Construction design evaluation method for micro pile foundation

Abstract

The invention discloses a construction design evaluation method for a micro pile foundation, which comprises the following steps: in the process of evaluating the construction design of the micro pile foundation through a numerical simulation method, obtaining first construction data before establishing a geologic model, the first construction data comprising entity data and fluid data; performing data processing and analysis on the first construction data, establishing a numerical simulation effect evaluation model, and generating a numerical simulation effect evaluation coefficient; according to the generated numerical simulation effect evaluation coefficient, constructing an application adaptation difference index, and obtaining an application adaptation condition of the numerical simulation method; according to the application adaptation condition of the numerical simulation method, the effect condition of construction design evaluation of the micro pile foundation based on the numerical simulation method is obtained. According to the construction design evaluation method for the micro pile foundation, the problem that in the prior art, the deviation between the simulation result and the actual situation is large is solved, and the construction quality of micro pile foundation engineering is improved.

Description

Technical Field

[0001] The invention relates to the technical field of construction design evaluation methods, and in particular to a construction design evaluation method for a micro pile foundation. Background Art

[0002] With the diversification and complexity of building structures, the requirements for foundations are becoming higher and higher. Micropile foundation, as a flexible and efficient foundation engineering technology, has been widely used to solve foundation support problems under complex geological conditions. With the continuous advancement of engineering technology, such as the development of construction machinery, the progress of materials science and the application of numerical simulation technology, the construction design of micropile foundation has gained more possibilities and support, which has improved its application scope and efficiency under complex geological conditions.

[0003] The construction design of micropile foundation needs to ensure the construction quality and working performance under complex geological conditions. By reasonably evaluating the construction design, unnecessary construction errors and duplication of work can be avoided, construction costs can be reduced, resource waste can be reduced, the economic benefits and engineering efficiency of the project can be improved, and the construction quality of the micropile foundation can be further guaranteed.

[0004] Traditional micropile foundation design and evaluation methods are mainly based on soil mechanics principles and empirical formulas. With the development of computer technology, numerical simulation methods have been widely used in micropile foundation design and evaluation. However, numerical simulation methods are usually based on certain model assumptions, such as soil models, boundary conditions, etc. These assumptions may differ from the actual situation, resulting in deviations in simulation results. Therefore, evaluating the deviation between simulation results and the actual situation is of great significance to the construction design of micropile foundations. Summary of the invention

[0005] The embodiment of the present application solves the problem of large deviation between simulation results and actual conditions in the prior art by providing a construction design evaluation method for micro pile foundations, thereby improving the construction quality of micro pile foundation projects.

[0006] The embodiment of the present application provides a construction design evaluation method for a micro pile foundation, comprising the following steps: in the process of evaluating the construction design of the micro pile foundation by a numerical simulation method, obtaining first construction data before establishing a geological model, wherein the first construction data includes entity data and fluid data; performing data processing and analysis on the first construction data, establishing a numerical simulation effect evaluation model, and generating a numerical simulation effect evaluation coefficient; constructing an application adaptation difference index based on the generated numerical simulation effect evaluation coefficient to obtain the application adaptation of the numerical simulation method; and obtaining the effect of the construction design evaluation of the micro pile foundation based on the numerical simulation method based on the application adaptation of the numerical simulation method.

[0007] Furthermore, the data processing and analysis of the first construction data is specifically as follows: The entity data includes geological change anomaly coefficients and soil constitutive behavior influence coefficients; the fluid data includes groundwater existence influence coefficients; and the data processing includes data reduction and data cleaning of the first construction data.

[0008] Furthermore, the method for obtaining the geological change anomaly coefficient is as follows: obtaining the reflection wave data of the underground medium through seismic exploration means; arranging seismic detectors in the observation area and performing source excitation; after recording the reflection wave data, extracting the seismic reflection wave amplitude of different geological areas at the same depth through data processing and analysis; calculating the relative change of the reflection wave amplitude for specific geological changes, and calculating the geological change anomaly coefficient.

[0009] Furthermore, the method for obtaining the soil constitutive behavior influence coefficient is as follows: obtain seismic reflectivity data through seismic exploration means and record the seismic reflectivity data; select the reflectivity of the known soil constitutive behavior in the observation area, use the reflectivity of the known soil constitutive behavior as the reference seismic reflectivity, and calculate the soil constitutive behavior influence coefficient.

[0010] Furthermore, the method for obtaining the influence coefficient of groundwater presence is as follows: obtaining relevant parameter data of the groundwater area through a groundwater exploration method; conducting a field investigation and sampling to collect soil samples, and conducting a field permeability test of the unsaturated area soil to obtain the permeability data of the unsaturated area soil; using a soil moisture content determination method to obtain the saturation of the soil body, and combining the relevant parameter data of the groundwater area with the soil saturation and permeability data to calculate the influence coefficient of groundwater presence.

[0011] One or more technical solutions provided in the embodiments of the present application have at least the following technical effects or advantages: 1. By providing a construction design and evaluation method for micro pile foundation, the construction quality of micro pile foundation engineering is improved, and the problem of large deviation between simulation results and actual conditions in the prior art is effectively solved. BRIEF DESCRIPTION OF THE DRAWINGS

[0012] Figure 1 A method flow chart of a construction design evaluation method for a micro pile foundation provided in an embodiment of the present application; DETAILED DESCRIPTION The following will be combined with the drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0013] It should be noted that, in this article, relational terms such as first and second, etc. are only used to distinguish one entity or operation from another entity or operation, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Moreover, the terms "include", "comprise" or any other variants thereof are intended to cover non-exclusive inclusion, so that a process, method, article or device including a series of elements includes not only those elements, but also other elements not explicitly listed, or also includes elements inherent to such process, method, article or device. In the absence of further restrictions, the elements defined by the statement "include..." do not exclude the presence of other identical elements in the process, method, article or device including the elements.

[0014] The present disclosure provides a construction design evaluation method for a micro pile foundation, comprising the following steps: S1, in the process of evaluating the construction design of the micro pile foundation by a numerical simulation method, obtaining first construction data before establishing a geological model, wherein the first construction data includes entity data and fluid data.

[0015] S2, processing and analyzing the first construction data, establishing a numerical simulation effect evaluation model, and generating a numerical simulation effect evaluation coefficient.

[0016] S3, constructing an application adaptation difference index based on the generated numerical simulation effect evaluation coefficient to obtain the application adaptation of the numerical simulation method.

[0017] S4, according to the application adaptation of the numerical simulation method, the effect of the construction design evaluation of the micropile foundation based on the numerical simulation method is obtained.

[0018] The entity data includes geological change anomaly coefficients and soil constitutive behavior influence coefficients, and the fluid data includes groundwater existence influence coefficients.

[0019] The geological change anomaly coefficient indicates the relative change in the amplitude of the reflected wave after the underground medium changes. When the underground medium changes, the reflected wave will be refracted and reflected between different media, thereby affecting the amplitude of the reflected wave. The geological change anomaly coefficient describes the change in the amplitude of the reflected wave after the underground medium changes relative to the amplitude when there is no change.

[0020] The geological variation anomaly coefficient has the following effects in the process of establishing a geological model using a numerical simulation evaluation method: Model parameter calibration: In numerical simulation, it is often necessary to set the values ​​of geological parameters, which have a significant impact on the simulation results. The geological change anomaly coefficient is used to calibrate the geological parameters in the numerical model, such as lithology, porosity, density, etc. The geological change anomaly coefficient provides a quantitative estimate of the changes in geological parameters and helps the model set appropriate parameter values; Model verification and optimization: The geological change anomaly coefficient is used to verify the accuracy and reliability of the numerical simulation results. By comparing the relative changes in the reflection wave amplitude in the simulation results with the actual observations or the expected changes in the geological change anomaly coefficient, the model parameters are adjusted and the simulation method is improved to improve the fidelity and predictive ability of the simulation results. Adjustment of geological model assumptions: When establishing a geological model in numerical simulation, certain assumptions and simplifications are required. The geological change anomaly coefficient can indicate the degree of influence of underground medium changes on model assumptions, thereby guiding the adjustment and optimization of model assumptions; Interpretation of simulation results: In the process of interpreting numerical simulation results, the geological change anomaly coefficient provides a quantitative description of the impact of underground medium changes on the reflection wave amplitude, intuitively reflects the changes in the reflection wave amplitude in the simulation results, and then infers the properties and structural characteristics of the underground medium.

[0021] Therefore, analyzing the geological change anomaly coefficient can timely and effectively judge the effect of numerical simulation results, which helps to improve the reliability and application value of numerical simulation results.

[0022] The method for obtaining the geological change anomaly coefficient is as follows: The reflection wave data of the underground medium is obtained through seismic exploration, seismic detectors are arranged in the observation area, and source excitation is carried out; after recording the reflection wave data, the seismic reflection wave amplitude of different geological areas at the same depth is extracted through data processing and analysis; then, the relative change of the reflection wave amplitude is calculated for specific geological changes, that is, the geological change anomaly coefficient.

[0023] The calculation formula of the geological change anomaly coefficient is as follows:

[0024] Where: G represents the geological change anomaly coefficient, A 0 is the amplitude of the seismic wave source before the geological change, A 1 is the amplitude of the seismic wave source after the geological change, α is the amplitude attenuation during the propagation of the seismic wave before the geological change, β is the amplitude attenuation during the propagation of the seismic wave after the geological change, and D is the distance the seismic wave propagates.

[0025] It should be noted that if the value of the geological change anomaly coefficient is positive, it means that the amplitude of the underground medium reflection wave increases, that is, the influence of geological changes on the amplitude of the reflection wave is more significant; if the value of the geological change anomaly coefficient is negative, it means that the amplitude of the underground medium reflection wave decreases, that is, the influence of geological changes on the amplitude of the reflection wave is relatively small, such as specific geological changes such as rock interface and porosity changes.

[0026] From the calculation formula of the geological change anomaly coefficient, it can be seen that the larger the geological change anomaly coefficient, the greater the change in the amplitude of the reflected wave relative to the amplitude when the change does not occur after the underground medium changes; the smaller the geological change anomaly coefficient, the smaller the change in the amplitude of the reflected wave relative to the amplitude when the change does not occur after the underground medium changes.

[0027] The constitutive behavior of soil refers to the mechanical behavior of geological materials such as soil or rock under the action of external forces, that is, the relationship between stress and strain of soil. It can effectively evaluate the mechanical response and stability of soil under different engineering conditions.

[0028] The soil constitutive behavior influence coefficient is used to describe the influence of the mechanical properties of the underground medium on the wave field propagation and reflection. There is a direct relationship between the degree of change of wave field propagation and reflection and the soil constitutive behavior influence coefficient. This relationship can be quantified by calculating the soil constitutive behavior influence coefficient.

[0029] The soil constitutive behavior includes the following contents: Elastic behavior: When external force acts on soil, the soil will produce elastic deformation, that is, it can completely return to its original state after the external force disappears. The elastic modulus is an important parameter to measure the elastic behavior of soil, which describes the relationship between stress and strain of soil when it is subjected to force; Plastic behavior: When the external force acting on the soil exceeds its elastic limit, the soil will undergo plastic deformation, that is, it cannot completely return to its original state after the external force disappears. Plastic behavior describes the deformation characteristics of the soil after reaching a certain stress level; Strength characteristics: The strength characteristics of soil describe the stability and shear strength of soil when subjected to external forces. Common strength characteristics include shear strength, compression strength, and tensile strength. These characteristics have an important impact on engineering design and construction; Compression behavior: When soil is subjected to force, it will undergo compression deformation, that is, its volume will decrease. The compression behavior of soil can be described by the compression modulus, which represents the relationship between the volume change and stress of soil under force. Gradual behavior: The stress-strain relationship of the soil may change with factors such as loading rate and historical strain. Gradual behavior describes the dynamic change characteristics between stress and strain of the soil during loading.

[0030] The soil constitutive behavior has the following effects on the process of establishing geological models using numerical simulation evaluation methods: Model parameter setting: The description of soil constitutive behavior needs to consider multiple parameters, such as elastic modulus, shear modulus, Poisson's ratio, etc. When establishing a geological model, the soil constitutive parameters need to be accurately set to ensure the accuracy of the model's description of the mechanical behavior of the underground medium; Model accuracy: The constitutive behavior of soil directly affects the accuracy and reliability of numerical simulation results. If the model fails to accurately describe the constitutive behavior of soil, the simulation results will deviate greatly from the actual situation, affecting the credibility of engineering design and prediction results. Simulation stability: The soil constitutive behavior also has an important influence on the stability and convergence of the simulation. If the soil constitutive behavior in the model is not described reasonably, it will lead to numerical instability or convergence difficulties in the numerical simulation process, affecting the reliability of the simulation results and the calculation efficiency; Interpretation of simulation results: The constitutive behavior of soil affects the mechanical response and deformation characteristics of the soil in the simulation results. When interpreting the simulation results, it is necessary to consider the influence of the constitutive behavior of soil on the simulation results, so as to more accurately understand the mechanical behavior and stability of the underground medium.

[0031] Therefore, analyzing the influence coefficients of soil constitutive behavior can effectively improve the accuracy, stability and interpretability of simulation results.

[0032] The method for obtaining the soil constitutive behavior influence coefficient is as follows: Seismic reflectivity data is obtained through seismic exploration. After recording the seismic reflectivity data, the reflectivity of the known soil constitutive behavior is selected in the observation area and the reflectivity of the known soil constitutive behavior is used as the reference seismic reflectivity. Through data processing and analysis, the influence coefficient of the soil constitutive behavior is calculated, thereby evaluating the influence of the mechanical properties of the underground medium on the wave field propagation and reflection.

[0033] The calculation formula of the soil constitutive behavior influence coefficient is as follows:

[0034] Where: S is the influence coefficient of soil constitutive behavior, B is the reference seismic reflectivity used to compare with the measured seismic reflectivity, r is the seismic wave energy received by the ground obtained by seismic exploration, and i is the seismic wave energy emitted by the ground.

[0035] From the calculation formula of the soil constitutive behavior influence coefficient, it can be seen that: when the soil constitutive behavior influence coefficient is large, it means that the mechanical properties of the underground medium have a more significant influence on the wave field propagation and reflection, that is, the change of geological structure will cause a large change in the amplitude of wave field propagation and reflection; and when the soil constitutive behavior influence coefficient is small, it means that the mechanical properties of the underground medium have a smaller influence on the wave field propagation and reflection, that is, the change of geological structure has little effect on the wave field propagation and reflection.

[0036] The influence coefficient of groundwater presence is a parameter that comprehensively considers multiple factors such as land saturation, water pressure and permeability. It is used to describe the influence of groundwater on soil and geological models. Changes in the influence coefficient of groundwater presence directly affect the accuracy and reliability of the model results.

[0037] The existence of the groundwater body has the following effects on the process of establishing the geological model in the numerical simulation assessment method: Simulation of hydrogeological characteristics: The existence of groundwater bodies affects the hydrogeological characteristics in the geological model. When establishing the geological model, considering the groundwater flow factors, water level change factors and water quality distribution factors can more accurately reflect the impact of the groundwater system on the geological structure; Determination of hydrogeological parameters: The presence of groundwater affects the determination of hydrogeological parameters in the geological model, including permeability, porosity, and pressure head; Stability of geological structures: The presence of groundwater affects the stability of geological structures. For example, in karst geology, the dissolution of groundwater may lead to collapse and subsidence of rock formations. Surface and groundwater interaction: The existence of groundwater bodies affects the interaction between the surface and groundwater bodies. Changes in groundwater levels affect the flow and water quality of surface water bodies, and changes in surface water levels also affect the flow and water quality of groundwater bodies.

[0038] Therefore, analyzing the influence coefficient of groundwater bodies can improve the accuracy and credibility of model results.

[0039] The method for obtaining the influence coefficient of the groundwater body is as follows: Obtain relevant parameter data of groundwater areas through groundwater exploration methods; The relevant parameter data of the groundwater area include the geological structure, permeability data and water pressure information of the groundwater area, the saturated soil permeability data of the groundwater area and the water pressure data of the groundwater area; Conduct field investigation and sampling to collect soil samples, conduct field permeability tests on unsaturated area soil to obtain permeability data of unsaturated area soil; The soil saturation is obtained using the soil moisture measurement method, and the influence coefficient of groundwater presence is calculated by combining the relevant parameter data of the groundwater area with the soil saturation and permeability data.

[0040] The calculation formula of the influence coefficient of the groundwater body is as follows:

[0041] Where: ℇ is the permeability of the groundwater area, σ is the permeability of the soil in the unsaturated area, s is the saturation of the soil, v is the total volume of the soil, t is the pore water volume in the soil, and p represents the water pressure in the groundwater area.

[0042] From the calculation formula of the influence coefficient of groundwater, we can know that when the influence coefficient of groundwater is close to 1, it means that the influence of groundwater on the soil and geological model is large, that is, the hydrogeological conditions have large spatial and temporal differences; when the influence coefficient of groundwater is close to 0, it means that the impact of groundwater on the geological environment is relatively small, that is, the geological structure is relatively stable and the hydrogeological conditions are relatively simple.

[0043] The data processing includes data reduction and data cleaning of the first construction data, which can effectively process invalid information in the first construction data and improve data quality, specifically: Data screening: Screen out data columns related to geological change anomaly coefficient, soil constitutive behavior influence coefficient and groundwater presence influence coefficient; Feature selection: Select the features most relevant to the research purpose from the filtered data columns and delete irrelevant or redundant feature columns; Data conversion: standardize and normalize the data to facilitate subsequent data processing and analysis; Data cleaning: Detect missing values ​​and outliers in the data, fill missing values ​​with the median or majority, delete outliers, and detect and delete duplicate data.

[0044] The numerical simulation effect evaluation coefficient is constructed as follows:

[0045] Where PAC is the numerical simulation effect evaluation coefficient, G is the geological change anomaly coefficient, S is the soil constitutive behavior influence coefficient, W is the groundwater presence influence coefficient, β represents the geological change anomaly coefficient weight parameter, ℷ represents the soil constitutive behavior influence coefficient weight parameter, and ℸ represents the groundwater presence influence coefficient weight parameter.

[0046] The application adaptation difference index is used to measure the difference between the numerical simulation effect evaluation coefficient and the scale threshold, as follows:

[0047] Where: ADSI is the application adaptation difference index, PAD is the numerical simulation effect evaluation coefficient, and N is the scaling threshold.

[0048] According to the application adaptation difference index, the application adaptation of the numerical simulation method is obtained: When the application adaptation difference index is less than 0, it means that there is a large difference between the numerical simulation effect evaluation coefficient and the scale threshold, that is, the numerical simulation method is not suitable for the construction design of micropile foundation under the current geographical environment, and the application adaptation of the numerical simulation method is low adaptation; If the application adaptation difference index is a positive number less than 1, it means that the numerical simulation effect evaluation coefficient is basically consistent with the scale threshold, that is, the numerical simulation method can be applied to the construction design of micropile foundation under the current geographical environment, and the application adaptation of the numerical simulation method is medium adaptation; If the application adaptation difference index is a positive number greater than 1, it means that the numerical simulation effect evaluation coefficient is highly consistent with the scaling threshold, that is, the numerical simulation method is highly adaptable to the construction design of micropile foundations in the current geographical environment, and the application adaptation of the numerical simulation method is highly adaptable.

[0049] According to the adaptability level of the application of the numerical simulation method, the effect of the construction design evaluation of the micropile foundation using the numerical simulation method is obtained: If the adaptability level is high, it indicates that the effect of the construction design evaluation of the micropile foundation based on the numerical simulation method is excellent, and a green signal light is sent; If the adaptation level is medium adaptation, it indicates that the effect of the construction design evaluation of the micropile foundation based on the numerical simulation method is medium, and a yellow signal light is sent; If the adaptation level is low adaptation, it indicates that the effect of the construction design evaluation of the micropile foundation based on the numerical simulation method is poor, and a red signal light is sent, and a level 1 abnormal alarm is sent at the same time.

[0050] It will be appreciated by those skilled in the art that embodiments of the present invention may be provided as methods, systems, or computer program products. Therefore, the present invention may take the form of a complete hardware embodiment, a complete software embodiment, or an embodiment combining software and hardware. Furthermore, the present invention may take the form of a computer program product implemented on one or more computer-usable storage media (including but not limited to disk storage, CD-ROM, optical storage, etc.) containing computer-usable program code.

[0051] The present invention is described with reference to flowcharts and / or block diagrams of methods, devices (systems), and computer program products according to embodiments of the present invention. It should be understood that each process and / or block in the flowchart and / or block diagram, as well as the combination of processes and / or blocks in the flowchart and / or block diagram, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, a special-purpose computer, an embedded processor, or other programmable data processing device to produce a machine, so that the instructions executed by the processor of the computer or other programmable data processing device generate instructions for implementing the processes in the flowchart and / or block diagram. Figure 1 A process or multiple processes and / or boxes Figure 1 A device that provides the functions specified in a block or multiple blocks.

[0052] These computer program instructions may also be stored in a computer-readable memory capable of directing a computer or other programmable data processing device to operate in a specific manner, so that the instructions stored in the computer-readable memory produce an article of manufacture comprising an instruction device, which implements the process Figure 1 A process or multiple processes and / or boxes Figure 1 A function specified in one or more boxes.

[0053] These computer program instructions can also be loaded onto a computer or other programmable data processing device so that a series of operating steps are executed on the computer or other programmable device to produce a computer-implemented process, thereby providing instructions for implementing the process. Figure 1 A process or multiple processes and / or boxes Figure 1 A step that specifies a function in one or more boxes.

[0054] Although the preferred embodiments of the present invention have been described, those skilled in the art may make other changes and modifications to these embodiments once they have learned the basic creative concept. Therefore, the appended claims are intended to be interpreted as including the preferred embodiments and all changes and modifications that fall within the scope of the present invention.

[0055] Obviously, those skilled in the art can make various changes and modifications to the present invention without departing from the spirit and scope of the present invention. Thus, if these modifications and variations of the present invention fall within the scope of the claims of the present invention and their equivalents, the present invention is also intended to include these modifications and variations.

Claims

1. A construction design evaluation method for micropile foundations. It is characterized in that The following steps are involved: In the process of evaluating the construction design of the micropile foundation by the numerical simulation method, obtaining first construction data before establishing the geological model, wherein the first construction data includes entity data and fluid data; Process and analyze the first construction data, establish a numerical simulation effect evaluation model, and generate a numerical simulation effect evaluation coefficient; According to the generated numerical simulation effect evaluation coefficient, the application adaptation difference index is constructed to obtain the application adaptation of the numerical simulation method; According to the application adaptation of the numerical simulation method, the effect of the construction design evaluation of the micropile foundation based on the numerical simulation method is obtained.

2. A construction design and evaluation method for a micropile foundation as claimed in claim 1, Features: The data processing and analysis of the first construction data is specifically as follows: The entity data includes geological change anomaly coefficient and soil constitutive behavior influence coefficient; The fluid data include the influence coefficient of the existence of groundwater; The data processing includes data reduction and data cleaning of the first construction data.

3. A construction design and evaluation method for a micropile foundation as claimed in claim 2, Features: The specific formula of the numerical simulation effect evaluation coefficient is as follows: Where PAC is the numerical simulation effect evaluation coefficient, G is the geological change anomaly coefficient, S is the soil constitutive behavior influence coefficient, W is the groundwater presence influence coefficient, β represents the geological change anomaly coefficient weight parameter, ℷ represents the soil constitutive behavior influence coefficient weight parameter, and ℸ represents the groundwater presence influence coefficient weight parameter.

4. A construction design and evaluation method for a micropile foundation as claimed in claim 3, Features: The application adaptation difference index is used to measure the difference between the numerical simulation effect evaluation coefficient and the scale threshold, as follows: Where: ADSI is the application adaptation difference index, PAD is the numerical simulation effect evaluation coefficient, and N is the scaling threshold.

5. A construction design and evaluation method for a micropile foundation as claimed in claim 3, Features: The method for obtaining the geological change anomaly coefficient is as follows: Acquire reflection wave data of underground media through seismic exploration; Arrange seismic detectors in the observation area and conduct source excitation; after recording the reflected wave data, extract the amplitude of seismic reflection waves in different geological areas at the same depth through data processing and analysis; The relative change of the reflected wave amplitude is calculated for specific geological changes, and the geological change anomaly coefficient is calculated.

6. A construction design and evaluation method for a micropile foundation as claimed in claim 3, Features: The method for obtaining the soil constitutive behavior influence coefficient is as follows: Acquire seismic reflectivity data through seismic exploration means, and record the seismic reflectivity data; The reflectivity of the soil constitutive behavior with known properties is selected in the observation area, and the reflectivity of the soil constitutive behavior with known properties is used as the reference seismic reflectivity, and the influence coefficient of the soil constitutive behavior is calculated.

7. A construction design and evaluation method for a micropile foundation as claimed in claim 3, Features: The method for obtaining the influence coefficient of the groundwater body is as follows: Obtain relevant parameter data of groundwater areas through groundwater exploration methods; Conduct field investigation and sampling to collect soil samples, conduct field permeability tests on unsaturated area soil to obtain permeability data of unsaturated area soil; The soil saturation is obtained using the soil moisture measurement method, and the influence coefficient of groundwater presence is calculated by combining the relevant parameter data of the groundwater area with the soil saturation and permeability data.

8. A construction design and evaluation method for a micropile foundation as claimed in claim 5, Features: The specific formula of the geological change anomaly coefficient is as follows: Where: G represents the geological change anomaly coefficient, A 0 is the amplitude of the seismic wave source before the geological change, A 1 is the amplitude of the seismic wave source after the geological change, α is the amplitude attenuation during the propagation of the seismic wave before the geological change, β is the amplitude attenuation during the propagation of the seismic wave after the geological change, and D is the distance the seismic wave propagates.

9. A construction design and evaluation method for a micropile foundation as claimed in claim 6, Features: The influence coefficient of soil constitutive behavior is as follows: Where: S is the influence coefficient of soil constitutive behavior, B is the reference seismic reflectivity used to compare with the measured seismic reflectivity, r is the seismic wave energy received by the ground obtained by seismic exploration, and i is the seismic wave energy emitted by the ground.

10. A construction design and evaluation method for a micropile foundation as claimed in claim 7, Features: The groundwater body has an influence coefficient, and the specific formula is as follows: Where: ℇ is the permeability of the groundwater area, σ is the permeability of the soil in the unsaturated area, s is the saturation of the soil, v is the total volume of the soil, t is the pore water volume in the soil, and p represents the water pressure in the groundwater area.

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