Soil static strength parameter prediction method and system considering over-diameter block stone

Abstract

The invention discloses a method and a system for predicting static strength parameters of a soil body by considering over-diameter block stones. According to the method, physical test data of a static triaxial test and numerical test data of numerical simulation are combined, and the grading of a soil body material is quantitatively characterized by utilizing a fractal theory. And presenting a static strength parameter prediction formula of the accumulation body soil sample by adopting a superposition form of contribution of fine particles and coarse particles to the strength of the accumulation body soil body. And determining a prediction formula of the static strength parameter of the accumulation body soil sample according to the relationship between the fractal dimension of each granularity interval and the static strength parameter test value of the accumulation body soil body. The invention also provides a system for realizing the method for predicting the static strength parameter of the soil body considering the over-diameter block stone. The method provided by the invention overcomes the defect that the traditional method cannot consider the influence of the over-diameter block stone on the prediction of the static strength of the soil body, and provides a reliable predicted value considering the static strength parameter of the soil body of the over-diameter block stone, so that more reliable mechanical parameter support is provided for engineering design and construction.

Description

Technical Field

[0001] The invention belongs to the technical field of geotechnical testing, and in particular relates to a method and system for predicting static strength parameters of soil considering over-diameter block stones. Background Art

[0002] In the field of geotechnical engineering, accurately predicting the static strength parameters of soil materials is of vital importance for engineering design, construction, and stability analysis. Traditional testing methods for the static strength parameters of soil materials are mainly based on conventional geotechnical tests. At the same time, due to the size limitations of the specimens, it is necessary to remove oversized rocks from the soil materials during geotechnical tests. However, in actual engineering, many accumulated soils contain oversized rocks, which have a significant impact on the overall static strength characteristics of the soil. However, traditional testing methods often fail to fully consider the role of oversized rocks. Summary of the Invention

[0003] In view of the above-mentioned deficiencies in the prior art, one of the objectives of the present invention is to provide a method for predicting the static strength parameters of soil taking into account over-diameter block stones, so as to achieve the purpose of predicting the static strength of over-diameter block stones.

[0004] A second object of the present invention is to provide a system for realizing the method for predicting the static strength parameters of soil considering over-diameter boulders.

[0005] The present invention provides a method for predicting the static strength parameters of soil considering oversized rock blocks, comprising the following steps: S1. Conduct static triaxial tests to obtain stress-strain curves for soil samples without considering oversized rocks. Based on these stress-strain curves, determine the static strength parameter test values ​​under the corresponding working conditions. S2. Using a particle mass-particle size fractal model based on fractal theory, fit the gradation curve from the static triaxial test in step S1 to obtain the fractal dimension of the preset particle size range. Based on the relationship between the obtained fractal dimension of the preset particle size range and the static strength parameter test value obtained in step S1, a first prediction formula for the static strength parameter of the deposited soil sample is derived. Based on this formula, first predicted values ​​of the static strength parameter of the deposited soil sample are obtained under different maximum stone block sizes. S3. Based on the stress-strain curve of the soil sample obtained in step S1 without considering oversized rocks, a static triaxial specimen model of the soil sample is constructed and numerical simulation calibration is performed to obtain the mesoscopic contact parameters of the numerical model; based on the obtained mesoscopic contact parameters of the numerical model, numerical experiments are performed using the equivalent substitution method to obtain the first experimental values ​​of the static strength parameters of the soil sample under different maximum rock sizes without considering oversized rocks; S4. Based on the first predicted value of the static strength parameter of the deposit under conditions of different maximum rock sizes obtained in step S2, compare it with the first experimental value of the static strength parameter of the deposit under conditions of different maximum rock sizes obtained in step S3 to make a judgment. If the judgment fails, the first prediction formula for the static strength parameter of the deposited soil sample obtained in step S2 is modified by introducing the grain size fractal dimension value of the scale-free interval of the oversized rock. Otherwise, the first prediction formula for the static strength parameter of the deposited soil sample is directly used to obtain a second prediction formula for the static strength parameter of the soil mass that takes into account the oversized rock. S5. Conduct static triaxial tests using a large triaxial instrument to obtain second test values ​​of the static strength parameter of the accumulation under conditions of varying maximum rock mass sizes, taking into account oversized rock mass. Based on the second prediction formula for the static strength parameter of the soil, obtain a second predicted value of the static strength parameter of the accumulation taking into account oversized rock mass. Compare this value with the second test value of the static strength parameter of the accumulation, and assess the reliability of the current second prediction formula for the static strength parameter of the soil taking into account oversized rock mass. If the reliability is assessed, proceed to the next step; otherwise, revise and update the current second prediction formula for the static strength parameter of the soil taking into account oversized rock mass, and repeat step S5. S6. According to the second prediction formula for the static strength parameter of the soil considering the oversized rock mass obtained in step S4, the prediction of the static strength parameter of the soil considering the oversized rock mass is completed.

[0006] Step S1 includes the following steps: Conducting a static triaxial test, preparing a cylindrical soil sample according to the compaction requirements and other conditions, wrapping it with a rubber membrane and placing it in a pressure chamber; the particle size of the deposited soil sample in the static triaxial test does not exceed 20 mm; Place the specimen into the static triaxial apparatus, ensure that the bottom and top permeable stones are connected to the drainage system, and seal the pressure chamber; Adjust the pressure chamber pressure to apply the preset confining pressure to simulate the in-situ stress conditions; The specimens were drained and consolidated, and the volume deformation of the specimens was recorded until they were stable; Axial stress is applied to the sample at a constant rate, and the axial stress and strain of the sample are collected synchronously by sensors to obtain the stress-strain relationship curve of the deposited soil sample without considering oversized rocks. Based on the obtained stress-strain relationship curve of the soil sample of the deposit without considering the oversized rocks, the test values ​​of the static strength parameters under different confining pressures and different rock contents are measured; the test value of the static strength parameter is the internal friction angle of the deposit; the confining pressure is the constant pressure preset during the test; and the rock content is the percentage of the soil sample with a particle size greater than 2 mm in the total sample mass. Preferably, the confining pressures used are 100Kpa, 150Kpa, and 200Kpa respectively; and the stone contents used are 25%, 45%, and 65% respectively.

[0007] Step S2 specifically includes the following steps: Based on the particle mass-particle size fractal model of fractal theory, the gradation curves of the fine and coarse particles of the pile in the static triaxial test in step S1 are fitted to obtain the fractal dimension of the preset particle size range; the particle size of the fine particles is less than 2 mm; the particle size of the coarse particles ranges from 2 mm to 20 mm; Then, based on the relationship between the obtained fractal dimension of the preset particle size interval and the static strength parameter test value obtained in step S1, a first prediction formula for the static strength parameter of the deposited soil sample is obtained; Based on the formula, the first predicted value of the static strength parameter of the accumulation body under different maximum stone size conditions is obtained.

[0008] The particle mass-particle size fractal model based on fractal theory is expressed using the following formula: Wherein, R is the preset particle diameter; is the mass of particles whose diameter r is less than the preset particle diameter R; M is the total mass of the particles; is the maximum particle size; D is the fractal dimension.

[0009] The gradation curve reflects the cumulative mass percentage of soil samples with different particle sizes in the samples subjected to the static triaxial test, which is smaller than the particle size.

[0010] According to the relationship between the obtained fractal dimension of the preset particle size interval and the static strength parameter test value obtained in step S1, a first prediction formula for the static strength parameter of the deposited soil sample is obtained, which is expressed by the following formula: in, is the internal friction angle of the deposit; is the particle fractal dimension value of the scale-free interval of fine particles; is the fractal dimension value of the coarse particle scale-free interval; is the functional relationship between the particle fractal dimension value of the scale-free interval of fine particles and the test value of the static strength parameter of the deposited soil; is the functional relationship between the fractal dimension of the coarse particle size in the scale-free interval and the test value of the static strength parameter of the deposited soil; and The static strength parameter test value of the pile soil obtained by the static triaxial test in step S1 is fitted with the fractal dimension of the preset particle size range obtained in step S2.

[0011] Step S3 includes the following steps: In the numerical simulation software, a static triaxial specimen model of the deposited soil sample is constructed; Based on the stress-strain relationship curve described in step S1, numerical simulation calibration is performed to obtain the microscopic contact parameters of the model; According to the microscopic contact parameters, the stone content in the sample model is kept unchanged, the maximum size of the stone in the sample is changed by the equal replacement method, and numerical experiments are carried out to obtain the first numerical test values ​​of the static strength parameters of the accumulation body under different maximum stone sizes.

[0012] The microscopic contact parameters include effective modulus, stiffness ratio, friction coefficient and anti-rotational friction coefficient.

[0013] Step S4 includes the following steps: Comparing the first predicted value of the static strength parameter of the deposit and the first test value of the static strength parameter of the deposit under different maximum stone size conditions, a relationship between the first error and the stone content is obtained; the relationship between the first error and the stone content includes a linear form and a nonlinear form; the first error is the difference between the first test value of the static strength parameter of the deposit and the first predicted value of the static strength parameter of the deposit; if the error between the first predicted value of the static strength parameter of the deposit and the first test value of the static strength parameter of the deposit is less than or equal to 10%, the first prediction formula of the static strength parameter of the deposit soil sample is used as the second prediction formula of the static strength parameter of the soil considering oversized stone, otherwise the following steps are performed: The soil of the accumulation body is divided into three parts: fine particles, coarse particles and oversized boulders; the particle size of the fine particles is less than 2mm; the particle size of the coarse particles ranges from 2mm to 20mm; and the particle size of the oversized boulders is greater than 20mm; fitting the gradation curves of the fine particles, coarse particles and oversized boulders of the deposited soil according to the particle mass-particle size fractal model of the fractal theory to obtain the particle size fractal dimension value of the oversized boulders in the scale-free interval; According to the relationship between the first error and the rock content, the first prediction formula for the static strength parameters of the deposited soil sample was modified based on the particle size fractal dimension value of the scale-free interval of the oversized rock. The second prediction formula for the static strength parameters of the soil considering the oversized rock was obtained, which is expressed as follows: in, is the internal friction angle of the deposit; is the particle fractal dimension value of the scale-free interval of fine particles; is the fractal dimension value of the corrected coarse particle scale-free interval; is the functional relationship between the particle fractal dimension value of the scale-free interval of fine particles and the test value of the static strength parameter of the deposited soil; It is the functional relationship between the modified fractal dimension value of the coarse particle scale-free interval and the test value of the static strength parameter of the deposited soil.

[0014] Under the premise of ensuring that the rock content in the sample remains unchanged, the equal replacement method is used to change the maximum size of the rock in the sample. When only the maximum particle size of the rock is changed, the particle size fractal dimension value of the scale-free interval of fine particles in the deposited soil remains unchanged, while the particle size fractal dimension value of the scale-free interval of coarse particles changes. Therefore, the particle size fractal dimension value of the scale-free interval of oversized rock is introduced to correct the particle size fractal dimension value of the scale-free interval of coarse particles in the first prediction formula of the static strength parameters of the deposited soil sample. Specifically, According to the relationship between the first error and the stone content, a correction function for the particle size fractal dimension value of the scale-free interval of coarse particles is obtained, wherein the correction function takes the particle size fractal dimension value of the scale-free interval of oversized block stone as an independent variable; According to the correction function of the particle size fractal dimension value of the coarse particle scale-free interval, the particle size fractal dimension value of the coarse particle scale-free interval in the first prediction formula of the static strength parameter of the pile soil sample is corrected, and it is expressed by the following formula: in, is the fractal dimension value of the corrected coarse particle scale-free interval; is the fractal dimension value of the coarse particle scale-free interval; is the fractal dimension of the grain size in the scale-free interval of oversized block rocks; is the correction function of the fractal dimension value of the coarse particle size in the scale-free interval; Obtained through the law of the first error changing with the stone content, including linear and nonlinear forms; Finally, the second prediction formula for the static strength parameters of soil considering oversized rocks was obtained.

[0015] Step S5 is specifically as follows: A large-scale triaxial instrument was used to conduct static triaxial tests to obtain the second test value of the static strength parameters of the pile under different maximum stone sizes, taking into account the oversized stone. Preferably, the large triaxial instrument is a large triaxial instrument capable of carrying a cylindrical specimen with a size of 300 mm × 600 mm; Based on the second prediction formula of soil static strength parameter, the second prediction value of the static strength parameter of the accumulation body considering the oversized block is obtained; The second predicted value of the static strength parameter of the pile considering the oversized block rock is compared with the second test value of the static strength parameter of the pile to obtain a second error variation relationship with the stone content; if the error between the second predicted value of the static strength parameter of the pile considering the oversized block rock and the second test value of the static strength parameter of the pile is less than or equal to 10%, proceed to the next step; otherwise, the current second prediction formula of the static strength parameter of the soil considering the oversized block rock is revised and updated, and step S5 is repeated; the second error variation relationship with the stone content includes a linear form and a nonlinear form; The second prediction formula for soil static strength parameters considering oversized rock mass is modified and updated as follows: The accumulation soil is divided into three parts: fine particles, coarse particles and oversized boulders; The gradation curve of the soil of the particulate matter is fitted according to the particle mass-particle size fractal model of the fractal theory to obtain the particle size fractal dimension value of the scale-free interval of the oversized block; According to the relationship between the second error and the stone content, the parameters in the second prediction formula of the static strength parameters of the deposited soil sample are corrected based on the particle size fractal dimension value of the scale-free interval of the oversized block stone, and a new second prediction formula of the static strength parameters of the deposited soil sample is obtained.

[0016] Step S6 specifically includes the following steps: obtaining the scale-free interval particle size fractal dimension value of fine particles, the scale-free interval particle size fractal dimension value of coarse particles and the scale-free interval particle size fractal dimension value of the over-diameter block rock soil to be predicted; According to the second prediction formula for the static strength parameters of the deposited soil sample finally obtained in step S5, the static strength parameters of the oversized block rock soil to be predicted are predicted to obtain a predicted value of the static strength parameters of the oversized block rock soil to be predicted.

[0017] The present invention also provides a system for implementing the method for predicting the static strength parameters of soil considering oversized rock blocks, comprising a data acquisition module, a first soil static strength parameter prediction formula construction module, a first test value acquisition module for the static strength parameter of the accumulation body, a second soil static strength parameter prediction formula construction module, a formula reliability judgment and update module, and a soil static strength parameter prediction module; The data acquisition module conducts a static triaxial test to obtain a stress-strain relationship curve of the soil sample without considering the oversized rocks. Then, based on the obtained stress-strain relationship curve of the soil sample without considering the oversized rocks, the static strength parameter test value under the corresponding working condition is determined, and the data is uploaded to the first prediction formula construction module for the static strength parameter of the soil; The soil static strength parameter first prediction formula construction module fits the gradation curve in the static triaxial test based on the received data and the particle mass-particle size fractal model based on fractal theory to obtain the fractal dimension of the preset particle size interval. Then, based on the relationship between the obtained fractal dimension of the preset particle size interval and the static strength parameter test value, the module obtains the first prediction formula for the static strength parameter of the deposited soil sample, obtains the first numerical prediction value of the static strength parameter of the deposited soil sample under different maximum stone size conditions based on the formula, and uploads the data to the first numerical test value acquisition module for the static strength parameter of the deposited soil sample. The module for obtaining the first numerical test value of the static strength parameter of the accumulation body constructs a static triaxial specimen model of the accumulation soil sample based on the received data and the stress-strain relationship curve of the accumulation soil sample without considering oversized blocks, performs numerical simulation calibration, and obtains the microscopic contact parameters of the numerical model; based on the obtained microscopic contact parameters of the numerical model, a numerical test is performed using the equivalent replacement method to obtain the first numerical test value of the static strength parameter of the accumulation body under different maximum block sizes without considering oversized blocks, and uploads the data to the module for constructing the second prediction formula for the static strength parameter of the soil; The second prediction formula construction module for the static strength parameter of the soil mass is based on the received data and the first predicted value of the static strength parameter of the deposited body under different maximum stone size conditions, and is compared with the first test value of the static strength parameter of the deposited body under different maximum stone size conditions to make a judgment. If the judgment fails, the particle size fractal dimension value of the scale-free interval of the oversized stone is introduced to correct the first prediction formula for the static strength parameter of the deposited body soil sample. Otherwise, the first prediction formula for the static strength parameter of the deposited body soil sample is directly used to obtain the second prediction formula for the static strength parameter of the soil mass taking into account the oversized stone, and the data is uploaded to the formula reliability judgment and update module. The formula reliability judgment and update module conducts a static triaxial test using a large triaxial instrument based on the received data to obtain the second test value of the static strength parameter of the accumulation body under the condition of considering oversized blocks and different maximum block sizes; based on the second prediction formula for the static strength parameter of the soil, the second predicted value of the static strength parameter of the accumulation body considering oversized blocks is obtained, and the predicted value is compared with the second test value of the static strength parameter of the accumulation body, and the reliability of the second prediction formula for the static strength parameter of the soil considering oversized blocks is judged. If the judgment is passed, the data is uploaded to the soil static strength parameter prediction module; otherwise, the current second prediction formula for the static strength parameter of the soil considering oversized blocks is revised and updated, and the updated data is used as the input of the formula reliability judgment and update module to run this module again; The soil static strength parameter prediction module completes the prediction of soil static strength parameters considering oversized rocks based on the received data.

[0018] The present invention discloses a method and system for predicting the static strength parameters of soil considering oversized boulders, which overcomes the problem that traditional methods find it difficult to consider the influence of oversized boulders on the overall static strength of soil, and can accurately and effectively predict the static strength parameters of soil containing oversized boulders. BRIEF DESCRIPTION OF THE DRAWINGS

[0019] Figure 1 It is a schematic flow chart of the method of the present invention; Figure 2 Schematic diagram of the system structure of the present invention; Figure 3Schematic diagram of the gradation curve of the chamber test of the piled soil sample fitted by the particle mass-particle size fractal model based on fractal theory in an embodiment of the present application; Figure 4 is a relationship diagram between the particle size fractal dimension value of the scale-free interval of fine particles in the embodiment of the present application and the test value of the static strength parameter of the deposited soil; Figure 5 is a relationship diagram between the particle size fractal dimension value of the scale-free interval of coarse particles and the test value of the static strength parameter of the deposited soil in the embodiment of the present application; Figure 6 This is a schematic diagram of a numerical model under conditions of the same stone content and different maximum stone block sizes in the embodiment of the present application; Figure 7 Schematic diagram showing the ratio of the numerical test value of the static strength parameter of the pile body to the predicted value according to the formula as the stone content changes; Figure 8 2. It is a schematic diagram comparing the corrected predicted values ​​of the static strength parameters of the piled body and the numerical test values ​​in the embodiment of the present application; Figure 9 Schematic diagram of the relationship between the predicted value of the static strength parameter correction formula of the pile soil in the embodiment of the present application and the range of the friction angle of the pile obtained by indoor static triaxial measurement; Figure 10 This is a diagram showing the predicted intervals of static strength parameters of debris flow deposits within different maximum particle sizes and rock contents in the embodiment of the present application. DETAILED DESCRIPTION

[0020] The present invention provides a method for predicting the static strength parameters of soil considering oversized rock blocks, the flow diagram of which is shown in FIG. Figure 1 As shown, the following steps are included: S1. Conduct static triaxial tests to obtain stress-strain curves for soil samples without considering oversized rocks. Based on these stress-strain curves, determine the static strength parameter test values ​​under the corresponding working conditions. Step S1 includes the following steps: Conduct a static triaxial test, prepare a cylindrical soil sample according to the compaction requirements and other conditions, wrap it with a rubber membrane and place it in a pressure chamber; Place the specimen into the static triaxial apparatus, ensure that the bottom and top permeable stones are connected to the drainage system, and seal the pressure chamber; Adjust the pressure chamber pressure to apply the preset confining pressure to simulate the in-situ stress conditions; The specimens were drained and consolidated, and the volume deformation of the specimens was recorded until they were stable; Axial stress is applied to the sample at a constant rate, and the axial stress and strain of the sample are collected synchronously by sensors to obtain the stress-strain relationship curve of the deposited soil sample without considering oversized rocks. Based on the obtained stress-strain relationship curve of the soil sample of the deposit without considering the oversized rocks, the test values ​​of the static strength parameters under different confining pressures and different rock contents are measured; the test value of the static strength parameter is the internal friction angle of the deposit; the confining pressure is the constant pressure preset during the test; and the rock content is the percentage of the soil sample with a particle size greater than 2 mm in the total sample mass. Preferably, the confining pressures used are 100Kpa, 150Kpa, and 200Kpa respectively; and the stone contents used are 25%, 45%, and 65% respectively.

[0021] S2. Using a particle mass-particle size fractal model based on fractal theory, fit the gradation curve from the static triaxial test in step S1 to obtain the fractal dimension of the preset particle size range. Based on the relationship between the obtained fractal dimension of the preset particle size range and the static strength parameter test value obtained in step S1, a first prediction formula for the static strength parameter of the deposited soil sample is derived. Based on this formula, first predicted values ​​of the static strength parameter of the deposited soil sample are obtained under different maximum stone block sizes. Step S2 specifically includes the following steps: Based on the particle mass-particle size fractal model of fractal theory, the gradation curve of the fine particles and coarse particles in the static triaxial test in step S1 is fitted to obtain the fractal dimension of the preset particle size range; Figure 3 As shown, Figure 3 The gradation curve of the soil sample chamber test is fitted by the particle mass-particle size fractal model of fractal theory; the particle size of the fine particles is less than 2 mm; the particle size of the coarse particles ranges from 2 mm to 20 mm; Then, based on the relationship between the obtained fractal dimension of the preset particle size interval and the static strength parameter test value obtained in step S1, a first prediction formula for the static strength parameter of the deposited soil sample is obtained; Based on the formula, the first predicted value of the static strength parameter of the accumulation body under different maximum stone size conditions is obtained.

[0022] The particle mass-particle size fractal model based on fractal theory is expressed using the following formula: Wherein, R is the preset particle diameter; is the mass of particles whose diameter r is less than the preset particle diameter R; M is the total mass of the particles; is the maximum particle size; D is the fractal dimension.

[0023] The gradation curve reflects the cumulative mass percentage of soil samples with different particle sizes in the samples subjected to the static triaxial test, which is smaller than the particle size.

[0024] According to the relationship between the obtained fractal dimension of the preset particle size interval and the static strength parameter test value obtained in step S1, a first prediction formula for the static strength parameter of the deposited soil sample is obtained, which is expressed by the following formula: in, is the internal friction angle of the deposit; is the particle fractal dimension value of the scale-free interval of fine particles; is the fractal dimension value of the coarse particle scale-free interval; is the functional relationship between the particle fractal dimension value of the scale-free interval of fine particles and the test value of the static strength parameter of the deposited soil; is the functional relationship between the fractal dimension of the coarse particle size in the scale-free interval and the test value of the static strength parameter of the deposited soil; and The static strength parameter test value of the pile soil obtained by the static triaxial test in step S1 is fitted with the fractal dimension of the preset particle size range obtained in step S2.

[0025] For example, Figure 4 is the relationship between the fractal dimension value of fine particle scale-free interval and the test value of static strength parameter of deposited soil. Figure 5 The figure is the relationship between the fractal dimension value of the coarse particle size in the scale-free interval and the test value of the static strength parameter of the deposited soil. Figure 4 、 Figure 5 As shown, the relationship between the two is linear, so the first prediction formula of the static strength parameter of the piled soil sample is obtained, which is expressed by the following formula: in, is the internal friction angle of the deposit; is the particle fractal dimension value of the scale-free interval of fine particles; is the fractal dimension value of the coarse particle scale-free interval; is the first constant obtained by fitting; is the second constant obtained by fitting; is the third constant obtained by fitting; Furthermore, the relationship between the fractal dimension of each particle size interval and the test value of the static strength parameter of the deposited soil may be different from the above example, and may also show a nonlinear relationship. For example, when the two show a parabolic relationship, the first prediction formula for the static strength parameter of the deposited soil sample is obtained, which is expressed by the following formula: in, is the internal friction angle of the deposit; is the particle fractal dimension value of the scale-free interval of fine particles; is the fractal dimension value of the coarse particle scale-free interval; is the fourth constant obtained by fitting; is the fifth constant obtained by fitting; is the sixth constant obtained by fitting; is the seventh constant obtained by fitting; is the eighth constant obtained by fitting; Other nonlinear relationships can be deduced in the same way.

[0026] S3 based on the stress-strain curve of the soil sample obtained in step S1 without considering the oversize block stone, construct a static triaxial specimen model of the soil sample. Figure 6 Schematic diagram of the numerical model under different maximum rock sizes; numerical simulation calibration was performed using a static triaxial specimen model of a piled soil sample to obtain the mesoscopic contact parameters of the numerical model; based on the obtained mesoscopic contact parameters of the numerical model, numerical tests were performed using the equivalent replacement method to obtain the first experimental values ​​of the static strength parameters of the pile under different maximum rock sizes without considering oversized rock. Step S3 includes the following steps: In the numerical simulation software, a static triaxial specimen model of the deposited soil sample is constructed; Based on the stress-strain relationship curve described in step S1, numerical simulation calibration is performed to obtain the microscopic contact parameters of the model; According to the microscopic contact parameters, the stone content in the sample model is kept unchanged, the maximum size of the stone in the sample is changed by the equal replacement method, and numerical experiments are carried out to obtain the first numerical test values ​​of the static strength parameters of the accumulation body under different maximum stone sizes.

[0027] The microscopic contact parameters include effective modulus, stiffness ratio, friction coefficient and anti-rotational friction coefficient.

[0028] S4. Based on the first predicted value of the static strength parameter of the deposit under conditions of different maximum rock sizes obtained in step S2, compare it with the first numerical value of the static strength parameter of the deposit under conditions of different maximum rock sizes obtained in step S3 to make a judgment. If the judgment fails, the first prediction formula for the static strength parameter of the deposited soil sample obtained in step S2 is modified by introducing the grain size fractal dimension value of the scale-free interval of the oversized rock. Otherwise, the first prediction formula for the static strength parameter of the deposited soil sample is directly used to obtain a second prediction formula for the static strength parameter of the soil mass that takes into account the oversized rock. Step S4 includes the following steps: Comparing the first predicted value of the static strength parameter of the deposit and the first test value of the static strength parameter of the deposit under different maximum stone size conditions, a relationship between the first error and the stone content is obtained; the relationship between the first error and the stone content includes a linear form and a nonlinear form; the first error is the difference between the first test value of the static strength parameter of the deposit and the first predicted value of the static strength parameter of the deposit; if the error between the first predicted value of the static strength parameter of the deposit and the first test value of the static strength parameter of the deposit is less than or equal to 10%, the first prediction formula of the static strength parameter of the deposit soil sample is used as the second prediction formula of the static strength parameter of the soil considering oversized stone, otherwise the following steps are performed: The soil of the accumulation body is divided into three parts: fine particles, coarse particles and oversized boulders; the particle size of the fine particles is less than 2mm; the particle size of the coarse particles ranges from 2mm to 20mm; and the particle size of the oversized boulders is greater than 20mm; The gradation curve of the soil of the particulate matter is fitted according to the particle mass-particle size fractal model of the fractal theory to obtain the particle size fractal dimension value of the scale-free interval of the oversized block; According to the relationship between the first error and the rock content, the first prediction formula for the static strength parameters of the deposited soil sample was modified based on the particle size fractal dimension value of the scale-free interval of the oversized rock. The second prediction formula for the static strength parameters of the soil considering the oversized rock was obtained, which is expressed as follows: in, is the internal friction angle of the deposit; is the particle fractal dimension value of the scale-free interval of fine particles; is the fractal dimension value of the corrected coarse particle scale-free interval; is the functional relationship between the particle fractal dimension value of the scale-free interval of fine particles and the test value of the static strength parameter of the deposited soil; It is the functional relationship between the modified fractal dimension value of the coarse particle scale-free interval and the test value of the static strength parameter of the deposited soil.

[0029] Under the premise of ensuring that the rock content in the sample remains unchanged, the equal replacement method is used to change the maximum size of the rock in the sample. When only the maximum particle size of the rock is changed, the particle size fractal dimension value of the scale-free interval of fine particles in the deposited soil remains unchanged, while the particle size fractal dimension value of the scale-free interval of coarse particles changes. Therefore, the particle size fractal dimension value of the scale-free interval of oversized rock is introduced to correct the particle size fractal dimension value of the scale-free interval of coarse particles in the first prediction formula of the static strength parameters of the deposited soil sample. Specifically, According to the relationship between the first error and the stone content, a correction function for the particle size fractal dimension value of the scale-free interval of coarse particles is obtained, wherein the correction function takes the particle size fractal dimension value of the scale-free interval of oversized block stone as an independent variable; According to the correction function of the particle size fractal dimension value of the coarse particle scale-free interval, the particle size fractal dimension value of the coarse particle scale-free interval in the first prediction formula of the static strength parameter of the pile soil sample is corrected, and it is expressed by the following formula: in, is the fractal dimension value of the corrected coarse particle scale-free interval; is the fractal dimension value of the coarse particle scale-free interval; is the fractal dimension of the grain size in the scale-free interval of oversized block rocks; is the correction function of the fractal dimension value of the coarse particle size in the scale-free interval; Obtained through the law of the first error changing with the stone content, including linear and nonlinear forms; Finally, the second prediction formula for the static strength parameters of soil considering oversized rocks was obtained.

[0030] For example, Figure 7 This is a schematic diagram showing how the ratio of the formula predicted value to the numerical test value changes with stone content. Figure 8 The figure below shows a comparison between the revised predicted values ​​of the static strength parameters of the pile and the numerical test values. Based on the relationship between the two, the second prediction formula for the static strength parameters of the soil considering oversized rocks is as follows: in, is the internal friction angle of the deposit; is the particle fractal dimension value of the scale-free interval of fine particles; is the modified fractal dimension value of the coarse particle scale-free interval; when When it is nonlinear, ; is the fractal dimension of the grain size in the scale-free interval of oversized block rocks; is the first constant obtained by fitting; is the second constant obtained by fitting; is the third constant obtained by fitting; is the ninth constant obtained by fitting; is the tenth constant obtained by fitting; is the eleventh constant obtained by fitting; when In linear form, ; is the twelfth constant obtained by fitting; is the thirteenth constant obtained by fitting; S5. Obtain second test values ​​of the static strength parameter of the pile under conditions of different maximum rock sizes, taking into account oversized rock, through large-scale static triaxial testing; obtain second predicted values ​​of the static strength parameter of the pile taking into account oversized rock based on the second prediction formula for the static strength parameter of the soil, compare these values ​​with the second test values ​​of the static strength parameter of the pile, and conduct a reliability assessment of the current second prediction formula for the static strength parameter of the soil taking into account oversized rock. If the assessment passes, proceed to the next step; otherwise, revise and update the current second prediction formula for the static strength parameter of the soil taking into account oversized rock, and repeat step S5; Step S5 is specifically as follows: A large-scale triaxial instrument was used to conduct static triaxial tests to obtain the second test value of the static strength parameters of the pile under different maximum stone sizes, taking into account the oversized stone. Preferably, the large triaxial instrument is a large triaxial instrument capable of carrying a cylindrical specimen with a size of 300 mm × 600 mm; Based on the second prediction formula of soil static strength parameter, the second prediction value of the static strength parameter of the accumulation body considering the oversized block is obtained; The second predicted value of the static strength parameter of the pile considering the oversized block rock is compared with the second test value of the static strength parameter of the pile to obtain a second error variation relationship with the stone content; if the error between the second predicted value of the static strength parameter of the pile considering the oversized block rock and the second test value of the static strength parameter of the pile is less than or equal to 10%, proceed to the next step; otherwise, the current second prediction formula of the static strength parameter of the soil considering the oversized block rock is revised and updated, and step S5 is repeated; the second error variation relationship with the stone content includes a linear form and a nonlinear form; The second prediction formula for soil static strength parameters considering oversized rock mass is modified and updated as follows: The accumulation soil is divided into three parts: fine particles, coarse particles and oversized boulders; The gradation curve of the soil of the particulate matter is fitted according to the particle mass-particle size fractal model of the fractal theory to obtain the particle size fractal dimension value of the scale-free interval of the oversized block; According to the relationship between the second error and the stone content, the parameters in the second prediction formula of the static strength parameters of the deposited soil sample are corrected based on the particle size fractal dimension value of the scale-free interval of the oversized block stone, and a new second prediction formula of the static strength parameters of the deposited soil sample is obtained.

[0031] For example, Figure 9 Schematic diagram of the relationship between the predicted value of the modified formula for the static strength parameters of the deposited soil and the range of the friction angle of the deposited soil measured by indoor static triaxial testing.

[0032] S6. According to the second prediction formula for the static strength parameter of the soil considering the oversized rock mass obtained in step S4, the prediction of the static strength parameter of the soil considering the oversized rock mass is completed.

[0033] Step S6 specifically includes the following steps: obtaining the scale-free interval particle size fractal dimension value of fine particles, the scale-free interval particle size fractal dimension value of coarse particles and the scale-free interval particle size fractal dimension value of the over-diameter block rock soil to be predicted; According to the second prediction formula for the static strength parameters of the deposited soil sample finally obtained in step S5, the static strength parameters of the oversized block rock soil to be predicted are predicted to obtain a predicted value of the static strength parameters of the oversized block rock soil to be predicted.

[0034] The present invention also provides a system for realizing the method for predicting the static strength parameters of soil considering oversized rock blocks, the schematic diagram of which is shown in FIG. Figure 2 As shown, it includes a data acquisition module, a first soil static strength parameter prediction formula construction module, a first test value acquisition module for the static strength parameter of the accumulation body, a second soil static strength parameter prediction formula construction module, a formula reliability judgment and update module, and a soil static strength parameter prediction module; The data acquisition module obtains the stress-strain relationship curve of the soil sample without considering the oversized stone through static triaxial test, and then determines the static strength parameter test value under the corresponding working condition based on the obtained stress-strain relationship curve of the soil sample without considering the oversized stone, and uploads the data to the first prediction formula construction module of the soil static strength parameter; The soil static strength parameter first prediction formula construction module fits the gradation curve in the static triaxial test based on the received data and the particle mass-particle size fractal model based on fractal theory to obtain the fractal dimension of the preset particle size interval. Then, based on the relationship between the obtained fractal dimension of the preset particle size interval and the static strength parameter test value, the module obtains the first prediction formula for the static strength parameter of the deposited soil sample, obtains the first numerical prediction value of the static strength parameter of the deposited soil sample under different maximum stone size conditions based on the formula, and uploads the data to the first numerical test value acquisition module for the static strength parameter of the deposited soil sample. The module for obtaining the first numerical test value of the static strength parameter of the accumulation body constructs a static triaxial specimen model of the accumulation soil sample based on the received data and the stress-strain relationship curve of the accumulation soil sample without considering oversized blocks, performs numerical simulation calibration, and obtains the microscopic contact parameters of the numerical model; based on the obtained microscopic contact parameters of the numerical model, a numerical test is performed using the equivalent replacement method to obtain the first numerical test value of the static strength parameter of the accumulation body under different maximum block sizes without considering oversized blocks, and uploads the data to the module for constructing the second prediction formula for the static strength parameter of the soil; The second prediction formula construction module for the static strength parameter of soil is based on the received data and the first predicted value of the static strength parameter of the deposit under different maximum stone sizes, and compares it with the first test value of the static strength parameter of the deposit under different maximum stone sizes to make a judgment. If the judgment fails, the particle size fractal dimension value of the scale-free interval of the oversized stone is introduced to correct the first prediction formula for the static strength parameter of the deposited soil sample. Otherwise, the first prediction formula for the static strength parameter of the deposited soil sample is directly used to obtain the second prediction formula for the static strength parameter of soil considering the oversized stone, and the data is uploaded to the formula reliability judgment and update module. The formula reliability judgment and update module conducts a static triaxial test using a large triaxial instrument based on the received data to obtain the second test value of the static strength parameter of the accumulation body under the condition of considering oversized blocks and different maximum block sizes; based on the second prediction formula for the static strength parameter of the soil, the second predicted value of the static strength parameter of the accumulation body considering oversized blocks is obtained, and the predicted value is compared with the second test value of the static strength parameter of the accumulation body, and the reliability of the second prediction formula for the static strength parameter of the soil considering oversized blocks is judged. If the judgment is passed, the data is uploaded to the soil static strength parameter prediction module; otherwise, the current second prediction formula for the static strength parameter of the soil considering oversized blocks is revised and updated, and the updated data is used as the input of the formula reliability judgment and update module to run this module again; The soil static strength parameter prediction module completes the prediction of soil static strength parameters considering oversized rocks based on the received data.

[0035] The method of the present invention is further described below with reference to an embodiment: First, static triaxial tests were carried out to obtain the test values ​​of static strength parameters of the soil samples without considering the oversized rocks. The specific data are shown in Table 1.

[0036] Table 1 Static strength parameters of the pile

[0037] Based on the particle mass-particle size fractal model of fractal theory, the gradation curves of the sand and gravel parts of the deposited body of the static triaxial test were fitted to obtain the fractal dimension of each particle size interval. The fractal dimension of each particle size interval was used to characterize the gradation information of the deposited body soil sample. The specific data are shown in Table 2.

[0038] Table 2 Summary of fractal dimension values ​​under the dual fractal structure model of debris flow accumulation

[0039] According to the relationship between the fractal dimension of each particle size interval and the test value of the static strength parameter of the deposited soil, the method for establishing the static strength parameter prediction formula of the deposited soil sample can be determined. The fitting formula is as follows: Where: is the internal friction angle of the debris flow deposit; is the fractal dimension value of fine particle scale-free interval; is the fractal dimension value of the coarse particle scale-free interval.

[0040] In the numerical simulation software, a static triaxial specimen model of the deposited soil sample was constructed. Based on the stress-strain relationship curve obtained from the indoor test, numerical simulation calibration was performed to obtain the microscopic contact parameters of the numerical model. The specific data are shown in Table 3.

[0041] Table 3 Summary of contact parameters

[0042] Ensure that the rock content in the sample remains unchanged, use the equal replacement method to change the maximum size of the rock in the sample, conduct numerical tests, and obtain numerical test values ​​of the static strength parameters of the pile under different maximum rock sizes; based on the prediction formula of the static strength parameters of the pile soil sample, obtain the static strength parameters of the pile soil with the same maximum rock size as the numerical test; By comparing the predicted values ​​of the formula with the numerical test values, the development pattern of the error between the predicted values ​​and the numerical test values ​​with the change of rock content was obtained. Based on the particle mass-particle size fractal model of fractal theory, the particle size fractal dimension value of the scale-free interval of oversized block rock was introduced to correct the particle size fractal dimension value of the scale-free interval of coarse particles in the formula, and the static strength parameter prediction formula of soil that can take into account oversized block rock into account was obtained: Where: is the internal friction angle of the debris flow deposit; is the fractal dimension value of fine particle scale-free interval; is the fractal dimension value of the coarse particle scale-free interval; is the grain size fractal dimension value of the scale-free interval of oversized block stone.

[0043] Obtaining static strength parameter test values ​​of soil samples of a pile considering oversized rock mass through a large-scale static triaxial test; comparing the predicted values ​​of the soil static strength parameter formula considering oversized rock mass with the static strength parameter test values ​​of the soil samples of a pile considering oversized rock mass to determine the reliability of the soil static strength parameter prediction formula considering oversized rock mass; According to the soil static strength parameter prediction formula considering oversized rock mass, the predicted value of the soil static strength parameter considering oversized rock mass is obtained. Figure 10 The prediction intervals of static strength parameters of debris flow accumulation bodies are given when the maximum particle size ranges from 20mm to 200mm and the stone content ranges from 25% to 65%.

[0044] The above is a preferred embodiment of the present application. It should be pointed out that for ordinary technicians in this technical field, several improvements and modifications can be made without departing from the principles of the present application. These improvements and modifications are also considered to be within the scope of protection of the present application.

Claims

1. A method for predicting the static strength parameters of soil considering oversized rock mass, characterized in that: The following steps are involved: S1. Obtain stress-strain curves for soil samples from a soil deposit without considering oversized rocks through static triaxial testing. Based on these stress-strain curves, determine the static strength parameter test values ​​under the corresponding working conditions. S2. Based on a particle mass-particle size fractal model based on fractal theory, obtain the fractal dimension of a preset particle size range. Then, based on the relationship between the obtained fractal dimension of the preset particle size range and the static strength parameter test value obtained in step S1, obtain a first prediction formula for the static strength parameter of the deposited soil sample. Based on this first prediction formula, obtain first predicted values ​​of the static strength parameter of the deposited soil sample under different maximum stone block sizes. S3. Based on the stress-strain curve obtained in step S1, numerical simulation calibration is performed to obtain the microscopic contact parameters of the numerical model; according to the microscopic contact parameters, numerical tests are performed to obtain the first numerical test value of the static strength parameter of the accumulation body; S4. Compare the first predicted value obtained in step S2 with the first test value obtained in step S3. If the prediction fails, modify the first prediction formula obtained in step S2. Otherwise, directly use the first prediction formula to obtain a second prediction formula for the static strength parameter of the soil that takes into account oversized rock. S5. Obtain a second test value of the static strength parameter of the pile considering the oversized stone blocks through a large-scale static triaxial test; obtain a second predicted value of the static strength parameter of the pile considering the oversized stone blocks based on the second prediction formula, compare it with the second test value, and if the judgment passes, proceed to the next step; otherwise, modify and update the current second prediction formula and repeat step S5; S6. According to the second prediction formula obtained in step S5, the prediction of the static strength parameters of the soil considering the oversized rock mass is completed.

2. The method for predicting soil static strength parameters considering oversized rock mass according to claim 1, characterized in that: Step S2 specifically includes the following steps: Based on the particle mass-particle size fractal model of fractal theory, the gradation curves of the fine and coarse particles of the accumulation body in the static triaxial test in step S1 are fitted to obtain the fractal dimension of the preset particle size range; Then, based on the relationship between the obtained fractal dimension of the preset particle size interval and the static strength parameter test value obtained in step S1, a first prediction formula for the static strength parameter of the deposited soil sample is obtained; Based on the formula, the first predicted value of the static strength parameter of the accumulation body under different maximum stone size conditions is obtained.

3. The method for predicting soil static strength parameters considering oversized rock mass according to claim 2, characterized in that: The particle mass-particle size fractal model based on fractal theory is expressed using the following formula: Wherein, R is the preset particle diameter; is the mass of particles whose diameter r is less than the preset particle diameter R; M is the total mass of the particles; is the maximum particle size; D is the fractal dimension; According to the relationship between the obtained fractal dimension of the preset particle size interval and the static strength parameter test value obtained in step S1, a first prediction formula for the static strength parameter of the deposited soil sample is obtained, which is expressed by the following formula: in, is the internal friction angle of the deposit; is the particle fractal dimension value of the scale-free interval of fine particles; is the fractal dimension value of the coarse particle scale-free interval; is the functional relationship between the particle fractal dimension value of the scale-free interval of fine particles and the test value of the static strength parameter of the deposited soil; is the functional relationship between the fractal dimension of the coarse particle size in the scale-free interval and the test value of the static strength parameter of the deposited soil; and The static strength parameter test value of the pile soil obtained by the static triaxial test in step S1 is fitted with the fractal dimension of the preset particle size range obtained in step S2.

4. The method for predicting soil static strength parameters considering oversized rock mass according to claim 1, characterized in that: Step S3 includes the following steps: In the numerical simulation software, a static triaxial specimen model of the deposited soil sample is constructed; Based on the stress-strain relationship curve in step S1, numerical simulation calibration is performed to obtain the microscopic contact parameters of the model; the microscopic contact parameters include effective modulus, stiffness ratio, friction coefficient, and anti-rotational friction coefficient; According to the microscopic contact parameters, the stone content in the sample model is kept unchanged, the maximum size of the stone in the sample is changed by the equal replacement method, and numerical experiments are carried out to obtain the first numerical test values ​​of the static strength parameters of the accumulation body under different maximum stone sizes.

5. The method for predicting soil static strength parameters considering oversized rock mass according to claim 1, characterized in that: Step S4 includes the following steps: Comparing the first predicted value of the static strength parameter of the deposit and the first test value of the static strength parameter of the deposit under different maximum stone size conditions, a relationship between the first error and the stone content is obtained; the relationship between the first error and the stone content includes a linear form and a nonlinear form; the first error is the difference between the first test value of the static strength parameter of the deposit and the first predicted value of the static strength parameter of the deposit; if the error between the first predicted value of the static strength parameter of the deposit and the first test value of the static strength parameter of the deposit is less than or equal to 10%, the first prediction formula of the static strength parameter of the deposit soil sample is used as the second prediction formula of the static strength parameter of the soil considering oversized stone, otherwise the following steps are performed: The accumulation soil is divided into three parts: fine particles, coarse particles and oversized boulders; fitting the gradation curves of the fine particles, coarse particles and oversized boulders of the deposited soil according to the particle mass-particle size fractal model of the fractal theory to obtain the particle size fractal dimension value of the oversized boulders in the scale-free interval; According to the relationship between the first error and the rock content, the first prediction formula for the static strength parameters of the deposited soil sample was modified based on the particle size fractal dimension value of the scale-free interval of the oversized rock. The second prediction formula for the static strength parameters of the soil considering the oversized rock was obtained, which is expressed as follows: in, is the internal friction angle of the deposit; is the particle fractal dimension value of the scale-free interval of fine particles; is the fractal dimension value of the corrected coarse particle scale-free interval; is the functional relationship between the particle fractal dimension value of the scale-free interval of fine particles and the test value of the static strength parameter of the deposited soil; It is the functional relationship between the modified fractal dimension value of the coarse particle scale-free interval and the test value of the static strength parameter of the deposited soil.

6. The method for predicting soil static strength parameters considering oversized rock mass according to claim 5, characterized in that: The particle size fractal dimension value of the scale-free interval of oversized block rocks is introduced to correct the particle size fractal dimension value of the scale-free interval of coarse particles in the first prediction formula of the static strength parameters of the deposited soil sample. Specifically, According to the relationship between the first error and the stone content, a correction function for the particle size fractal dimension value of the scale-free interval of coarse particles is obtained, wherein the correction function takes the particle size fractal dimension value of the scale-free interval of oversized block stone as an independent variable; According to the correction function of the particle size fractal dimension value of the coarse particle scale-free interval, the particle size fractal dimension value of the coarse particle scale-free interval in the first prediction formula of the static strength parameter of the pile soil sample is corrected, and it is expressed by the following formula: in, is the fractal dimension value of the corrected coarse particle scale-free interval; is the fractal dimension value of the coarse particle scale-free interval; is the fractal dimension of the grain size in the scale-free interval of oversized block rocks; is the correction function of the fractal dimension value of the coarse particle size in the scale-free interval; Obtained through the law of the first error changing with the stone content, including linear and nonlinear forms; Finally, the second prediction formula for the static strength parameters of soil considering oversized rocks was obtained.

7. The method for predicting soil static strength parameters considering oversized rock mass according to claim 1, characterized in that: Through large-scale static triaxial tests, the second test values ​​of the static strength parameters of the pile under different maximum stone sizes are obtained under the condition of considering over-diameter stone. Based on the second prediction formula of soil static strength parameter, the second prediction value of the static strength parameter of the accumulation body considering the oversized block is obtained; The second predicted value of the static strength parameter of the pile considering oversized blocks is compared with the second test value of the static strength parameter of the pile to obtain the relationship between the second error and the stone content; if the error between the second predicted value of the static strength parameter of the pile considering oversized blocks and the second test value of the static strength parameter of the pile is less than or equal to 10%, proceed to the next step; otherwise, the current second prediction formula of the static strength parameter of the soil considering oversized blocks is corrected and updated, and step S5 is repeated; the relationship between the second error and the stone content includes linear and nonlinear forms.

8. The method for predicting soil static strength parameters considering oversized rock mass according to claim 7, characterized in that: The second prediction formula for soil static strength parameters considering oversized rock mass is modified and updated as follows: The accumulation soil is divided into three parts: fine particles, coarse particles and oversized boulders; fitting the gradation curves of the fine particles, coarse particles and oversized boulders of the deposited soil according to the particle mass-particle size fractal model of the fractal theory to obtain the particle size fractal dimension value of the oversized boulders in the scale-free interval; According to the relationship between the second error and the stone content, the parameters in the second prediction formula of the static strength parameters of the deposited soil sample are corrected based on the particle size fractal dimension value of the scale-free interval of the oversized block stone, and a new second prediction formula of the static strength parameters of the deposited soil sample is obtained.

9. The method for predicting soil static strength parameters considering oversized rock mass according to claim 1, characterized in that: Step S6 specifically includes the following steps: obtaining the scale-free interval particle size fractal dimension value of fine particles, the scale-free interval particle size fractal dimension value of coarse particles and the scale-free interval particle size fractal dimension value of oversized block rock of the accumulation body of soil to be predicted; According to the second prediction formula for static strength parameters of the deposited soil sample finally obtained in step S5, static strength parameters of the soil to be predicted containing oversized rocks are predicted to obtain predicted values ​​of static strength parameters of the deposited soil containing oversized rocks.

10. A system for implementing the method for predicting soil static strength parameters considering oversized rock blocks as described in any one of claims 1 to 9, characterized in that: It includes a data acquisition module, a soil static strength parameter first prediction formula construction module, a pile static strength parameter numerical first test value acquisition module, a soil static strength parameter second prediction formula construction module, a formula reliability judgment and update module, and a soil static strength parameter prediction module; The data acquisition module obtains the stress-strain relationship curve of the soil sample without considering the oversized stone through static triaxial test, and then determines the static strength parameter test value under the corresponding working condition based on the obtained stress-strain relationship curve of the soil sample without considering the oversized stone, and uploads the data to the first prediction formula construction module of the soil static strength parameter; The soil static strength parameter first prediction formula construction module fits the gradation curve in the static triaxial test based on the received data and the particle mass-particle size fractal model based on fractal theory to obtain the fractal dimension of the preset particle size interval. Then, based on the relationship between the obtained fractal dimension of the preset particle size interval and the static strength parameter test value, the module obtains the first prediction formula for the static strength parameter of the deposited soil sample, obtains the first numerical prediction value of the static strength parameter of the deposited soil sample under different maximum stone size conditions based on the formula, and uploads the data to the first numerical test value acquisition module for the static strength parameter of the deposited soil sample. The module for obtaining the first numerical test value of the static strength parameter of the accumulation body constructs a static triaxial specimen model of the accumulation soil sample based on the received data and the stress-strain relationship curve of the accumulation soil sample without considering oversized blocks, performs numerical simulation calibration, and obtains the microscopic contact parameters of the numerical model; based on the obtained microscopic contact parameters of the numerical model, a numerical test is performed using the equivalent replacement method to obtain the first numerical test value of the static strength parameter of the accumulation body under different maximum block sizes without considering oversized blocks, and uploads the data to the module for constructing the second prediction formula for the static strength parameter of the soil; The second prediction formula construction module for the static strength parameter of soil is based on the received data and the first predicted value of the static strength parameter of the deposit under different maximum stone sizes, and compares it with the first test value of the static strength parameter of the deposit under different maximum stone sizes to make a judgment. If the judgment fails, the particle size fractal dimension value of the scale-free interval of the oversized stone is introduced to correct the first prediction formula for the static strength parameter of the deposited soil sample. Otherwise, the first prediction formula for the static strength parameter of the deposited soil sample is directly used to obtain the second prediction formula for the static strength parameter of soil considering the oversized stone, and the data is uploaded to the formula reliability judgment and update module. The formula reliability judgment and update module obtains the second test value of the static strength parameter of the accumulation body under the condition of considering over-diameter block stones and different maximum block stone sizes through large-scale static triaxial tests based on the received data; the second predicted value of the static strength parameter of the accumulation body considering over-diameter block stones is obtained based on the second prediction formula of the static strength parameter of the soil body, and the predicted value is compared with the second test value of the static strength parameter of the accumulation body, and the reliability of the second prediction formula of the static strength parameter of the soil body considering over-diameter block stones is judged. If the judgment is passed, the data is uploaded to the soil static strength parameter prediction module; otherwise, the current second prediction formula of the static strength parameter of the soil body considering over-diameter block stones is revised and updated, and the updated data is used as the input of the formula reliability judgment and update module to run this module again; The soil static strength parameter prediction module completes the prediction of soil static strength parameters considering oversized rocks based on the received data.

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