Method and system for measuring shear strength parameter of non-uniform ice water accumulation soil-rock mixture

Abstract

The invention discloses a method and a system for measuring shear strength parameters of a non-uniform ice-water accumulation soil-rock mixture, the non-uniform ice-water accumulation soil-rock mixture is subjected to soil and stone classification based on the characteristics of the non-uniform ice-water accumulation soil-rock mixture, the stone content ratio is obtained based on a digital imaging technology, and then the shear strength parameters of the non-uniform ice-water accumulation soil-rock mixture are measured based on the Mohr-Coulomb shear strength theory. The method comprises the following steps: constructing a comprehensive internal friction coefficient calculation formula of soil and stone by combining a shear strength equality principle, establishing a shear model of the non-uniform ice-water accumulation soil-rock mixture, and finally performing stress analysis based on the shear model to obtain a shear strength parameter calculation model of the non-uniform ice-water accumulation soil-rock mixture. By utilizing the calculation model, the shear strength parameter, namely the internal friction coefficient, of the non-uniform ice water accumulation soil-rock mixture can be quickly and accurately obtained, and the problem that the shear strength parameter of the special accumulation is difficult to directly test and obtain due to irregularity, non-uniformity and large particle size is effectively solved.

Description

Technical Field

[0001] The present application belongs to the technical field of ice-water accumulation performance measurement, and specifically relates to a method and system for measuring shear strength parameters of an uneven ice-water accumulation soil-rock mixture. Background Art

[0002] In recent years, a large number of projects have been affected by uneven glacial-water deposited soil-rock mixtures. Affected by the complexity of the Quaternary climate environment, glacial movement and tectonic movement, these uneven glacial-water deposited soil-rock mixtures often have more complex material composition and variable sedimentary characteristics. Under certain regional geological and environmental conditions, more complex uneven glacial-water deposited soil-rock mixtures will be formed. This type of deposit has a high content of broken stones and a dense structure. It is extremely uneven and is a system composed of high-strength broken stones, fine-grained soil and a small amount of pores. This type of deposit has the following structural characteristics: First, most of the coarse particles show good mutual "bite" and "embedded" characteristics, and there is almost no obvious overhead phenomenon; second, the structural duality is obvious, and the giant and coarse particles constitute the main skeleton of the deposit. The fine particles are often filled between the skeletons in the form of matrix, thus forming the overall structural characteristics of "skeleton + matrix"; third, the particle distribution range is wide, the particle size varies greatly, and there are many boulders with a particle size greater than 3m, and the soil unevenness coefficient is high. This type of deposit is quite special. Its properties are different from those of general rock or soil. Instead, it is between rock and land and has its own unique engineering geological and mechanical properties.

[0003] This type of special deposit mostly appears in medium and high altitude areas. With the development of large-scale engineering construction in these areas, it has gradually become an important factor restricting human engineering construction activities. The structure of this type of deposit is irregular and uneven, and the physical and mechanical properties of large-size debris and fine particles are quite different. Conventional soil mechanics test methods and constitutive models are difficult to apply. Limited by engineering geological testing technology, methods and sampling conditions, it is difficult to directly obtain relatively accurate shear strength parameter indicators through relevant specifications and tests. Summary of the invention

[0004] For special deposits such as uneven ice-water deposited soil-rock mixtures, it is difficult to accurately obtain their shear strength parameters through experiments. This application proposes a method and system for measuring the shear strength parameters of uneven ice-water deposited soil-rock mixtures, which can quickly and accurately obtain the shear strength parameters of uneven ice-water deposited soil-rock mixtures, providing technical support for the slope stability calculation and prevention and control design of such deposits.

[0005] This application is implemented through the following technical solutions:

[0006] A method for measuring shear strength parameters of an uneven ice-water accumulation soil-rock mixture, the method comprising:

[0007] Obtain the stone content ratio of the non-uniform glaciofluvial soil-rock mixture using digital imaging technology; in the non-uniform glaciofluvial soil-rock mixture, the component that controls the mechanical properties is called stone, and the component that does not control the mechanical properties is called soil.

[0008] Through shear strength tests, obtain the shear strength parameters of the soil and stone in the non-uniform glaciofluvial soil-rock mixture respectively.

[0009] Based on the stone content ratio and the shear strength parameters, calculate the comprehensive internal friction coefficients of the soil and stone in the non-uniform glaciofluvial soil-rock mixture.

[0010] Construct a shear model for the non-uniform glaciofluvial soil-rock mixture, and establish a calculation model for the comprehensive internal friction coefficient of the non-uniform glaciofluvial soil-rock mixture based on the shear model. Using the comprehensive internal friction coefficient calculation model and combining the comprehensive internal friction coefficients of the soil and stone in the non-uniform glaciofluvial soil-rock mixture, the comprehensive internal friction coefficient of the non-uniform glaciofluvial soil-rock mixture can be calculated.

[0011] In some embodiments, before the step of obtaining the stone content ratio of the non-uniform glaciofluvial soil-rock mixture using digital imaging technology, it further includes:

[0012] Conduct a geological survey and tests on the non-uniform glaciofluvial soil-rock mixture to determine the boundary particle size between the soil and stone in the non-uniform glaciofluvial soil-rock mixture.

[0013] Classify the particles in the non-uniform glaciofluvial soil-rock mixture with a particle size greater than the boundary particle size as stone, and classify the particles with a particle size less than the boundary particle size as soil.

[0014] In some embodiments, the step of obtaining the stone content ratio of the non-uniform glaciofluvial soil-rock mixture using digital imaging technology specifically includes:

[0015] Collect a cross-sectional image of the non-uniform glaciofluvial soil-rock mixture.

[0016] Preprocess the collected cross-sectional image.

[0017] According to the boundary particle size, extract the soil and stone parts from the preprocessed cross-sectional image to obtain a cross-sectional digital image.

[0018] Conduct statistical analysis on the cross-sectional digital image to obtain the areas corresponding to the soil and stone parts.

[0019] Calculate the stone content ratio corresponding to the cross-section based on the areas corresponding to the soil and stone parts.

[0020] The stone content ratios of several different cross-sections of the uneven glaciofluvial deposited soil-rock mixture are obtained according to the above steps, and the average value of the stone content ratios of all cross-sections is taken as the stone content ratio of the uneven glaciofluvial deposited soil-rock mixture.

[0021] In some embodiments, the specific steps of separately obtaining the shear strength parameters of soil and stone in the uneven glaciofluvial deposited soil-rock mixture include:

[0022] Sampling the soil with particle size smaller than the boundary particle size in the uneven glaciofluvial deposited soil-rock mixture, conducting an indoor direct shear test on the sample, and obtaining the corresponding shear strength parameters: internal friction coefficient and cohesion;

[0023] Sampling the stone with particle size larger than the boundary particle size in the uneven glaciofluvial deposited soil-rock mixture, conducting a rock mass direct shear test or triaxial test on the sample, and obtaining the corresponding shear strength parameters: internal friction coefficient and cohesion, which are used as the shear strength parameters of the stone in the uneven glaciofluvial deposited soil-rock mixture.

[0024] In some embodiments, the specific steps of calculating the comprehensive internal friction coefficient of soil and stone in the uneven glaciofluvial deposited soil-rock mixture include:

[0025] Based on the Mohr-Coulomb shear strength theory and combined with the principle of equal shear strength, a calculation formula for the comprehensive internal friction coefficient of soil and stone in the uneven glaciofluvial deposited soil-rock mixture is constructed; the specific calculation formula is:

[0026]

[0027] where f e is the comprehensive internal friction coefficient, f and c respectively represent the internal friction coefficient and cohesion, ρ is the density of the deposit, g is the acceleration due to gravity, and h is the height of the deposit;

[0028] Substitute the calculated internal friction coefficient and cohesion of soil and stone in the uneven glaciofluvial deposited soil-rock mixture into the above calculation formula respectively, and the comprehensive internal friction coefficient of soil and stone in the uneven glaciofluvial deposited soil-rock mixture can be obtained.

[0029] In some embodiments, the density of the deposit is calculated by the following formula:

[0030]

[0031] where is the stone content ratio, ρ r is the density of the stone, ρ s is the density of the soil.

[0032] In some embodiments, calculating the comprehensive internal friction coefficient of the non-uniform glaciofluvial soil-rock mixture specifically includes:

[0033] Constructing a shear model of the non-uniform glaciofluvial soil-rock mixture with several parts of soil and rock staggered on the same shear plane;

[0034] According to the Mohr-Coulomb shear strength theory and force analysis, it is obtained that the total shear force of the deposits on the shear plane is equal to the sum of the shear forces on the soil and rock surfaces of each part. Based on this, a calculation model for the comprehensive internal friction coefficient of the non-uniform glaciofluvial soil-rock mixture is obtained;

[0035] Substituting the calculated comprehensive internal friction coefficients of the soil and rock in the non-uniform glaciofluvial soil-rock mixture into the comprehensive internal friction coefficient calculation model, the comprehensive internal friction coefficient of the non-uniform glaciofluvial soil-rock mixture can be calculated.

[0036] In some embodiments, the comprehensive internal friction coefficient calculation model is:

[0037]

[0038] where f e is the comprehensive internal friction coefficient of the non-uniform glaciofluvial soil-rock mixture; f es , f er are the comprehensive internal friction coefficients of the soil and rock in the non-uniform glaciofluvial soil-rock mixture respectively; is the stone content ratio.

[0039] On the other hand, the present application also proposes a measurement system for the shear strength parameters of the non-uniform glaciofluvial soil-rock mixture, and the system includes:

[0040] An image processing module, which uses digital imaging technology to obtain the stone content ratio of the non-uniform glaciofluvial soil-rock mixture; in the non-uniform glaciofluvial soil-rock mixture, the part that plays a controlling role in mechanical properties is called stone, and the part that does not play a controlling role in mechanical properties is called soil;

[0041] A test module, which obtains the shear strength parameters of the soil and rock in the non-uniform glaciofluvial soil-rock mixture respectively through shear strength tests;

[0042] A calculation module, which calculates the comprehensive internal friction coefficients of the soil and rock in the non-uniform glaciofluvial soil-rock mixture according to the stone content ratio and the shear strength parameters;

[0043] And a model construction module, which is configured to construct a shear model of the non-uniform glaciofluvial deposited soil-rock mixture, establish a comprehensive internal friction coefficient calculation model of the non-uniform glaciofluvial deposited soil-rock mixture based on the shear model of the non-uniform glaciofluvial deposited soil-rock mixture, and calculate the comprehensive internal friction coefficient of the non-uniform glaciofluvial deposited soil-rock mixture by using the comprehensive internal friction coefficient calculation model in combination with the comprehensive internal friction coefficients of soil and rock in the non-uniform glaciofluvial deposited soil-rock mixture.

[0044] In some embodiments, the image processing module includes:

[0045] An acquisition unit, which is configured to acquire a cross-sectional image of the non-uniform glaciofluvial deposited soil-rock mixture;

[0046] A preprocessing unit, which is configured to preprocess the acquired cross-sectional image, and extract the soil and rock parts from the preprocessed cross-sectional image according to the demarcation particle size to obtain a digital cross-sectional image;

[0047] An analysis unit, which performs statistical analysis on the digital cross-sectional image, obtains the areas corresponding to the soil and rock parts, and calculates the stone content ratio corresponding to the cross section according to the areas corresponding to the soil and rock parts;

[0048] And an averaging unit, which is configured to calculate the average value of the stone content ratios of several different cross sections of the non-uniform glaciofluvial deposited soil-rock mixture as the stone content ratio of the non-uniform glaciofluvial deposited soil-rock mixture;

[0049] Wherein, the demarcation particle size is determined by pre-conducting geological surveys and tests on the non-uniform glaciofluvial deposited soil-rock mixture.

[0050] A method and system for measuring the shear strength parameters of a non-uniform glaciofluvial deposited soil-rock mixture proposed in this application classify the soil and rock based on the characteristics of the non-uniform glaciofluvial deposited soil-rock mixture, obtain the stone content ratio based on digital imaging technology, then construct a comprehensive internal friction coefficient calculation formula for soil and rock based on the Mohr-Coulomb shear strength theory in combination with the principle of equal shear strength, establish a shear model for such non-uniform glaciofluvial deposited soil-rock mixture, and finally perform a force analysis based on the shear model to obtain a shear strength parameter calculation model for such non-uniform glaciofluvial deposited soil-rock mixture. Using this calculation model, the shear strength parameters of the non-uniform glaciofluvial deposited soil-rock mixture, that is, the internal friction coefficient, can be quickly and accurately obtained, effectively solving the problem that it is difficult to directly conduct tests to obtain the shear strength parameters of such special deposits due to their irregularity, non-uniformity, and large particle size;

[0051] A method and system for measuring the shear strength parameters of heterogeneous glaciofluvial deposited soil-rock mixtures proposed in this application provide a new idea for measuring the shear strength parameters of heterogeneous glaciofluvial deposited soil-rock mixtures, and provide an important basis for the calculation and prevention of the slope stability of such deposits. BRIEF DESCRIPTION OF THE DRAWINGS

[0052] The drawings described herein are used to provide a further understanding of the embodiments of the present application, form a part of the present application, and do not limit the embodiments of the present application. In the drawings:

[0053] Figure 1 is a schematic flow chart of the method proposed in the embodiments of the present application;

[0054] Figure 2 is a digitalized cross-sectional image obtained in the embodiments of the present application;

[0055] Figure 3 is a shear model of heterogeneous glaciofluvial deposited soil-rock mixtures constructed in the embodiments of the present application;

[0056] Figure 4 is a schematic block diagram of the system proposed in the embodiments of the present application. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0057] To make the objectives, technical solutions, and advantages of the present application clearer, the present application will be further described in detail below in conjunction with the embodiments and the drawings. The illustrative embodiments and descriptions thereof of the present application are only used to explain the present application and do not limit the present application.

[0058] Embodiment:

[0059] Due to the unique structure and extremely heterogeneous characteristics of heterogeneous glaciofluvial deposited soil-rock mixtures, it is difficult to prepare representative standard specimens. At the same time, due to the excessive particle size of some boulders, which exceeds the limitations of indoor tests, they will be manually removed during particle analysis and shear tests, resulting in deviations between the test results and the actual situation. Therefore, conventional and direct indoor tests have great limitations and often cannot reflect the real situation; while in-situ tests in the field are costly, difficult, and time-consuming. In view of this, this embodiment proposes a method for measuring the shear strength parameters of heterogeneous glaciofluvial deposited soil-rock mixtures. This embodiment is based on the soil-rock boundary of such deposits, uses digital imaging technology to obtain the stone content, and combines shear strength tests to obtain the shear strength parameters of soil and stone respectively, so as to construct a comprehensive internal friction coefficient calculation method for such deposits.

[0060] As Figure 1 shown, the method proposed in this embodiment includes the following steps:

[0061] Step 1: Use digital imaging technology to obtain the stone content of heterogeneous glaciofluvial deposited soil-rock mixtures.

[0062] The non-uniform ice-water deposited soil-rock mixture described in this embodiment has the following characteristics:

[0063] (1) It is formed by ice-water deposition, and the crushed stones have a single material composition;

[0064] (2) The particle size distribution in the deposit is wide, ranging from large particles to fine particles, with a large difference in size, uneven distribution, mainly large particles and fine particles, and there are many boulders with a particle size greater than 3m;

[0065] (3) The crushed stones are interlocked with each other, and no obvious overhanging phenomenon is seen. The structural duality is obvious. Substances such as large and coarse particles constitute the main framework of the deposit, and fine particle substances are often filled between the frameworks in the form of matrix.

[0066] Soil and rock are relative concepts. That is, within the research scale, what controls the macroscopic mechanical properties of the soil mass is called rock, and the part that does not play a controlling role is called soil. Since this special deposit is mainly composed of fine particles and large particles, and the large particles constitute the framework and play a controlling role in its mechanical properties. Based on this, in this embodiment, through geological investigation and testing of the non-uniform ice-water deposited soil-rock mixture, the demarcation particle size between soil and rock is determined. The particles with a particle size greater than the demarcation particle size in the deposit are called rock, and those less than the demarcation particle size are called soil. For example, through analysis, it can be determined that the demarcation particle size between soil and rock is 60mm, that is, those greater than 60mm are uniformly classified as rock to form the framework, and those less than 60mm are uniformly classified as soil and filled between the frameworks.

[0067] Due to the disordered structure, poor sorting, irregular and uneven structure distribution of the deposit, it is difficult to obtain representative specimens in actual engineering to calculate its stone content through tests. When there are pit exploration trenches, adits, etc. on site, these excavation sections can be selected as the research sections. Otherwise, select the natural section within the research area or choose a suitable site to excavate to form a section of a certain size for image acquisition. Clean the section completely, and place a scale with graduations as a reference for subsequent size conversion. Use a high-definition image acquisition device to collect images as perpendicular to the section as possible, and then correct and convert the images. According to the demarcation particle size, extract the soil and rock parts to obtain the final digital image of the section, as Figure 2 shown.

[0068] By statistically analyzing the images and obtaining the areas corresponding to soil and rock, the stone content corresponding to this section can be obtained. Specifically:

[0069]

[0070] Among them: P r is the stone content, S r is the area of rock in the image, S sis the area of ​​soil in the image.

[0071] In order to make the results more representative, n collection sections were selected in the study area, and the corresponding stone content ratios were calculated as P. r1 , P r2 , P r3 ,…,P rn , take the average as the stone content ratio of the study area:

[0072]

[0073] Step 2: Obtain the shear strength parameters of the soil and stone in the uneven ice-water accumulation soil-rock mixture through a shear strength test.

[0074] Take samples of soil with particle sizes smaller than the boundary particle size in the deposit and conduct indoor direct shear tests to obtain the corresponding shear strength parameters: internal friction coefficient f s , cohesion c s .

[0075] However, the indoor direct shear test is not suitable for rocks with a particle size larger than the boundary particle size. According to a large number of existing studies, when the content of broken stones in the soil is greater than 70%, its engineering properties depend on the broken stones, and the broken stones in the uneven ice-water accumulation soil-rock mixture are interlocked and interlocked, which to a certain extent shows the mechanical properties of the rock mass. Therefore, this embodiment uses the rock with a particle size larger than the boundary particle size in the accumulation to obtain the shear strength parameters of the rock block by using the rock mass direct shear test or triaxial test: the internal friction coefficient f r , cohesion c r , which is used as the shear strength parameter of stone.

[0076] Step 3: Calculate the comprehensive internal friction coefficient of soil and stone in the uneven ice-water accumulation soil-rock mixture based on the stone content and shear strength parameters.

[0077] The comprehensive internal friction coefficient described in this embodiment is a hypothetical internal friction coefficient that takes cohesion into account, which can not only reflect the comprehensive friction characteristics but also simplify the calculation to a certain extent. Specifically, this embodiment firstly constructs a calculation formula for the comprehensive internal friction coefficient of soil and stone in an uneven ice-water accumulation soil-stone mixture based on the Mohr-Coulomb shear strength theory and the principle of equal shear strength, which is expressed as:

[0078]

[0079] Among them, f eis the comprehensive internal friction coefficient, f and c are shear strength parameters (internal friction coefficient and cohesion), ρ is the density of the pile, g is the acceleration of gravity, g = 9.8N / kg, and h is the height of the pile, which can be obtained by actual measurement at the on-site pile sampling site. Because the pile is extremely uneven and has a large particle size, it is difficult to prepare a standard sample and directly measure its density through testing. The following formula can be used for calculation:

[0080]

[0081] Among them, ρ r is the density of stone, ρ s is the density of the soil. These two parameters can be obtained by taking samples of soil and stone in the uneven ice-water accumulation soil-rock mixture and conducting density tests.

[0082] Then, the shear strength parameters of soil and stone obtained in step 2 are substituted into formula (3) to calculate their corresponding comprehensive internal friction coefficients f er 、f es Specifically:

[0083]

[0084] Step 4, construct a shear model of the uneven ice-water deposited soil-rock mixture, and establish a comprehensive internal friction coefficient calculation model for the uneven ice-water deposited soil-rock mixture based on the shear model. The comprehensive internal friction coefficient calculation model can be combined with the comprehensive internal friction coefficients of soil and stone to calculate the comprehensive internal friction coefficient of the uneven ice-water deposited soil-rock mixture.

[0085] Due to the uneven internal structure of the deposit, soil and stone are distributed alternately on the same shear surface, which is relatively complicated. In order to simplify the calculation, the following Figure 3 The shear model shown. Figure 3 It can be seen that in this shear model, n soil and stone parts are alternately distributed on the same shear surface.

[0086] According to Mohr-Coulomb shear strength theory and force analysis, the total shear force of the deposit on the shear surface is equal to the sum of the shear forces on each part of the soil and stone surface, thus obtaining the following equation:

[0087] S t σf e =(S r1 +S r2 +…+S rn )σf er +(S s1 +S s2 +…+S sn )σf es (7)

[0088] Among them, S tis the total shear area, σ is the normal stress, and S ri and S si (i = 1, 2, …, n) are the areas corresponding to the i-th part of stones and soil on the shear plane.

[0089] According to Equation (7), the calculation model for the comprehensive internal friction coefficient of the heterogeneous glaciofluvial deposit of soil and rock mixtures can be obtained:

[0090]

[0091] Substitute the stone content ratio in the deposit and the comprehensive internal friction coefficient of soil and stone obtained in the previous steps into the calculation model shown in Equation (8), and the comprehensive internal friction coefficient (shear strength parameter) of the heterogeneous glaciofluvial deposit of soil and rock mixtures can be calculated. It can be understood that in the calculation model shown in Equation (8), the average value of the stone content ratio in the research area is used for the stone content ratio.

[0092] In this embodiment, by classifying soil and stone in the heterogeneous glaciofluvial deposit of soil and rock mixtures, the stone content ratio is obtained based on digital imaging technology, and then based on the Mohr-Coulomb shear strength theory, combined with the principle of equal shear strength, the calculation formula for the comprehensive internal friction coefficient of soil and stone is constructed, and the shear model of such special heterogeneous deposits is established. Finally, the calculation model for the comprehensive shear strength parameter of such heterogeneous deposits is obtained, so as to quickly and accurately obtain the shear strength parameters of the heterogeneous glaciofluvial deposit of soil and rock mixtures, providing an important basis for the slope stability calculation and prevention of such heterogeneous glaciofluvial deposit of soil and rock mixtures.

[0093] Based on the same technical concept as above, this embodiment also proposes a measurement system for the shear strength parameters of the heterogeneous glaciofluvial deposit of soil and rock mixtures, as Figure 4 shown. The system proposed in this embodiment includes:

[0094] An image processing module, which uses digital imaging technology to obtain the stone content ratio of the heterogeneous glaciofluvial deposit of soil and rock mixtures. Further, the image processing module includes a collection unit, a preprocessing unit, an analysis unit, and an averaging unit. Among them, the collection unit can use a high-definition image acquisition device to collect the cross-sectional image of the research area of the heterogeneous glaciofluvial deposit of soil and rock mixtures; the preprocessing unit corrects, converts, etc. the collected cross-sectional image, and extracts the soil and stone parts in the image according to the boundary particle size to obtain the final digital cross-sectional image; the analysis unit statistically analyzes the areas corresponding to soil and stone in the digital cross-sectional image, and calculates the stone content ratio corresponding to this cross-section; the averaging unit obtains the average value of the stone content ratios of several different cross-sections of the heterogeneous glaciofluvial deposit of soil and rock mixtures, and uses this as the stone content ratio of the heterogeneous glaciofluvial deposit of soil and rock mixtures. The specific calculation formula is as shown in the above Equations (1)-(2), and will not be elaborated here.

[0095] A test module that, through shear strength tests, obtains the shear strength parameters of soil and stone in the heterogeneous glaciofluvial colluvial soil-rock mixture respectively. As described in step 2 above, it will not be elaborated here too much.

[0096] A calculation module that calculates the comprehensive internal friction coefficients of soil and stone in the heterogeneous glaciofluvial colluvial soil-rock mixture based on the stone content and shear strength parameters. The specific calculation method is as shown in equation (3) above, and it will not be elaborated here too much.

[0097] And a model construction module that is used to construct a shear model of the heterogeneous glaciofluvial colluvial soil-rock mixture, establish a comprehensive internal friction coefficient calculation model for the heterogeneous glaciofluvial colluvial soil-rock mixture based on this shear model, and use this comprehensive internal friction coefficient calculation model to combine the comprehensive internal friction coefficients of soil and stone to calculate the comprehensive internal friction coefficient of the heterogeneous glaciofluvial colluvial soil-rock mixture. As described in step 4 above, it will not be elaborated here too much.

[0098] Those skilled in the art should understand that the embodiments of the present application can be provided as methods, systems, or computer program products. Therefore, the present application can take the form of a complete hardware embodiment, a complete software embodiment, or an embodiment combining software and hardware aspects. Moreover, the present application can take the form of a computer program product implemented on one or more computer-usable storage media (including but not limited to disk storage, CD-ROM, optical storage, etc.) containing computer-usable program code.

[0099] The present application is described with reference to the flowcharts and / or block diagrams of methods, apparatuses (systems), and computer program products according to the embodiments of the present application. It should be understood that each process and / or block in the flowchart and / or block diagram can be implemented by computer program instructions, and the combination of processes and / or blocks in the flowchart and / or block diagram can also be implemented by computer program instructions. These computer program instructions can be provided to the processor of a general-purpose computer, a special-purpose computer, an embedded processor, or other programmable data processing devices to generate a machine, so that the instructions executed by the processor of the computer or other programmable data processing devices generate a device for realizing the specified functions in Figure 1 one process or multiple processes and / or blocks Figure 1 one block or multiple blocks.

[0100] These computer program instructions can also be stored in a computer-readable memory that can direct a computer or other programmable data processing device to work in a specific manner, so that the instructions stored in the computer-readable memory generate a manufactured product including an instruction device, and the instruction device realizes the specified functions in Figure 1 one process or multiple processes and / or blocks Figure 1 one block or multiple blocks.

[0101] These computer program instructions can also be loaded onto a computer or other programmable data processing apparatus, so that a series of operation steps are executed on the computer or other programmable apparatus to generate a computer-implemented process, thereby the instructions executed on the computer or other programmable apparatus provide steps for implementing the functions specified in one process or a plurality of processes and / or one block or a plurality of blocks. Figure 1 one process or a plurality of processes and / or Figure 1 one block or a plurality of blocks.

[0102] The specific embodiments described above further elaborate on the objectives, technical solutions and beneficial effects of the present application. It should be understood that the above description is only the specific embodiments of the present application and is not intended to limit the protection scope of the present application. Any modifications, equivalent replacements, improvements, etc. made within the spirit and principle of the present application shall be included in the protection scope of the present application.

Claims

1. A method for measuring the shear strength parameters of heterogeneous ice-water accumulated soil-rock mixtures, characterized in that, The method includes: Obtaining the stone content ratio of the uneven glaciofluvial accumulation of soil and rock mixture by using digital imaging technology; in the uneven glaciofluvial accumulation of soil and rock mixture, the part that plays a controlling role in mechanical properties is called stone, and the part that does not play a controlling role in mechanical properties is called soil; Obtaining the shear strength parameters of the soil and stone in the uneven glaciofluvial accumulation of soil and rock mixture respectively through shear strength tests; Calculating the comprehensive internal friction coefficients of the soil and stone in the uneven glaciofluvial accumulation of soil and rock mixture according to the stone content ratio and the shear strength parameters; Constructing a shear model of the uneven glaciofluvial accumulation of soil and rock mixture, and establishing a calculation model for the comprehensive internal friction coefficient of the uneven glaciofluvial accumulation of soil and rock mixture based on the shear model of the uneven glaciofluvial accumulation of soil and rock mixture. The comprehensive internal friction coefficient of the uneven glaciofluvial accumulation of soil and rock mixture can be calculated by using the calculation model for the comprehensive internal friction coefficient in combination with the comprehensive internal friction coefficients of the soil and stone in the uneven glaciofluvial accumulation of soil and rock mixture.

2. The method for measuring the shear strength parameters of an uneven ice-water accumulated soil-rock mixture according to claim 1, characterized in that Before the step of obtaining the stone content ratio of the uneven glaciofluvial accumulation of soil and rock mixture by using digital imaging technology, it further includes: Conducting geological surveys and tests on the uneven glaciofluvial accumulation of soil and rock mixture to determine the boundary particle size between the soil and stone in the uneven glaciofluvial accumulation of soil and rock mixture; Classifying the particles in the uneven glaciofluvial accumulation of soil and rock mixture with a particle size larger than the boundary particle size as stone, and classifying the particles with a particle size smaller than the boundary particle size as soil.

3. A method for measuring the shear strength parameters of non-uniform ice-water accumulated soil-rock mixture according to claim 2, characterized in that, The step of obtaining the stone content ratio of the uneven glaciofluvial accumulation of soil and rock mixture by using digital imaging technology specifically includes: Collecting a cross-sectional image of the uneven glaciofluvial accumulation of soil and rock mixture; Preprocessing the collected cross-sectional image; Extracting the soil and stone parts from the preprocessed cross-sectional image according to the boundary particle size to obtain a digital cross-sectional image; Conducting statistical analysis on the digital cross-sectional image to obtain the areas corresponding to the soil and stone parts; Calculating the stone content ratio corresponding to the cross-section according to the areas corresponding to the soil and stone parts; Obtaining the stone content ratios of several different cross-sections of the uneven glaciofluvial accumulation of soil and rock mixture according to the above steps, and taking the average value of the stone content ratios of all cross-sections as the stone content ratio of the uneven glaciofluvial accumulation of soil and rock mixture.

4. A method for measuring the shear strength parameters of uneven ice-water accumulated soil-rock mixture according to claim 2, characterized in that, The step of obtaining the shear strength parameters of the soil and stone in the uneven glaciofluvial accumulation of soil and rock mixture respectively specifically includes: Sampling the soil with a particle size smaller than the boundary particle size in the uneven glaciofluvial accumulation of soil and rock mixture, and conducting an indoor direct shear test on the sample to obtain the corresponding shear strength parameters: internal friction coefficient and cohesion; Sampling the stone with a particle size larger than the boundary particle size in the uneven glaciofluvial accumulation of soil and rock mixture, and conducting a rock mass direct shear test or triaxial test on the sample to obtain the corresponding shear strength parameters: internal friction coefficient and cohesion, and taking these as the shear strength parameters of the stone in the uneven glaciofluvial accumulation of soil and rock mixture.

5. A method for measuring the shear strength parameters of uneven ice-water accumulated soil-rock mixtures according to claim 4, characterized in that, The step of calculating the comprehensive internal friction coefficients of the soil and stone in the uneven glaciofluvial accumulation of soil and rock mixture specifically includes: Based on the Mohr-Coulomb shear strength theory and combined with the principle of equal shear strength, a calculation formula for the comprehensive internal friction coefficient of soil and stone in the uneven glaciofluvial deposited soil-rock mixture is constructed; the specific calculation formula is as follows: Among them, f e is the comprehensive internal friction coefficient, f and c respectively represent the internal friction coefficient and cohesion, ρ is the density of the accumulation, g is the acceleration of gravity, and h is the height of the accumulation; Substitute the calculated internal friction coefficients and cohesive forces of soil and stone in the uneven glaciofluvial deposited soil-rock mixture into the above calculation formula respectively, and the comprehensive internal friction coefficient of soil and stone in the uneven glaciofluvial deposited soil-rock mixture can be obtained.

6. A method for measuring the shear strength parameters of an uneven ice-water accumulated soil-rock mixture according to claim 5, characterized in that, The density of the deposited material is calculated by the following formula: Among them, is the proportion of stone, ρ r is the density of stone, ρ s is the density of soil.

7. A method for measuring the shear strength parameters of an uneven ice-water accumulated soil-rock mixture according to any one of claims 1-6, characterized in that Calculating the comprehensive internal friction coefficient of the uneven glaciofluvial deposited soil-rock mixture specifically includes: Construct a shear model of the uneven glaciofluvial deposited soil-rock mixture with several parts of soil and stone staggered on the same shear plane; According to the Mohr-Coulomb shear strength theory and force analysis, it is obtained that the total shear force of the deposited material on the shear plane is equal to the sum of the shear forces on the soil and stone surfaces of each part. Based on this, a calculation model for the comprehensive internal friction coefficient of the uneven glaciofluvial deposited soil-rock mixture is obtained; Substitute the calculated comprehensive internal friction coefficient of soil and stone in the uneven glaciofluvial deposited soil-rock mixture into the comprehensive internal friction coefficient calculation model, and the comprehensive internal friction coefficient of the uneven glaciofluvial deposited soil-rock mixture can be calculated.

8. A method for measuring the shear strength parameters of non-uniform ice-water accumulated soil-rock mixtures according to claim 7, characterized in that, The comprehensive internal friction coefficient calculation model is: Among them, f e is the comprehensive internal friction coefficient of the heterogeneous glaciofluvial deposit of soil and rock mixture; f es , f er are the comprehensive internal friction coefficients of soil and rock in the heterogeneous glaciofluvial deposit of soil and rock mixture respectively; is the stone content ratio.

9. A measurement system for shear strength parameters of non-uniform ice-water accumulated soil-rock mixture, characterized in that, The system includes: An image processing module, which uses digital imaging technology to obtain the stone content ratio of the uneven glaciofluvial deposited soil-rock mixture; in the uneven glaciofluvial deposited soil-rock mixture, the part that plays a controlling role in mechanical properties is called stone, and the part that does not play a controlling role in mechanical properties is called soil; A test module, which respectively obtains the shear strength parameters of soil and stone in the uneven glaciofluvial deposited soil-rock mixture through shear strength tests; A calculation module, which calculates the comprehensive internal friction coefficient of soil and stone in the uneven glaciofluvial deposited soil-rock mixture according to the stone content ratio and shear strength parameters; And a model construction module, which is used to construct a shear model of the uneven glaciofluvial deposited soil-rock mixture, establish a calculation model for the comprehensive internal friction coefficient of the uneven glaciofluvial deposited soil-rock mixture based on the shear model of the uneven glaciofluvial deposited soil-rock mixture, and calculate the comprehensive internal friction coefficient of the uneven glaciofluvial deposited soil-rock mixture by using the comprehensive internal friction coefficient calculation model combined with the comprehensive internal friction coefficient of soil and stone in the uneven glaciofluvial deposited soil-rock mixture.

10. A shear strength parameter measurement system for non-uniform ice-water accumulated soil-rock mixture according to claim 9, characterized in that, The image processing module includes: An acquisition unit, which is used to acquire the cross-sectional image of the uneven glaciofluvial deposited soil-rock mixture; A preprocessing unit, which is used to preprocess the acquired cross-sectional image, and extract the soil and stone parts from the preprocessed cross-sectional image according to the boundary particle size to obtain a digital cross-sectional image; An analysis unit, which statistically analyzes the digital cross-sectional image, obtains the areas corresponding to the soil and stone parts, and calculates the stone content ratio corresponding to the cross-section according to the areas corresponding to the soil and stone parts. And, a mean value unit, which is used to calculate the average of the stone content ratios of several different cross-sections of the uneven ice-water deposited soil-rock mixture as the stone content ratio of the uneven ice-water deposited soil-rock mixture; Wherein, the boundary particle size is determined by pre-conducting geological surveys and tests on the uneven ice-water deposited soil-rock mixture.

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