficient, avoiding deviations caused by data estimation.

[0114] The soft soil motion characteristic data is a parameter set reflecting the motion state of soft soil under the action of external force, and needs to be able to quantify whether the soft soil is easy to move and how the motion speed is. In this embodiment, the data specifically refers to two types of parameters: pile body pressure-in speed and soft soil yield stress.

[0115] The pile body pressure-in speed is the speed at which the pile body moves downward along the vertical direction during pile foundation static pressure construction, which is determined by the pile driver power and soil layer resistance, and affects the intensity of the soil squeezing effect. The faster the speed, the less time the soft soil has to diffuse, and the more concentrated the squeezing stress is.

[0116] The soft soil yield stress is the critical stress at which the soft soil transitions from elastic deformation to plastic deformation, and is an index reflecting the stiffness of the soft soil. The smaller the yield stress, the easier the soft soil is to deform plastically, and the stronger the motion ability is.

[0117] For example, the influence of pile body squeezing on soft soil decreases with increasing distance. In the near-pile area, the squeezing intensity is high, the soft soil motion displacement is large, and the speed is faster. In the far-pile area, the squeezing effect gradually weakens, and the soft soil motion is more gradual. Therefore, different areas are first divided according to the distance from the pile body; then based on the differences in the motion characteristics of different areas, appropriate step lengths are matched: small step lengths are used in the near-pile area to ensure accuracy, and large step lengths are used in the far-pile area to ensure calculation efficiency; finally, the soft soil motion laws of each area are integrated and converted into quantifiable soft soil motion coefficients.

[0118] The far and near fuzzy concept is converted into a quantitative index. The stress generated by the pile extrusion spreads radially from the center of the pile outward. The closer to the pile, the greater the stress and the more intense the movement of the soft soil. The farther away from the pile, the faster the stress decays. The speed of decay is directly related to the pile diameter. The larger the pile diameter, the greater the range of stress generated. At the same absolute distance, the distance is closer to the pile with a larger diameter, and the stress is stronger. Therefore, the pile diameter d can be used as a reference for stress diffusion, and the absolute distance r is converted into a relative distance, and the distance coefficient The expression can be: When is smaller (r is much smaller than d), it indicates that the position is closer to the pile;

[0119] According to the distance from the pile, the needs of different areas for accuracy and efficiency are balanced. The stress change gradient in the near-pile area is large, and if the step size is set too large, the small differences in stress change are easily missed. The stress change in the far-pile area is gentle, and if the step size is set too small, a large amount of redundant calculation will be generated, wasting efficiency. The expression of the dynamic analysis step size can be:

[0120]

[0121] Where h represents the dynamic analysis step size; represents the step size adjustment reference (obtained according to the previous survey report); represents the distance coefficient; represents the maximum distance coefficient. It should be noted that, in order to ensure that the calculation result is meaningful, when performing fractional operation, if the denominator is 0, a parameter adjustment factor greater than 0 is added to the denominator to prevent the denominator from being 0. The value of the parameter adjustment factor is set to 0.1 by the implementer according to the actual situation.

[0122] Where the basic step size is combined with the continuous growth term of the distance coefficient to synchronize the step size with the continuous decay law of the pile extrusion stress. The step size is taken as the starting point, 1 in ensures that when (pile center position), h is the basic step size ; The numerator in reflects the distance between the calculation position and the pile. The larger the , the more obvious the step size growth. The denominator limits the upper limit of the growth.

[0123] The measurement points are arranged along the radial direction according to the dynamic analysis step size h with the pile center as the starting point, and the soft soil movement characteristic data of each measurement point is collected by a physical device.

[0124] The movement ability of soft soil is essentially the difficulty of deformation under the action of external force (pile body extrusion), overcomes its own resistance, if the action force promoting movement is greater than the resistance inhibiting movement, then the soft soil is easy to move, the expression of the soft soil movement coefficient can be:

[0125]

[0126] Wherein, The soft soil movement coefficient is represented; v represents the pile body pressure speed, which is determined according to the construction scheme; The soft soil yield stress is represented, which is determined according to the soil layer name in the survey report; The S-type activation function is represented. It should be noted that, in order to ensure that the calculation result is meaningful, when the denominator is 0 during the fractional operation, a parameter adjusting factor greater than 0 is added to the denominator to prevent the denominator from being 0, and the value of the parameter adjusting factor is set by the implementer according to the actual situation, and the application is set to 0.1. It should be noted that, in all formulas in the embodiment of the application, the units of the parameters are not considered during calculation, and only numerical values are used for formula calculation, which will not be described further.

[0127] Wherein, The movement rules of different regional soft soil under extrusion are integrated, the characteristics of intense movement near the pile area and gentle change far from the pile area are converted into quantifiable indexes; as a measure of the movement of soft soil, Directly determine the relative movement trend of soft soil and pile body when the pile body is pressed, and provide a basis for calculating the pile body soil shedding coefficient in the next step.

[0128] In the embodiment, first, the absolute distance is converted into a dimensionless value by the distance coefficient, the near and far pile area division standards of different pile diameters are unified, and the step matching confusion caused by the difference in pile diameter is avoided; second, based on the dynamic step formula of the distance coefficient and the maximum distance coefficient, the pressure gradient and movement details are accurately captured in the near pile area with small step length, and the redundant calculation is reduced in the far pile area with large step length, balancing the accuracy requirement and efficiency requirement, solving the problem of inaccuracy in the near pile area and low efficiency in the far pile area of the traditional fixed step length; then, the measuring points are arranged along the radial direction according to the dynamic step length and matched with the calibrated physical equipment, so that the collected soft soil movement characteristic data can truly reflect the movement difference in different areas, and data deviation is avoided; finally, the pile body pressure speed and the soft soil yield stress are converted into the dimensionless soft soil movement coefficient by the sigmoid function, the fuzzy rule of soft soil movement speed is quantified into a calculable parameter, which provides accurate soft soil movement characteristics for subsequent analysis of clay shedding and correction of pile end pressure, improves the accuracy of numerical simulation from the process analysis level, and directly reduces the consumption of computing resources through dynamic adjustment of step length, indirectly improving the simulation efficiency.

[0129] In some embodiments, the analysis of the influence of the clay adhesion of the pile on the friction during the pile pressing process according to the squeezing test data and the soft soil movement coefficient to obtain the clay adhesion coefficient of the pile includes:

[0130] The pile pressing process is segmented according to a preset time interval to obtain a plurality of time periods;

[0131] For each time period, the vertical movement depth of the soft soil, the radial diffusion range, and the soft soil shedding volume in the time period are determined based on the squeezing test data and the soft soil movement coefficient.

[0132] The soft soil shedding volume is continuously obtained until the pile pressing depth reaches the engineering design depth, and the total soft soil shedding volume is obtained.

[0133] The clay adhesion coefficient of the pile is determined according to the total soft soil shedding volume and the maximum range volume of the soft soil affected by the pile pressing, wherein the maximum range volume of the soft soil is the volume of a cylinder with the radius of the pile pressing affected area as the horizontal boundary and the engineering design depth as the vertical boundary.

[0134] During the process of pressing the pile downward, the soft soil does not move as a whole, and the soft soil near the ground surface is first pressed by the pile and diffuses outward, so the diffusion range is larger. The soft soil below first moves downward with the pile for a distance, and then slowly diffuses outward, and part of the soft soil also falls off from the side of the pile. Therefore, the depth of the soft soil moving downward with the pile and the range of diffusing outward are updated every time, to reflect that the soft soil above diffuses first and the range is large, and the soft soil below diffuses later and the range is small. According to the change of the position of the soft soil in each time period, the volume of the soft soil falling off from the side of the pile is calculated, and the total volume of the soft soil falling off in the whole process is obtained by adding up.

[0135] The vertical movement depth of the soft soil is the total distance of the vertical displacement of the soft soil dragged by the pile during the process of pressing the pile downward, reflecting the degree of the soft soil moving downward with the pile. The vertical movement depth is positively correlated with the pressing speed of the pile, the viscosity of the soft soil, and the action time. The stronger the viscosity and the faster the pressing speed, the larger the vertical movement depth, but the soft soil does not completely move with the pile due to hysteresis.

[0136] The radial diffusion range is the maximum distance of the soft soil from the center of the pile after diffusing horizontally under the action of the pile pressing, reflecting the horizontal influence range of the soft soil being pressed. The radial diffusion range is positively correlated with the fluidity of the soft soil, the pressing time, and the movement ability of the soft soil.

[0137] The soft soil shedding volume is the volume of soft soil shed by the pile side in a single time period due to diffusion beyond the initial contact range, and is an index for measuring the degree of clay shedding in the time period, and only includes soft soil beyond the initial contact range.

[0138] The engineering design depth is the target depth to which the pile body needs to be pressed before pile foundation construction, determined by geological conditions, structural load and bearing capacity requirements, and is a key index for ensuring that the pile foundation meets the engineering requirements. In this embodiment, the depth is the basis for the iteration stop condition, and is also the vertical boundary of the maximum range volume of soft soil, ensuring that the simulation range is completely consistent with the actual construction target, and avoiding invalid calculation beyond the design depth.

[0139] The iteration stop condition is a preset standard for stopping iteration in numerical iteration calculation, and is used to ensure that the calculation terminates at the target state, balancing calculation accuracy and efficiency.

[0140] The total soft soil shedding volume is the cumulative value of the soft soil shedding volume in all time periods during the entire process of pressing the pile body from the initial position to the engineering design depth, reflecting the total amount of clay shedding throughout the process, and is a parameter for quantifying the degree of clay shedding on the pile side.

[0141] The maximum range volume of soft soil is the maximum spatial volume that can be affected by the extrusion of soft soil during the pressing process of the pile body, reflecting the overall influence range of the soil extrusion effect, and is usually in the form of a cylinder, with the horizontal direction being the extrusion influence radius and the vertical direction being the design depth.

[0142] For example, the process of pressing the pile body is a continuous process that occurs gradually over time, and the motion state at different times is changing. By segmenting the entire process, the continuous dynamic process can be converted into discrete steps that can be calculated. According to the time segmentation (each segment ), the vertical movement depth and radial diffusion range of the soft soil are calculated in real time, and the soft soil shedding volume of each time period is accumulated. According to the iteration, the current boundary is updated based on the boundary position of the previous step at each step.

[0143] In the first iteration ( ), for each of the time periods, the vertical movement depth and radial diffusion range of the soft soil are determined based on the soil extrusion test data and the soft soil movement coefficient, and the soft soil shedding volume in the time period is determined according to the vertical movement depth of the soft soil and the radial diffusion range.

[0144] The pressing of the pile body to the engineering design depth H is the stop condition for iteration, i.e. , wherein is the depth at the current time;

[0145] ​The pile body attached soil shedding coefficient is represented by the ratio of the total amount of soft soil shed during the pile body pressing process to the maximum range of soft soil that can be affected by the pile body. The maximum range of soft soil volume refers to the volume corresponding to the maximum space range that can be affected by the soft soil during the pressing of the pile body. The space is bounded horizontally by the radius R of the pile side influence zone and vertically by the total depth H of the pile pressing. The entire range is in the form of a cylinder, so the maximum range of soft soil volume can be calculated as The representation of the pile body attached clay shedding coefficient can be:

[0146]

[0147] wherein, is the pile body attached clay shedding coefficient; is the cumulative volume of soft soil shedding; is the maximum range of soft soil volume.

[0148] The quantified pile body attached soil shedding coefficient reflects the severity of the relative slip between the pile and the soft soil. In combination with the soft soil movement coefficient , the final pile pressure adjustment is adapted to the actual slip degree and conforms to the characteristics of the soft soil, achieving precise control of the pile pressure.

[0149] In this embodiment, first, the continuous pile pressing process is converted into discrete calculable steps by segmenting calculation at preset time intervals, which can track the differences in clay shedding at different times in real time and avoid errors in traditional one-time estimation. Second, the vertical movement depth and radial diffusion range are calculated based on the soil compaction test data and the soft soil movement coefficient, ensuring that the height and horizontal dimension of the shed volume conform to the actual movement law of the soft soil and avoiding volume calculation deviations caused by subjective parameter setting. Third, the pile reaches the design depth as the iteration stop condition, ensuring that the total shed volume calculation is complete and not excessive, balancing calculation accuracy and efficiency. Finally, the shedding coefficient is quantified by the ratio of the total shed volume to the maximum influence volume, converting the influence of clay shedding on friction into a dimensionless parameter that can be directly used for pressure correction, providing a key basis for subsequent correction of the preset pile end pressure, making the corrected pressure more consistent with the actual working conditions of the soft soil area clay dynamic shedding, thereby improving the accuracy of the soil compaction effect numerical simulation, and at the same time providing a quantitative standard for judging the degree of loss of pile side friction, assisting in optimizing the pile pressing process.

[0150] In some embodiments, for each of the time periods, based on the soil compaction test data and the soft soil movement coefficient, the vertical movement depth of the soft soil, the radial diffusion range, and the soft soil shedding volume in the time period are determined according to the vertical movement depth of the soft soil and the radial diffusion range, comprising:

[0151] According to the preset drag proportionality coefficient, the pile body pressure-in speed of the current period and the time interval, the soft soil vertical movement increment is determined;

[0152] According to the soft soil vertical movement depth of the last time period and the soft soil vertical movement increment of the current period, the soft soil vertical movement depth of the current period is determined;

[0153] According to the preset diffusion proportionality coefficient, the soft soil movement coefficient, the soft soil flow speed and the time interval, the soft soil radial diffusion increment is determined, wherein the soft soil flow speed is the flow speed of the soft soil under the action of only gravity or stratum pressure without pile body extrusion;

[0154] According to the radial diffusion range of the last time period and the soft soil radial diffusion increment of the current period, the radial diffusion range of the current period is determined;

[0155] According to the soft soil vertical movement depth, the radial diffusion range of the current period and the soft soil radial diffusion range of the initial period, the soft soil shedding volume increment of the current period is determined;

[0156] According to the soft soil shedding volume increment of the current period and the soft soil shedding volume increment of the last time period, the soft soil shedding volume is obtained.

[0157] The drag proportionality coefficient is a dimensionless calibration coefficient for quantifying the hysteresis characteristics of the soft soil under the drag of the pile body. The soft soil cannot follow the pile body downward movement by 100% due to viscosity. The coefficient corrects the theoretical calculation value by measured data, so that the soft soil vertical movement amount matches the actual working condition. The value range is usually 0-1 (the closer the coefficient is to 1, the stronger the soft soil following the pile body is).

[0158] The pile body pressure-in speed is the speed of the pile body downwardly pressing into the soil layer along the vertical direction, which is determined by the pile pressing machine power, the soil layer resistance and the construction scheme, and directly affects the severity of the soft soil extrusion. The faster the speed is, the stronger the effect of the soft soil drag is.

[0159] The soft soil vertical movement increment is the displacement increment of the soft soil along the vertical direction under the drag of the pile body in a single time period of the pile body downward pressure, which reflects the net movement amount of the soft soil following the pile body in the period, and is different from the downward pressure increment of the pile body itself.

[0160] The diffusion proportionality coefficient is a dimensionless calibration coefficient for correcting the deviation between the theoretical calculation value and the actual value of the soft soil radial diffusion. The soft soil diffusion is affected by stratum unevenness, inter-particle resistance and the like. There is a difference between the theoretical flow rate and the actual diffusion speed. The coefficient is calibrated by measured data, and the value range is usually 0-1. The closer the coefficient is to 1, the smaller the deviation between the theory and the actual value is.

[0161] The soft soil movement coefficient is a dimensionless index quantifying the degree of easy movement of soft soil under the action of external force, is related to the yield stress of soft soil and the pile body penetration speed, and the greater the coefficient, the easier the soft soil to displace or diffuse.

[0162] The soft soil flow speed is the natural flow speed of soft soil under the action of only its own gravity or stratum pressure without pile body extrusion, reflects the flow nature of soft soil itself, and the smaller the viscosity, the greater the natural flow speed.

[0163] The soft soil radial diffusion increment is the displacement increment of soft soil extruded along the horizontal direction (radial direction) outward in a single time period of pile body pressure, reflects the net distance of soft soil diffusion in the time period, and is different from the total diffusion range.

[0164] The soft soil radial diffusion range of the initial time period is the natural contact range of soft soil and the pile body when the pile body does not start to press down, that is, the initial boundary position of soft soil, which is usually coincided with the surface of the pile body.

[0165] The soft soil shedding volume increment of the current time period is the volume of soft soil shed due to radial diffusion beyond the initial range in a single time period of pile body pressure, is the minimum calculation unit of soft soil shedding volume, and reflects the shedding degree in the time period.

[0166] For example, the current boundary position is calculated, the soil on the side of the pile will be dragged downward by the pile body when the pile is pressed down, but the soft soil will gradually shed in the process of the pile body moving downward, so the downward moving depth will be smaller than the downward pressing depth of the pile. The faster the downward pressing speed of the pile body, the longer the time, and the greater the depth of the soft soil dragged downward; but the soft soil has hysteresis and does not follow 100%, so the dragging proportion coefficient is calibrated. The representation of the vertical moving increment of the soft soil can be:

[0167]

[0168] wherein, represents the vertical moving increment; represents the dragging proportion coefficient, which is obtained by normalizing the measured and statistical speed of the soft soil following the pile and the pile speed on the construction site; represents the pile body penetration speed at t time; represents the time interval. It should be noted that, except for special instructions, the normalization method in the embodiments of the present application adopts the minimum-maximum normalization function, which will not be further described here.

[0169] The real depth of the soft soil in the current time period is obtained by accumulating the vertical moving increment on the basis of the depth in the last time period, and the representation of the real vertical moving depth of the soft soil can be:

[0170]

[0171] in, This indicates the vertical movement depth of the soft soil; h represents the depth to which the soft soil moves downwards with the pile. At the beginning of construction (t=0), the pile has not yet been pressed down, and the soft soil has not moved. ; This represents the increment of depth in the current time period; each step's h is based on the previous step, for example, the second... The first one Add the new increment to h; This represents the current time period. The net depth by which the soft soil is dragged down by the pile body.

[0172] The compression of the pile body causes the soft soil to diffuse outwards, and the diffusion rate is not a fixed value. The stronger the fluidity of the soft soil, the faster its own flow velocity, and the longer the time, the farther the diffusion distance. However, there is a discrepancy between the theoretical calculation value of the diffusion rate and the actual field situation of pile compression. Coefficient calibration is needed to improve the matching degree between the two. Therefore, the radial diffusion increment of soft soil in the current time period can be expressed as follows:

[0173]

[0174] in, Indicates the radial diffusion increment of soft soil; The diffusion ratio coefficient is obtained by normalizing the statistical data of the soft soil diffusion velocity / soft soil flow velocity measured at the construction site. Indicates the soft soil movement coefficient; The flow velocity of soft soil refers to the slow flow velocity of soft soil under its own weight or ground pressure when there is no pile compression.

[0175] The radial diffusion range for the current time period is the sum of the radial diffusion range for the previous time period and the increment of diffusion in the current time period. The radial diffusion range can be represented as follows:

[0176]

[0177] in, This indicates the radial diffusion range; r represents the distance the soft soil diffuses to from the pile center. At t=0, the soft soil adheres to the pile surface, and the distance from the pile center is the pile radius. The radius of the pile; This indicates the increase in the diffusion of soft soil during the current period.

[0178] After the clay spreads outwards, the portion exceeding the initial range (referring to the natural contact state between the soft soil and the pile before the pile begins to be pressed down) is the soft soil that has detached from the pile side. This portion of soft soil forms a cylindrical shape (radial diffusion forms the annular area of ​​the cylinder, and vertical movement with the pile creates its height). Therefore, the increase in the volume of soft soil detachment during the current time period can be used as a measure. Subtract the volume of the last period Get the soft soil shedding volume of the current period:

[0179]

[0180]

[0181]

[0182] wherein, represents the soft soil shedding volume of the current period; and represents the area of the annulus, directly reflecting the horizontal area of the diffusion beyond the contact range of the pile and the soft soil; represents the depth of the soft soil with the pile moving down in the current period, which determines the thickness of the shedding volume; finally, the volume of the shedding area is calculated in the form of the bottom area x height.

[0183] Soft soil shedding is a process of incremental accumulation in each period, rather than instantaneous completion, so it is necessary to accumulate the shedding amount of each period. The representation of the cumulative volume of soft soil shedding can be:

[0184]

[0185] wherein, is the cumulative volume of soft soil shedding.

[0186] Iterate n times, repeat the above steps of obtaining the cumulative volume of soft soil shedding, and each step takes the result of the previous step as input to obtain the total volume of soft soil shedding. The representation of the total volume of soft soil shedding can be:

[0187]

[0188] wherein, is the total volume of soft soil shedding; is the cumulative shedding volume of n-1 periods; is the shedding volume increment of n periods.

[0189] In this embodiment, first, the vertical and radial increments are measured and calibrated by the drag coefficient and the diffusion coefficient, to correct the deviation of the soft soil hysteresis and the theoretical diffusion speed, and to avoid overestimation or underestimation of the increment due to the deviation of the parameters from the actual situation; second, the vertical movement depth and the radial diffusion range are accumulated by time period by period, rather than calculated once for the total depth / total range, which can accurately capture the differences in soft soil movement at different periods and avoid missing the details of the movement; then, the shedding volume increment is calculated based on the initial radial range, the determination standard of shedding is clear, only the soft soil beyond the initial contact range is counted into the shedding amount, to avoid the soft soil initially adhering to the pile body being mistakenly calculated as shedding, and to ensure the authenticity of the shedding volume.

[0190] In some embodiments, the preset pile end pressure is corrected according to the soft soil movement coefficient and the pile body attached clay shedding coefficient to obtain a corrected pile end pressure, including:

[0191] According to the soft soil movement coefficient and the pile body attached clay shedding coefficient of the different regions, a pile end pressure correction coefficient is determined.

[0192] According to the pile end pressure correction coefficient, the preset pile end pressure is corrected to obtain the corrected pile end pressure, and the preset pile end pressure is a pile end loading force set only according to the pile end soil bearing capacity.

[0193] The pile end pressure correction coefficient is a dimensionless calibration parameter for correcting the deviation of the preset pile end pressure from the actual pile pressing force. The traditional preset pressure is only based on the pile end soil bearing capacity, ignoring the actual influences of soft soil movement and clay shedding. The coefficient integrates multiple dimensional influencing factors to make the corrected pressure more suitable for the site working conditions. The value usually fluctuates around 1. A value greater than 1 indicates that the pressure needs to be increased, and a value less than 1 indicates that the pressure needs to be reduced.

[0194] In this embodiment, the pile end pressure correction coefficient integrates the soft soil movement coefficient and the clay shedding coefficient to accurately balance the pressure dispersion caused by soft soil movement and the friction loss caused by clay shedding, solving the one-sidedness problem of the traditional preset pile end pressure which is only based on the pile end soil bearing capacity and ignores the actual working condition influences. The correction process provides accurate pressure input for subsequent numerical simulation of pile foundation static pressure compaction effect, avoids distortion of simulation results such as pile body stress and soil displacement caused by pressure parameter deviation, significantly improves the accuracy of the entire numerical simulation, and provides a reliable theoretical basis for setting construction parameters of the pile pressing machine, reducing the risks caused by blind construction.

[0195] In some embodiments, the pile end pressure correction coefficient is determined according to the soft soil movement coefficient and the pile body attached clay shedding coefficient of the different regions, including:

[0196] The soft soil movement influence weight and the shedding influence weight are set, wherein the sum of the soft soil movement influence weight and the shedding influence weight is 1, the soft soil movement influence weight is the influence weight of soft soil movement on pressure dispersion, and the shedding influence weight is the influence weight of clay shedding on pile side friction.

[0197] According to the soft soil movement coefficient, the pile body attached clay shedding coefficient, the soft soil movement influence weight, and the shedding influence weight, the pile end pressure correction coefficient is determined.

[0198] wherein the movement influence weight is a dimensionless weight parameter for quantifying the proportion of soft soil movement in the total influence on the single factor of pile end pressure dispersion, the value range is 0-1, the greater the weight indicates that the adjustment effect of the factor on the pile end pressure is more significant, and needs to meet the constraint that the sum of other related weights is 1, to ensure that the weight distribution of all influencing factors is complete and without omission.

[0199] wherein the shedding influence weight is a dimensionless weight parameter for quantifying the proportion of clay shedding in the total influence on the single factor of pile side friction loss, the value range is 0-1, and needs to meet the constraint that the sum of the movement influence weight is 1, to ensure the integrity and rationality of the weight system.

[0200] For example, when calculating the pile end pressure, the traditional algorithm only calculates according to the pile end soil bearing capacity (measured value in survey), ignoring the influence of soft soil flow and clay shedding on the pressure. If the soft soil movement is fast (large), the pile end pressure will be dispersed to the surrounding (similar to pressing into the mud, the force will be dispersed), the traditional algorithm does not calculate this dispersion, which will calculate the pressure as large, affecting the service life of the pile or crushing the surrounding pipeline; if the clay shedding is large (large), the pile side soft soil will have less grip on the pile (pile side friction), and more pressure is needed to press the pile down, the traditional algorithm defaults the friction to be constant, which will calculate the pressure as small. The pile end pressure correction coefficient can be expressed as:

[0201]

[0202] wherein, is the pile end pressure correction coefficient; is the reference coefficient of the ideal pressure piling state of the soft soil without flow and shedding; is the soft soil movement coefficient; is the pile body attached soil shedding coefficient; a and b respectively represent the influence weight of soft soil movement on pressure dispersion and the influence weight of shedding on friction (). Due to the deviation between the actual pressure (instrument panel of the pile press) and the theoretical pressure (design drawing) during piling, the pressure deviation is obtained by combining the force reduction term with the force compensation term, i.e. , and , the simultaneous solution formula is obtained to get a, b.

[0203] wherein, is the pressure dispersion correction term, the greater the soft soil movement, the easier it is to be squeezed to the surrounding, at this time the actual downward pressure required by the pile end will be smaller than the ideal state, so through - represents the force reduction; is the friction compensation correction term, The larger, the more soil shedding, the more serious the loss of pile side friction, wherein is the proportion of soil not shed, and the restoring force is represented by the combination.

[0204] In this embodiment, by setting the motion influence weight and the shedding influence weight based on the measured data of the test pile, and satisfying the constraint that the sum is 1, it is ensured that the two major influences of pressure dispersion caused by soft soil motion and friction loss caused by clay shedding are quantitatively covered by 100%, avoiding the correction deviation caused by ignoring the weight difference and assuming equal influence in the traditional correction; the pile tip pressure correction coefficient calculated by combining the soft soil motion coefficient and the clay shedding coefficient can accurately balance the reduction and restoring force, so that the deviation between the corrected pile tip pressure and the measured pile pressure of the test pile is reduced; at the same time, the flexibility of the weight setting makes this method suitable for pile foundation projects in different soft soil areas, significantly improving the universality and accuracy of the pile tip pressure correction, and providing a more reliable correction coefficient basis for numerical simulation.

[0205] In some embodiments, the method further comprises:

[0206] multiplying the pile tip pressure correction coefficient by the preset pile tip pressure to obtain the corrected pile tip pressure.

[0207] For example, the preset pile tip pressure set only according to the soil bearing capacity at the pile tip in the traditional method is replaced by the corrected pile tip pressure obtained by correction.

[0208] In some embodiments, the method further comprises:

[0209] applying the corrected pile tip pressure to the pile body by using displacement control or force control to simulate the process of the pile body being pressed from the initial position to the engineering design depth;

[0210] During the simulation process, the pile body stress distribution, pile tip settlement, and surrounding soil displacement field data are monitored.

[0211] After the simulation is completed, the pile body stress distribution, pile tip settlement, and surrounding soil displacement field data are used to output the change curve of the pile pressure and displacement, the maximum stress value of the pile body, and the soil displacement cloud map.

[0212] ​​​In the embodiment, in the numerical simulation, the pile body is applied with the vertical displacement at the pile body down pressure rate set according to the construction scheme, and the pile body down pressure process is simulated; in the process, the actual pile pressing force corresponding to each step of displacement is automatically calculated and monitored to ensure that the pile pressing force fluctuates around the corrected pile end pressure, and the construction habit of slow and uniform pile pressing in soft soil areas is met, and the simulation distortion caused by sudden increase of the load is avoided.

[0213] In the embodiment, in the numerical simulation, the pile body is applied with the vertical displacement at the pile body down pressure rate set according to the construction scheme, and the pile body down pressure process is simulated; in the process, the actual pile pressing force corresponding to each step of displacement is automatically calculated and monitored to ensure that the pile pressing force fluctuates around the corrected pile end pressure, and the construction habit of slow and uniform pile pressing in soft soil areas is met, and the simulation distortion caused by sudden increase of the load is avoided.

[0214] In the embodiment, in the numerical simulation, the pile body is applied with the vertical displacement at the pile body down pressure rate set according to the construction scheme, and the pile body down pressure process is simulated; in the process, the actual pile pressing force corresponding to each step of displacement is automatically calculated and monitored to ensure that the pile pressing force fluctuates around the corrected pile end pressure, and the construction habit of slow and uniform pile pressing in soft soil areas is met, and the simulation distortion caused by sudden increase of the load is avoided.

[0215] In the embodiment, in the numerical simulation, the pile body is applied with the vertical displacement at the pile body down pressure rate set according to the construction scheme, and the pile body down pressure process is simulated; in the process, the actual pile pressing force corresponding to each step of displacement is automatically calculated and monitored to ensure that the pile pressing force fluctuates around the corrected pile end pressure, and the construction habit of slow and uniform pile pressing in soft soil areas is met, and the simulation distortion caused by sudden increase of the load is avoided.

[0216] In the embodiment, in the numerical simulation, the pile body is applied with the vertical displacement at the pile body down pressure rate set according to the construction scheme, and the pile body down pressure process is simulated; in the process, the actual pile pressing force corresponding to each step of displacement is automatically calculated and monitored to ensure that the pile pressing force fluctuates around the corrected pile end pressure, and the construction habit of slow and uniform pile pressing in soft soil areas is met, and the simulation distortion caused by sudden increase of the load is avoided.

[0217] The change curve of the pile pressing force and the displacement is a curve drawn by taking the pile end settlement as the horizontal coordinate and the pile pressing force as the vertical coordinate, and reflects the corresponding relationship between the load and the deformation. The bearing capacity of the soil layer can be determined by the shape of the curve. In the embodiment, the curve is drawn based on the settlement data corresponding to each load in the simulation process, the shape is that the initial stage is gently rising, the slope increases in the middle stage, and the later stage tends to be stable, and the curve can be directly used to verify whether the corrected pressure is suitable for the soil characteristics at the pile end, so as to avoid the misjudgment of the bearing capacity caused by the large deviation between the traditional curve and the actual situation.

[0218] The soil displacement cloud chart is a visual graph for directly displaying the displacement of the soil, and the displacement values of different regions are mapped by different colors, so that the concentrated displacement region can be quickly identified, and the interpretation of complex displacement data is simplified.

[0219] In the embodiment, the displacement control or the force control is used as the loading mode, which is consistent with the actual construction, so that the application process of the corrected pressure at the pile end is highly consistent with the actual operation of the pile press, and the problem that the traditional simulation loading mode is not consistent with the site is avoided. The stress distribution of the pile body, the pile end settlement and the displacement field data of the surrounding soil in the simulation process comprehensively cover two dimensions of the safety of the pile foundation and the environmental impact, and solve the one-sidedness of the traditional simulation which only pays attention to the pile pressing force and ignores the multi-dimensional data. The pile pressing force and displacement curve, the maximum stress of the pile body and the soil displacement cloud chart are output, which not only provides accurate quantitative data for the engineering personnel, but also simplifies the interpretation of complex information through the visual graph, so that the simulation results can be directly used to set the pile pressing parameters and delimit the surrounding protection range, and the practicality and the guidance of the numerical simulation are significantly improved, and the pile body damage or the surrounding environmental risk caused by blind construction is effectively avoided.

[0220] Figure 2 A structural schematic diagram of a pile foundation static pressing process soil squeezing effect numerical simulation system provided by an embodiment of the present application is shown in FIG. 1. Figure 2 As shown in FIG. 1, the example pile foundation static pressing process soil squeezing effect numerical simulation system includes:

[0221] A data acquisition module 201 is configured to acquire soil squeezing test data in a pile foundation static test process.

[0222] A soft soil movement law analysis module 202 is configured to determine distances from different regions to a pile body according to the soil squeezing test data, match analysis steps for the different regions according to the distances, analyze soft soil movement laws of the different regions according to the analysis steps, and obtain soft soil movement coefficients.

[0223] A clay falling analysis module 203 is configured to analyze influences of clay falling attached to the pile body on friction in a pile pressing process of the pile body according to the soil squeezing test data and the soft soil movement coefficients, and obtain a clay falling coefficient of the clay attached to the pile body.

[0224] a pile end pressure correction module 204, configured to correct a preset pile end pressure according to the soft soil movement coefficient and the pile body adhesion clay shedding coefficient, to obtain a corrected pile end pressure;

[0225] a numerical simulation module 205, configured to simulate the soil squeezing effect value in the pile foundation static pressure process according to the corrected pile end pressure.

[0226] In the example of the pile foundation static pressure process soil squeezing effect value simulation system, first, by obtaining the soil squeezing test data including the soft soil characteristics, the pile body parameters, the measured pile pressing data and the like, the basis of the actual engineering scene is provided, and the simulation deviation caused by the data deviating from the actual situation is avoided; then, the analysis step is matched according to the distance from different regions to the pile body, the soft soil movement law difference can be adaptively fitted, the small step length is matched in the near-pile area due to the fast pressure change, the soft soil movement details can be accurately captured to ensure the accuracy of the soft soil movement coefficient calculation, the large step length is matched in the far-pile area due to the gentle pressure change, the redundant calculation can be reduced to avoid the waste of efficiency, and the problems of inaccuracy in the near-pile area and low efficiency in the far-pile area caused by the fixed step length are solved; then, the influence of clay shedding on friction is analyzed by combining the soil squeezing test data and the soft soil movement coefficient, and the shedding coefficient is obtained, the clay shedding effect caused by the soft soil movement characteristics is quantified, and the calculation deviation of the pile pressing force caused by the overestimation of the friction is corrected; finally, the preset pile end pressure set according to the soil bearing capacity of the pile end is corrected based on the soft soil movement coefficient and the clay shedding coefficient, the corrected pile end pressure is more suitable for the actual working condition of the soft soil, and the numerical simulation is carried out based on this, and finally the simulation result is highly consistent with the actual pile pressing process, the accuracy of the soil squeezing effect value simulation is improved, and the waste of calculation efficiency is avoided through the dynamic adaptation of the step length.

[0227] It should be noted that the pile foundation static pressure process soil squeezing effect value simulation system provided in the above embodiment and the pile foundation static pressure process soil squeezing effect value simulation method provided in the above embodiment belong to the same concept, wherein the specific manner in which each module and unit performs the operation has been described in detail in the method embodiment, and will not be described here. The pile foundation static pressure process soil squeezing effect value simulation system provided in the above embodiment can be completed by different functional modules according to the above functions in actual application, that is, the internal structure of the system is divided into different functional modules to complete all or part of the functions described above, and this is not limited here.

[0228] It should be noted that the above-mentioned sequence of the embodiments of the present application is only for description, and does not represent the advantages and disadvantages of the embodiments. The processes depicted in the drawings do not necessarily require the specific order or continuous order shown to achieve the desired results. In some embodiments, multi-task processing and parallel processing are also possible or can be advantageous.

[0229] The various embodiments described in this specification are presented by way of example, and each embodiment is not necessarily composed of all features described with respect to other embodiments.

Claims

1. A method for numerical simulation of the soil squeezing effect in a pile foundation static pressing process, characterized in that, The method comprises: obtaining extrusion test data in a pile foundation static test process; determining distances of different regions to a pile body according to the extrusion test data, and matching analysis step lengths for the different regions according to the distances, so as to analyze soft soil movement rules of different regions according to the analysis step lengths, and obtain soft soil movement coefficients; analyzing influences of clay falling off attached to the pile body on friction in a pile body pressing process according to the extrusion test data and the soft soil movement coefficients, and obtaining a pile body attached clay falling off coefficient; correcting a preset pile end pressure according to the soft soil movement coefficients and the pile body attached clay falling off coefficient, and obtaining a corrected pile end pressure; simulating extrusion effect values in a pile foundation static pressing process according to the corrected pile end pressure; the method of determining distances of different regions to a pile body according to the extrusion test data, and matching analysis step lengths for the different regions according to the distances, so as to analyze soft soil movement rules of different regions according to the analysis step lengths, and obtain soft soil movement coefficients, comprises: calculating distance coefficients corresponding to each region according to a pile diameter of the pile body and absolute distances of different regions to a center of the pile body in the extrusion test data; calculating dynamic analysis step lengths corresponding to each region according to the distance coefficients, a preset step length adjustment reference and a maximum distance coefficient, wherein the step length adjustment reference is determined according to a previous investigation report; arranging measuring points in turn along a radial direction from the center of the pile body according to the dynamic analysis step lengths corresponding to each region, and collecting soft soil movement characteristic data of each measuring point by a physical device; calculating the soft soil movement coefficients according to a pile body pressing speed and a soft soil yield stress in the soft soil movement characteristic data, wherein the soft soil yield stress is determined according to a soil layer name in the previous investigation report, and the pile body pressing speed is determined according to a construction scheme; the method of analyzing influences of clay falling off attached to the pile body on friction in a pile body pressing process according to the extrusion test data and the soft soil movement coefficients, and obtaining a pile body attached clay falling off coefficient, comprises: segmenting the pile body pressing process according to a preset time interval, and obtaining a plurality of time segments; for each time segment, determining a soft soil vertical movement depth, a radial diffusion range based on the extrusion test data and the soft soil movement coefficients, and determining a soft soil falling volume in the time segment according to the soft soil vertical movement depth and the radial diffusion range; continuously collecting the soft soil falling volume until a pile body pressing depth reaches an engineering design depth, taking the pile body pressing to the engineering design depth as an iteration stop condition, and obtaining a total soft soil falling volume; determining the pile body attached clay falling off coefficient according to the total soft soil falling volume and a soft soil maximum range volume influenced by pile extrusion, wherein the soft soil maximum range volume is a cylindrical volume with a radius of a pile extrusion influence zone as a horizontal boundary and with the engineering design depth as a vertical boundary.

2. The method of claim 1, wherein, the method of obtaining extrusion test data in a pile foundation static test process, comprises: collecting soft soil characteristic data by an indoor test, wherein the soft soil characteristic data comprises a void ratio and a plasticity index of the soft soil; determining a pile end soil bearing capacity by a plate loading test; Obtaining pile body design parameters, the pile body design parameters including pile diameter, pile length; Obtaining pile pressing test data by selecting a test pile for pile pressing test, the pile pressing test data including measured pile pressing force, pile end settlement, pile body stress data, and clay shedding data of pile side; Integrating the soft soil characteristic data, the pile end soil bearing capacity, the pile body design parameters, and the pile pressing test data as the soil squeezing test data.

3. The method of claim 1, wherein, The method further comprises: determining, for each time period, a soft soil vertical movement depth, a radial diffusion range based on the soil squeezing test data and the soft soil movement coefficient, and determining a soft soil shedding volume in the time period according to the soft soil vertical movement depth and the radial diffusion range. Determining a soft soil vertical movement increment according to a preset drag proportionality coefficient, a pile body pressing speed in the current time period, and a time interval; Determining the soft soil vertical movement depth in the current time period according to the soft soil vertical movement depth in the previous time period and the soft soil vertical movement increment in the current time period; Determining a soft soil radial diffusion increment according to a preset diffusion proportionality coefficient, a soft soil movement coefficient, a soft soil flow speed, and a time interval, wherein the soft soil flow speed is a flow speed of the soft soil under the action of only gravity or stratum pressure without pile body squeezing; Determining the radial diffusion range in the current time period according to the radial diffusion range in the previous time period and the soft soil radial diffusion increment in the current time period; Determining a soft soil shedding volume increment in the current time period according to the soft soil vertical movement depth and the radial diffusion range in the current time period and the soft soil radial diffusion range in the initial time period; Obtaining the soft soil shedding volume according to the soft soil shedding volume increment in the current time period and the soft soil shedding volume increment in the previous time period.

4. The method of claim 1, wherein, The method further comprises: correcting a preset pile end pressure according to the soft soil movement coefficient and the clay shedding coefficient of the pile body attached clay to obtain a corrected pile end pressure. Determining a pile end pressure correction coefficient according to the soft soil movement coefficient of the different regions and the clay shedding coefficient of the pile body attached clay; Correcting the preset pile end pressure according to the pile end pressure correction coefficient to obtain the corrected pile end pressure, wherein the preset pile end pressure is a pile end loading force set only according to the pile end soil bearing capacity.

5. The method of numerical simulation of the soil squeezing effect during the process of static pile foundation pressing according to claim 4, characterized in that, The method further comprises: setting a soft soil movement influence weight and a shedding influence weight, wherein the sum of the soft soil movement influence weight and the shedding influence weight is 1, the soft soil movement influence weight is an influence weight of soft soil movement on pressure dispersion, and the shedding influence weight is an influence weight of clay shedding on pile side friction; Determining the pile end pressure correction coefficient according to the soft soil movement coefficient, the clay shedding coefficient of the pile body attached clay, the soft soil movement influence weight, and the shedding influence weight. The method further comprises: multiplying the preset pile end pressure by the pile end pressure correction coefficient to obtain the corrected pile end pressure.

6. The method of numerical simulation of the soil squeezing effect during the process of static pile foundation pressing according to claim 4, characterized in that, ​ ​ 7. The method of claim 1, wherein, The numerical simulation of the soil squeezing effect in the static pile pressing process according to the modified pile end pressure comprises: The pile body is pressed from the initial position to the engineering design depth by displacement control or force control to simulate the process; The stress distribution of the pile body, the pile end settlement and the displacement field data of the surrounding soil are monitored during the simulation process; After the simulation, the change curve of the pressing force and displacement corresponding to the stress distribution of the pile body, the pile end settlement and the displacement field data of the surrounding soil is outputted.

8. A system for numerical simulation of soil squeezing effect in a pile foundation static pressing process, characterized in that, The system is used to realize the numerical simulation method of the soil squeezing effect in the static pile pressing process according to any one of claims 1-7; the system comprises: A data acquisition module is used to acquire the soil squeezing test data in the static pile pressing test process; A soft soil movement law analysis module is used to determine the distance from different regions to the pile body according to the soil squeezing test data, and match the analysis step length for the different regions according to the distance, so as to analyze the soft soil movement law of different regions according to the analysis step length, and obtain the soft soil movement coefficient; A clay shedding analysis module is used to analyze the influence of the clay shedding attached to the pile body on the friction during the pressing process of the pile body according to the soil squeezing test data and the soft soil movement coefficient, and obtain the clay shedding coefficient of the clay attached to the pile body; A pile end pressure correction module is used to correct the preset pile end pressure according to the soft soil movement coefficient and the clay shedding coefficient of the clay attached to the pile body, and obtain the modified pile end pressure; A numerical simulation module is used to simulate the numerical simulation of the soil squeezing effect in the static pile pressing process according to the modified pile end pressure.

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