A soil model construction method for geotechnical engineering

Abstract

The present invention discloses a soil model construction method applied to geotechnical engineering, which relates to the technical field of geotechnical engineering construction. The method comprises the following steps: performing exploration and sampling on a construction area where geotechnical engineering construction is required, and then obtaining soil samples and rock samples corresponding to the current construction area, performing feature analysis on the soil samples and rock samples respectively, and then obtaining respective corresponding feature data, constructing a soil physical characterization model of the current construction area according to the feature data corresponding to the soil samples, constructing a rock mechanics characterization model of the current construction area according to the feature data corresponding to the rock samples, performing model fusion of the soil physical characterization model and the rock mechanics characterization model, and then constructing a soil model corresponding to the current construction area, and predicting the construction feasibility of different types of geotechnical engineering in the current construction area through the soil model, thereby effectively ensuring the safe implementation of subsequent geotechnical engineering construction.

Description

Technical Field

[0001] The invention relates to the technical field of geotechnical engineering construction, and in particular to a soil model construction method applied to geotechnical engineering. Background Art

[0002] Geotechnical engineering is an important branch of civil engineering, which mainly involves the study and application of the properties and behavior of soil and rock and their interaction with engineering structures. Its main goal is to ensure that engineering structures can operate stably and reliably in soil or rock media. Geotechnical engineering has a wide range of applications, including buildings, roads, bridges, tunnels, dams and other fields.

[0003] In geotechnical engineering, the accurate construction of soil models plays a vital role in the subsequent engineering design and implementation. Therefore, how to construct a corresponding soil model for the soil area where geotechnical engineering construction is about to be carried out, so as to predict the feasibility of different types of geotechnical engineering construction in the current soil area through the soil model, and then ensure the safety of subsequent geotechnical engineering construction, is an issue that cannot be ignored in the current geotechnical engineering construction field. Summary of the invention

[0004] In order to solve the above problems, the object of the present invention is to provide a soil model construction method for geotechnical engineering.

[0005] The purpose of the present invention can be achieved by the following technical solution: A method for constructing a soil model for geotechnical engineering, comprising the following steps:

[0006] Step S1: Exploring and sampling the construction area where geotechnical engineering construction is required, thereby obtaining soil samples and rock samples corresponding to the current construction area, performing feature analysis on the soil samples and rock samples respectively, and thereby obtaining respective corresponding feature data;

[0007] Step S2: constructing a soil physical characterization model of the current construction area according to the characteristic data corresponding to the soil samples, and constructing a rock mechanical characterization model of the current construction area according to the characteristic data corresponding to the rock samples;

[0008] Step S3: The soil physics characterization model and the rock mechanics characterization model are integrated to construct a soil model corresponding to the current construction area, and the construction feasibility of different geotechnical engineering projects in the current construction area is predicted through the soil model.

[0009] Furthermore, the process of conducting exploration and sampling of the construction area where geotechnical engineering construction is required, and then obtaining soil samples and rock samples corresponding to the current construction area includes:

[0010] Select the construction area where geotechnical engineering construction is required, obtain the area of ​​the construction area, and record it as S 施工 , arrange the geological exploration equipment in the construction area, obtain the working coverage area of ​​each geological exploration equipment, and record it as S 覆盖 , according to S 施工 and S 覆盖 Get the number of geological exploration equipment arranged in the current construction area, and record this number as N, then N = Floor (S 施工 / S 覆盖 ), where Floor() is a round-up function;

[0011] After N number of geological exploration equipment are arranged in the construction area, each geological exploration equipment is debugged according to the preset equipment working standard. After the debugging is completed, each geological exploration equipment is in the standard working state. The current construction area is explored and sampled through N number of geological exploration equipment, and then the soil samples and rock samples corresponding to the current construction area are obtained.

[0012] Furthermore, the process of performing characteristic analysis on the soil samples and the rock samples respectively and obtaining the corresponding characteristic data includes:

[0013] The types of characteristic analysis include soil physical characteristic analysis and rock mechanical characteristic analysis. The characteristic data include soil characteristic related data and rock characteristic related data. Soil physical characteristic analysis is performed on soil samples to obtain corresponding soil characteristic related data. Rock mechanical characteristic analysis is performed on rock samples to obtain corresponding rock characteristic related data. Soil characteristic related data include particle size distribution data, water content, density and porosity. Rock characteristic related data include compressive strength, shear strength, elastic modulus and Poisson's ratio.

[0014] Furthermore, the process of constructing a soil physical characterization model of the current construction area according to the characteristic data corresponding to the soil samples includes:

[0015] According to the particle diameters of different soil particles included in the particle size distribution data in the soil characteristic related data, corresponding soil particle distribution layers are constructed respectively, and different diameter intervals are set. The diameter intervals include a first interval, a second interval, and a third interval, which are respectively recorded as Ω1, Ω2, and Ω3, Ω1 = [d1, d2], Ω2 = (d2, d3], Ω3 = (d3, d4], wherein 0 < d1 < d2 < d3 < d4, and the particle diameter of the soil particles is recorded as d, and the value range of d is [d1, d4];

[0016] The water content, density and porosity of all soil particles corresponding to d∈Ω1 are mapped as the first layer elements to the preset first distribution layer, and then the soil particle distribution layer of all soil particles corresponding to d∈Ω1 is constructed, and the soil particle distribution layer is recorded as the settlement soil layer;

[0017] The water content, density and porosity of all soil particles corresponding to d∈Ω2 are mapped as the second layer elements to the preset second distribution layer, and then a soil particle distribution layer of all soil particles corresponding to d∈Ω2 is constructed, and the soil particle distribution layer is recorded as a stable soil layer;

[0018] The water content, density and porosity of all soil particles corresponding to d∈Ω3 are mapped as the third layer elements to the preset third distribution layer, and then the soil particle distribution layer of all soil particles corresponding to d∈Ω3 is constructed, and the soil particle distribution layer is recorded as the hard soil layer;

[0019] The layer dimensions of the settlement soil layer, stable soil layer and hard soil layer are obtained, and the layer dimensions of the settlement soil layer and the hard soil layer are unified to the layer dimensions corresponding to the stable soil layer, so as to construct a soil physical characterization model corresponding to the current construction area.

[0020] Furthermore, the process of constructing a rock mechanics characterization model of the current construction area according to the characteristic data corresponding to the rock samples includes:

[0021] An initial characterization model is constructed, and the compressive strength, shear strength, elastic modulus and Poisson's ratio of the rock sample corresponding to the rock characteristic related data are used as input parameters corresponding to different input nodes of the initial characterization model;

[0022] The input nodes of the initial characterization model include elastic behavior nodes and destructive behavior nodes. The elastic modulus and Poisson's ratio are integrated as input parameters of the elastic behavior node, and the compressive strength and shear strength are integrated as input parameters of the destructive behavior node.

[0023] Set the elastic constraint conditions corresponding to the elastic behavior node, set the destruction constraint conditions corresponding to the destruction behavior node, set the output node for the initial characterization model, input the input parameters integrated by the elastic modulus and Poisson's ratio into the elastic behavior node, input the input parameters integrated by the compressive strength and shear strength into the destruction behavior node, generate different output results from the output node, and then construct the initial characterization model into the final rock mechanics characterization model of the rock sample. The rock mechanics characterization model is used to characterize the mechanical properties of the rock corresponding to the current rock sample.

[0024] Furthermore, the rock mechanics characterization model characterizes the different output results of the mechanical properties of the rock corresponding to the current rock sample, including:

[0025] Result 1: The mechanical properties of the rock corresponding to the current rock sample only meet the elastic constraint conditions, but not the failure constraint conditions;

[0026] Result 2: The mechanical properties of the rock corresponding to the current rock sample do not meet the elastic constraint conditions, but meet the failure constraint conditions;

[0027] Result 3: The mechanical properties of the rock corresponding to the current rock sample meet the elastic constraint conditions and the failure constraint conditions;

[0028] Result 4: The mechanical properties of the rock corresponding to the current rock sample neither meet the elastic constraint conditions nor the failure constraint conditions.

[0029] Furthermore, the process of integrating the soil physical characterization model with the rock mechanical characterization model to construct a soil model corresponding to the current construction area includes:

[0030] The output results corresponding to the soil physical characterization model are obtained. The output results include "1", "0" and "-1". Different soil properties of the soil corresponding to the current construction area are represented by different output results. When the output result is "1", it represents that the soil property of the soil corresponding to the current construction area is hardened soil; when the output result is "0", it represents that the soil property of the soil corresponding to the current construction area is stable soil; when the output result is "-1", it represents that the soil property of the soil corresponding to the current construction area is settled soil;

[0031] Obtain the probability value corresponding to each output result of the soil physical characterization model, and average the probability value of each output result as the decision coefficient corresponding to the soil physical characterization model, and record the decision coefficient as δ1;

[0032] Obtain the probability values ​​of the output results of the rock mechanics characterization model, namely, result 1, result 2, result 3, and result 4, and take the average of the probability values ​​of each output result as the decision coefficient corresponding to the rock mechanics characterization model, and record the decision coefficient as δ2;

[0033] The model fusion weight a is set, and the value range of a is (0, 1). The soil physical characterization model and the rock mechanics characterization model are fused through the model fusion weight to obtain the final soil model of the current construction area. The decision coefficient δ1 of the soil physical characterization model is weighted as δ1×a through the model fusion weight a, and the decision coefficient δ2 of the rock mechanics characterization model is weighted as δ2×(1-a). Then the prediction coefficient of the final soil model is obtained, and the prediction coefficient is recorded as λ, λ=δ1×a+δ2×(1-a).

[0034] Furthermore, the process of predicting the construction feasibility of different geotechnical projects in the current construction area through the soil model includes:

[0035] The different types of geotechnical engineering include construction engineering, road engineering, bridge engineering, tunnel engineering and dam engineering. A coefficient matching interval corresponding to each type of geotechnical engineering is set. The coefficient matching interval is used to indicate the value range of the prediction coefficient when the current construction area is in a feasible construction state for executing the geotechnical engineering of this type;

[0036] When the prediction coefficient of the soil model for the current construction area is within the coefficient matching interval of the corresponding type of geotechnical engineering, the feasibility of the construction of the current construction area for this type of geotechnical engineering is marked as "True", otherwise, the feasibility of the construction of the current construction area for this type of geotechnical engineering is marked as "False";

[0037] When the construction feasibility of the geotechnical engineering of the corresponding type in the construction area is "True", it is predicted that the construction of the geotechnical engineering of this type is allowed. When the construction feasibility of the geotechnical engineering of the corresponding type in the construction area is "False", it is predicted that the construction of the geotechnical engineering of this type is prohibited.

[0038] Compared with the prior art, the beneficial effects of the present invention are as follows: by conducting exploration and sampling in the construction area where geotechnical engineering construction is required to obtain corresponding soil samples and rock samples, obtaining the corresponding characteristic data after characteristic analysis, and establishing the corresponding soil physical characterization model and rock mechanical characterization model, and constructing the corresponding soil model after model fusion of the soil physical characterization model and the rock mechanical characterization model, so as to predict the construction feasibility of each type of geotechnical engineering in the current construction area through the soil model, thereby ensuring the safety of subsequent construction of geotechnical engineering in the current construction area to a certain extent. BRIEF DESCRIPTION OF THE DRAWINGS

[0039] Figure 1 It is a flow chart of the present invention. DETAILED DESCRIPTION

[0040] like Figure 1 As shown, a soil model construction method for geotechnical engineering includes the following steps:

[0041] Step S1: Exploring and sampling the construction area where geotechnical engineering construction is required, thereby obtaining soil samples and rock samples corresponding to the current construction area, performing feature analysis on the soil samples and rock samples respectively, and thereby obtaining respective corresponding feature data;

[0042] Step S2: constructing a soil physical characterization model of the current construction area according to the characteristic data corresponding to the soil samples, and constructing a rock mechanical characterization model of the current construction area according to the characteristic data corresponding to the rock samples;

[0043] Step S3: The soil physics characterization model and the rock mechanics characterization model are integrated to construct a soil model corresponding to the current construction area, and the construction feasibility of different geotechnical engineering projects in the current construction area is predicted through the soil model.

[0044] It should be further explained that, in the specific implementation process, the process of conducting exploration and sampling of the construction area where geotechnical engineering construction is required, and then obtaining soil samples and rock samples corresponding to the current construction area includes:

[0045] Select the construction area where geotechnical engineering construction is required, and obtain the area of ​​the construction area, which is recorded as S 施工 , arrange the geological exploration equipment in the construction area, obtain the working coverage area of ​​each geological exploration equipment, and record the working coverage area as S 覆盖 ;

[0046] Then according to S 施工 and S 覆盖 Get the number of geological exploration equipment arranged in the current construction area, and record this number as N, then N = Floor (S 施工 / S 覆盖 ), where Floor() is a rounding function used to round the value in brackets upwards to an integer;

[0047] After the construction area for geotechnical engineering construction has arranged N number of geological exploration equipment, each geological exploration equipment is debugged according to the preset equipment working standard. After the debugging is completed, each geological exploration equipment is in the working standard state;

[0048] The current construction area is explored and sampled by using N number of geological exploration equipment, and then soil samples and rock samples corresponding to the current construction area are obtained. Each geological exploration equipment only conducts exploration and sampling within the area covered by its work. The types of exploration and sampling performed by geological exploration equipment include geological radar scanning, drilling and sampling. The geological radar is used to scan the different stratum depths of the current construction area, so as to perform drilling and sampling at different stratum depths, thereby ensuring the representativeness of the samples.

[0049] It should be further explained that, in the specific implementation process, the process of performing characteristic analysis on soil samples and rock samples respectively and then obtaining the corresponding characteristic data includes:

[0050] The types of characteristic analysis include soil physical characteristic analysis and rock mechanical characteristic analysis, and the characteristic data include soil characteristic related data and rock characteristic related data;

[0051] Perform soil physical characteristic analysis on soil samples obtained in the current construction area to obtain soil characteristic related data corresponding to the soil samples, and perform rock mechanical characteristic analysis on rock samples obtained in the current construction area to obtain rock characteristic related data corresponding to the rock samples;

[0052] Methods for analyzing the soil physical characteristics include laser particle size analysis, drying method, density estimation method and volume method;

[0053] The content of the laser particle size analysis method is: using a laser particle size analyzer to obtain the particle size distribution data of the current soil sample, the particle size distribution data is: taking the ratio of the number of soil particles corresponding to different particle diameters to the total number of soil particles as its distribution proportion, and then obtaining the distribution proportion of soil particles corresponding to each particle diameter, and summarizing them as the particle size distribution data of the entire soil sample;

[0054] The drying method is as follows: the soil sample is heated in an oven to a constant weight, the initial mass and the mass after drying of the soil sample are measured, and the moisture content is calculated. The moisture content is the mass difference between the initial mass and the mass after drying. The value of the initial mass is recorded as m 初始 , the mass after drying is recorded as m 烘干 , let the water content be W, then W=|m 初始 -m 烘干 |;

[0055] The content of the density estimation method is: obtain the mass and volume of the dried soil sample, and then estimate the density of the soil sample. The volume of the dried soil sample is recorded as v 烘干 , the density of the soil sample is denoted by ρ 土壤 , then ρ 土壤 =m 初始 / v 烘干 ;

[0056] The content of the volumetric method is: determine the total volume of the soil sample and its solid volume respectively, and then calculate the porosity;

[0057] Integrate the particle size distribution data, water content, density and porosity obtained from soil physical characteristics analysis of soil samples as soil characteristic related data of soil samples;

[0058] The method for performing the rock mechanical characteristic analysis includes uniaxial compression test, triaxial test, compression test and strain test. The uniaxial compression test is used to determine the compressive strength of the rock in the rock sample, that is, the maximum bearing capacity of the rock under uniaxial loading; the triaxial test is used to measure the shear strength of the rock under different stress states; the compression test is used to measure the elastic modulus of the rock; the strain test is used to measure the deformation behavior of the rock under axial and lateral strains, thereby obtaining the Poisson's ratio corresponding to the rock;

[0059] The compressive strength, shear strength, elastic modulus and Poisson's ratio obtained from the rock mechanics characteristics analysis of the rock samples are integrated as the rock characteristic related data of the rock samples.

[0060] It should be further explained that, in the specific implementation process, the process of constructing the soil physical characterization model of the current construction area according to the characteristic data corresponding to the soil samples includes:

[0061] According to the particle diameters of different soil particles included in the particle size distribution data in the soil characteristic-related data corresponding to the soil sample, corresponding soil particle distribution layers are respectively constructed;

[0062] The build contents are as follows:

[0063] Different diameter intervals are set, the diameter intervals include a first interval, a second interval and a third interval, and the corresponding diameter intervals are respectively recorded as Ω1, Ω2 and Ω3, wherein Ω1 = [d1, d2], Ω2 = (d2, d3], Ω3 = (d3, d4], and 0 < d1 < d2 < d3 < d4;

[0064] The particle diameter of soil particles is denoted as d, and the value range of d is [d1, d4];

[0065] The water content, density and porosity of all soil particles corresponding to d∈Ω1 are taken as the first layer elements, and the first layer elements are mapped to the preset first distribution layer, so as to construct a soil particle distribution layer of all soil particles corresponding to d∈Ω1, and the soil particle distribution layer is recorded as the settlement soil layer;

[0066] The water content, density and porosity of all soil particles corresponding to d∈Ω2 are used as the second layer elements, and the second layer elements are mapped to the preset second distribution layer, so as to construct a soil particle distribution layer of all soil particles corresponding to d∈Ω2, and the soil particle distribution layer is recorded as a stable soil layer;

[0067] The water content, density and porosity of all soil particles corresponding to d∈Ω3 are used as the third layer elements, and the third layer elements are mapped to the preset third distribution layer, so as to construct a soil particle distribution layer of all soil particles corresponding to d∈Ω3, and the soil particle distribution layer is recorded as the hard soil layer;

[0068] The layer dimensions of the settlement soil layer, stable soil layer and hard soil layer are obtained, and the layer dimensions of the settlement soil layer and the hard soil layer are uniformly converted to the layer dimensions corresponding to the stable soil layer, so as to construct a soil physical characterization model corresponding to the current construction area.

[0069] It should be noted that, when other limiting conditions are the same, the smaller the particle diameter, the greater the possibility of expansion or contraction of soil particles, which will affect the stability of the foundation and may cause settlement or cracks in the building. If the particle diameter is too large, it indicates that the soil is highly hardened and it is not easy to carry out geotechnical engineering construction.

[0070] It should be further explained that, in the specific implementation process, the process of constructing the rock mechanics characterization model of the current construction area according to the characteristic data corresponding to the rock samples includes:

[0071] Construct an initial characterization model, and use the compressive strength, shear strength, elastic modulus and Poisson's ratio corresponding to the rock characteristic-related data of the rock sample as input parameters corresponding to different input nodes of the initial characterization model;

[0072] The types of input nodes of the initial characterization model include elastic behavior nodes and destructive behavior nodes, elastic modulus and Poisson's ratio are integrated as input parameters of the elastic behavior node, and compressive strength and shear strength are integrated as input parameters of the destructive behavior node;

[0073] Setting elastic constraints corresponding to elastic behavior nodes and setting destruction constraints corresponding to destruction behavior nodes, wherein the elastic constraints are used to measure whether the elasticity of the rock corresponding to the current rock sample is within the expected elasticity, and the destruction constraints are used to measure whether the mechanical strength of the rock is within the expected mechanical strength;

[0074] Corresponding output nodes are set for the initial characterization model, and the input parameters integrated from the elastic modulus and Poisson's ratio are input into the elastic behavior node, and the input parameters integrated from the compressive strength and shear strength are input into the destructive behavior node. Different output results are generated by the output nodes, and then the initial characterization model is constructed into the final rock mechanics characterization model of the rock sample, which is used to characterize the mechanical properties of the rock corresponding to the current rock sample.

[0075] The output results include the following situations:

[0076] Result 1: The mechanical properties of the rock corresponding to the current rock sample only meet the elastic constraint conditions, but not the failure constraint conditions;

[0077] Result 2: The mechanical properties of the rock corresponding to the current rock sample do not meet the elastic constraint conditions, but meet the failure constraint conditions;

[0078] Result 3: The mechanical properties of the rock corresponding to the current rock sample meet the elastic constraint conditions and the failure constraint conditions;

[0079] Result 4: The mechanical properties of the rock corresponding to the current rock sample neither meet the elastic constraint conditions nor the failure constraint conditions.

[0080] It should be further explained that, in the specific implementation process, the process of integrating the soil physical characterization model with the rock mechanics characterization model and then constructing the soil model corresponding to the current construction area includes:

[0081] Obtaining the output result corresponding to the soil physical characterization model, wherein the output result includes "1", "0" and "-1", and different soil properties corresponding to the soil in the current construction area are represented by different output results;

[0082] When the output result is "1", it indicates that the soil property corresponding to the current construction area is hardened soil;

[0083] When the output result is "0", it indicates that the soil property corresponding to the current construction area is stable soil;

[0084] When the output result is "-1", it indicates that the soil property corresponding to the current construction area is settlement soil;

[0085] Obtain the probability value corresponding to each output result of the soil physical characterization model, where the probability value of the output result being "1" is f1, the probability value of the output result being "0" is f2, and the probability value of the output result being "-1" is f3. Take the average of the probability values ​​of each output result and use it as the decision coefficient corresponding to the soil physical characterization model;

[0086] Let this decision coefficient be δ1, then we have

[0087] Obtain the probability values ​​of the output results of the rock mechanics characterization model, which are result one, result two, result three and result four, and record them as F1, F2, F3 and F4 respectively. Take the average of the probability values ​​of each output result and use it as the decision coefficient corresponding to the rock mechanics characterization model.

[0088] Let this decision coefficient be δ2, then we have

[0089] The model fusion weight between the soil physical characterization model and the rock mechanical characterization model is set, and the model fusion weight is recorded as a. The value range of a is (0, 1). The value of a is selected according to specific needs. The initial value of a is 0.3. The soil physical characterization model and the rock mechanical characterization model are fused through the model fusion weight to obtain the final soil model of the current construction area;

[0090] The model fusion is as follows:

[0091] The decision coefficient δ1 of the soil physics characterization model is weighted by the model fusion weight a, that is, δ1×a, and the decision coefficient δ2 of the rock mechanics characterization model is weighted by (1-a), so as to obtain the prediction coefficient of the final soil model after model fusion. The prediction coefficient is denoted as λ, then λ=δ1×a+δ2×(1-a).

[0092] It should be further explained that, in the specific implementation process, the process of predicting the construction feasibility of different geotechnical projects in the current construction area through the soil model includes:

[0093] The different types of geotechnical engineering include construction engineering, road engineering, bridge engineering, tunnel engineering and dam engineering. A coefficient matching interval corresponding to each type of geotechnical engineering is set. The coefficient matching interval is used to indicate the value range of the prediction coefficient when the current construction area is in a feasible construction state for executing the geotechnical engineering of this type;

[0094] When the prediction coefficient of the soil model for the current construction area is within the coefficient matching interval of the corresponding type of geotechnical engineering, the feasibility of the construction of the current construction area for this type of geotechnical engineering is marked as "True", otherwise, the feasibility of the construction of the current construction area for this type of geotechnical engineering is marked as "False";

[0095] When the construction feasibility of the geotechnical engineering of the corresponding type in the construction area is "True", it is predicted that the construction of the geotechnical engineering of this type is allowed. When the construction feasibility of the geotechnical engineering of the corresponding type in the construction area is "False", it is predicted that the construction of the geotechnical engineering of this type is prohibited.

[0096] The above embodiments are only used to illustrate the technical method of the present invention rather than to limit it. Although the present invention has been described in detail with reference to the preferred embodiments, those skilled in the art should understand that the technical method of the present invention may be modified or replaced by equivalents without departing from the spirit and scope of the technical method of the present invention.

Claims

1. A soil model construction method for geotechnical engineering, characterized in that: The following steps are involved: Step S1: Exploring and sampling the construction area where geotechnical engineering construction is required, thereby obtaining soil samples and rock samples corresponding to the current construction area, performing feature analysis on the soil samples and rock samples respectively, and thereby obtaining respective corresponding feature data; Step S2: constructing a soil physical characterization model of the current construction area according to the characteristic data corresponding to the soil samples, and constructing a rock mechanical characterization model of the current construction area according to the characteristic data corresponding to the rock samples; Step S3: Fusion of the soil physics characterization model and the rock mechanics characterization model is performed to construct a soil model corresponding to the current construction area, and the construction feasibility of different geotechnical engineering projects in the current construction area is predicted through the soil model; The process of constructing a soil physical characterization model for the current construction area based on the characteristic data corresponding to the soil samples includes: According to the particle diameters of different soil particles included in the particle size distribution data in the soil characteristic related data, corresponding soil particle distribution layers are constructed respectively, and different diameter intervals are set. The diameter intervals include a first interval, a second interval, and a third interval, which are respectively recorded as Ω1, Ω2, and Ω3, Ω1 = [d1, d2], Ω2 = (d2, d3], Ω3 = (d3, d4], wherein 0 < d1 < d2 < d3 < d4, and the particle diameter of the soil particles is recorded as d, and the value range of d is [d1, d4]; The water content, density and porosity of all soil particles corresponding to d∈Ω1 are mapped as the first layer elements to the preset first distribution layer, and then the soil particle distribution layer of all soil particles corresponding to d∈Ω1 is constructed, and the soil particle distribution layer is recorded as the settlement soil layer; The water content, density and porosity of all soil particles corresponding to d∈Ω2 are mapped as the second layer elements to the preset second distribution layer, and then a soil particle distribution layer of all soil particles corresponding to d∈Ω2 is constructed, and the soil particle distribution layer is recorded as a stable soil layer; The water content, density and porosity of all soil particles corresponding to d∈Ω3 are mapped as the third layer elements to the preset third distribution layer, and then the soil particle distribution layer of all soil particles corresponding to d∈Ω3 is constructed, and the soil particle distribution layer is recorded as the hard soil layer; Obtain the layer dimensions of the settlement soil layer, the stable soil layer and the hard soil layer, and unify the layer dimensions of the settlement soil layer and the hard soil layer to the layer dimensions corresponding to the stable soil layer, thereby constructing a soil physical characterization model corresponding to the current construction area; The process of constructing a rock mechanics characterization model for the current construction area based on the characteristic data corresponding to the rock samples includes: An initial characterization model is constructed, and the compressive strength, shear strength, elastic modulus and Poisson's ratio of the rock sample corresponding to the rock characteristic related data are used as input parameters corresponding to different input nodes of the initial characterization model; The input nodes of the initial characterization model include elastic behavior nodes and destructive behavior nodes. The elastic modulus and Poisson's ratio are integrated as input parameters of the elastic behavior node, and the compressive strength and shear strength are integrated as input parameters of the destructive behavior node. Set the elastic constraint conditions corresponding to the elastic behavior node, set the destruction constraint conditions corresponding to the destruction behavior node, set the output node for the initial characterization model, input the input parameters integrated by the elastic modulus and Poisson's ratio into the elastic behavior node, input the input parameters integrated by the compressive strength and shear strength into the destruction behavior node, generate different output results from the output node, and then construct the initial characterization model into the final rock mechanics characterization model of the rock sample. The rock mechanics characterization model is used to characterize the mechanical properties of the rock corresponding to the current rock sample.

2. A soil model construction method for geotechnical engineering according to claim 1, characterized in that: The process of conducting exploration and sampling of the construction area where geotechnical engineering construction is required, and then obtaining soil samples and rock samples corresponding to the current construction area includes: Select the construction area where geotechnical engineering construction is required, obtain the area of ​​the construction area, and record it as S 施工 , arrange the geological exploration equipment in the construction area, obtain the working coverage area of ​​each geological exploration equipment, and record it as S 覆盖 , according to S 施工 and S 覆盖 Get the number of geological exploration equipment arranged in the current construction area, and record this number as N, then N = Floor (S 施工 / S 覆盖 ), where Floor() is a round-up function; After N number of geological exploration equipment are arranged in the construction area, each geological exploration equipment is debugged according to the preset equipment working standard. After the debugging is completed, each geological exploration equipment is in the standard working state. The current construction area is explored and sampled through N number of geological exploration equipment, and then the soil samples and rock samples corresponding to the current construction area are obtained.

3. A soil model construction method for geotechnical engineering according to claim 2, characterized in that: The process of performing characteristic analysis on soil samples and rock samples respectively and obtaining their corresponding characteristic data includes: The types of characteristic analysis include soil physical characteristic analysis and rock mechanical characteristic analysis. The characteristic data include soil characteristic related data and rock characteristic related data. Soil physical characteristic analysis is performed on soil samples to obtain corresponding soil characteristic related data. Rock mechanical characteristic analysis is performed on rock samples to obtain corresponding rock characteristic related data. Soil characteristic related data include particle size distribution data, water content, density and porosity. Rock characteristic related data include compressive strength, shear strength, elastic modulus and Poisson's ratio.

4. The method for constructing a soil model for geotechnical engineering according to claim 3, characterized in that: The rock mechanics characterization model characterizes the different output results of the mechanical properties of the rock corresponding to the current rock sample, including: Result 1: The mechanical properties of the rock corresponding to the current rock sample only meet the elastic constraint conditions, but not the failure constraint conditions; Result 2: The mechanical properties of the rock corresponding to the current rock sample do not meet the elastic constraint conditions, but meet the failure constraint conditions; Result 3: The mechanical properties of the rock corresponding to the current rock sample meet the elastic constraint conditions and the failure constraint conditions; Result 4: The mechanical properties of the rock corresponding to the current rock sample neither meet the elastic constraint conditions nor the failure constraint conditions.

5. A soil model construction method for geotechnical engineering according to claim 4, characterized in that: The process of integrating the soil physical characterization model with the rock mechanical characterization model to construct the soil model corresponding to the current construction area includes: Obtain the output results corresponding to the soil physical characterization model. The output results include "1", "0" and "-1". Different output results are used to represent different soil properties of the soil corresponding to the current construction area. When the output result is "1", it represents that the soil property of the soil corresponding to the current construction area is hardened soil; when the output result is "0", it represents that the soil property of the soil corresponding to the current construction area is stable soil; when the output result is "-1", it represents that the soil property of the soil corresponding to the current construction area is settled soil; Obtain the probability value corresponding to each output result of the soil physical characterization model, and average the probability value of each output result as the decision coefficient corresponding to the soil physical characterization model, and record the decision coefficient as δ1; Obtain the probability values ​​of the output results of the rock mechanics characterization model, namely, result 1, result 2, result 3, and result 4, and take the average of the probability values ​​of each output result as the decision coefficient corresponding to the rock mechanics characterization model, and record the decision coefficient as δ2; The model fusion weight a is set, and the value range of a is (0, 1). The soil physical characterization model and the rock mechanics characterization model are fused through the model fusion weight to obtain the final soil model of the current construction area. The decision coefficient δ1 of the soil physical characterization model is weighted by the model fusion weight a as δ1×a, and the decision coefficient δ2 of the rock mechanics characterization model is weighted as δ2×(1-a). Then, the prediction coefficient of the final soil model is obtained, and the prediction coefficient is recorded as λ. .

6. A soil model construction method for geotechnical engineering according to claim 5, characterized in that: The process of predicting the feasibility of different geotechnical projects in the current construction area through soil models includes: The different types of geotechnical engineering include construction engineering, road engineering, bridge engineering, tunnel engineering and dam engineering. A coefficient matching interval corresponding to each type of geotechnical engineering is set. The coefficient matching interval is used to indicate the value range of the prediction coefficient when the current construction area is in a feasible construction state for executing the geotechnical engineering of this type; When the prediction coefficient of the soil model for the current construction area is within the coefficient matching interval of the corresponding type of geotechnical engineering, the feasibility of the construction of the current construction area for the type of geotechnical engineering is marked as "True", otherwise, the feasibility of the construction of the current construction area for the type of geotechnical engineering is marked as "False"; When the construction feasibility of the geotechnical engineering of the corresponding type in the construction area is "True", it is predicted that the construction of the geotechnical engineering of this type is allowed; when the construction feasibility of the geotechnical engineering of the corresponding type in the construction area is "False", it is predicted that the construction of the geotechnical engineering of this type is prohibited.

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