Geotechnical engineering soil body state monitoring method

Abstract

The invention discloses a geotechnical engineering soil body state monitoring method, and relates to the technical field of geotechnical engineering. The invention discloses a geotechnical engineering soil body state monitoring method. The method comprises the following steps of rock-soil body region division, data acquisition and processing, normal stability analysis, correlation stability analysis and monitoring scheme planning. According to the method, the stability of the rock-soil body partition to be monitored is evaluated through the fuzzy mathematical evaluation method, the problems of uncertainty and fuzziness in rock-soil body stability evaluation can be effectively solved, the evaluation accuracy and reliability are improved, multiple influence factors can be comprehensively considered, and the evaluation accuracy and reliability are improved. The overall effect of each factor is comprehensively reflected through weight distribution and comprehensive evaluation, so that the one-sidedness of a single factor is avoided, and the stability of the rock-soil body can be accurately evaluated under the condition that long-time time sequence data is not collected; and subsequent workers can conveniently plan a reasonable monitoring scheme and a reasonable resource allocation scheme according to the evaluation result.

Description

Technical Field

[0001] The present invention relates to the technical field of geotechnical engineering, and particularly relates to a method for monitoring the state of soil mass in geotechnical engineering. Background Technique

[0002] Geotechnical engineering is a new technology system formed in civil engineering practice in European and American countries in the 1960s. Its core goal is to solve engineering problems such as foundation treatment, foundation design, slope stability, and tunnel excavation by studying the physical and mechanical properties of rock and soil masses. It combines multidisciplinary knowledge such as geology, mechanics, and materials science, emphasizing the combination of theory and engineering practice. In geotechnical engineering, the monitoring of the state of soil mass is the core link to ensure the safety and stability of the project. Common monitoring methods include deformation monitoring, stress and strain monitoring, and seepage and groundwater monitoring. Among them, deformation monitoring can be divided into ground displacement monitoring and deep deformation monitoring according to the depth of displacement monitoring, and distributed optical fibers and inclinometers are usually used for monitoring; among them, stress and strain monitoring is usually carried out using vibrating wire acquisition instruments and surface strain gauges; while seepage and groundwater monitoring mainly monitors the pore water pressure and the height of the groundwater level in the soil mass through piezometers and water level gauges respectively.

[0003] The existing methods for monitoring the state of soil mass in geotechnical engineering will first determine the key areas to be monitored according to existing engineering experience or relevant code standards, and then install corresponding monitoring tools in the key areas. For example, in slope engineering, workers usually arrange monitoring points at key positions such as the top, middle, and bottom of the slope. However, this method is difficult to accurately evaluate the stability of rock and soil masses and reasonably design and optimize the monitoring plan accordingly, thus making it difficult to ensure the rationality and scientific nature of the monitoring plan. Moreover, the stability assessment based on existing experience does not consider the mutual influence between rock and soil masses in adjacent areas, making the assessment of the stability of rock and soil masses by workers inaccurate, resulting in unreasonable design of the monitoring plan and allocation of monitoring resources.

[0004] Based on the above situation, the present invention proposes a method for monitoring the state of soil mass in geotechnical engineering with reasonable resource allocation. Summary of the Invention

[0005] In order to overcome the shortcomings that the existing methods for monitoring the state of soil mass in geotechnical engineering are difficult to accurately evaluate the stability of rock and soil masses and reasonably design and optimize the monitoring plan accordingly, thus making it difficult to ensure the rationality and scientific nature of the monitoring plan, and do not consider the mutual influence between rock and soil masses in adjacent areas, making the assessment of the stability of rock and soil masses by workers inaccurate, resulting in unreasonable design of the monitoring plan and allocation of monitoring resources, the present invention proposes a method for monitoring the state of soil mass in geotechnical engineering with reasonable resource allocation.

[0006] A method for monitoring the state of soil mass in geotechnical engineering includes the following steps: Rock and soil mass regional division, obtaining soil type information, geological structure information, terrain slope information, and elevation difference information within the rock and soil mass area to be monitored, roughly dividing the rock and soil mass area to be monitored according to the soil type information and geological structure information, and refining the roughly divided area according to the terrain slope information and elevation difference information to obtain sub-areas of rock and soil mass to be monitored; Data acquisition and processing, obtaining the normal geological data set of the sub-areas of rock and soil mass to be monitored , preprocessing the normal geological data set to obtain the preprocessed normal geological data set ; Normal stability analysis, evaluating the stability of the sub-areas of rock and soil mass to be monitored through the fuzzy mathematics evaluation method to obtain the normal stability scores of the sub-areas of rock and soil mass to be monitored ; Associated stability analysis, obtaining the border length of each sub-area of rock and soil mass to be monitored with the surrounding sub-areas , based on the border length and the normal stability scores calculating to obtain the associated stability scores of the sub-areas of rock and soil mass to be monitored ; Monitoring plan planning, obtaining the comprehensive stability score based on the normal stability score and the associated stability score , rating the stability of the sub-areas of rock and soil mass to be monitored according to the comprehensive stability score and planning the corresponding monitoring plan.

[0007] As a preferred aspect of the invention, the normal geological data set at least includes the soil density, cohesion, internal friction angle, porosity, groundwater level, elastic modulus, and Poisson's ratio of the sub-areas of rock and soil mass to be monitored.

[0008] As a preferred aspect of the invention, the specific steps for obtaining the normal stability scores of the sub-areas of rock and soil mass to be monitored are as follows: Determine the evaluation factors, regarding all data types in the preprocessed normal geological data set as evaluation factors; Establish an evaluation model, determine the weights of each evaluation factor according to the entropy weight method , construct the membership function of each evaluation factor , and establish a fuzzy comprehensive evaluation model; Conduct model evaluation and obtain the normal stability scores of each geotechnical body subarea to be monitored through calculation , where the normal stability score The specific calculation formula is:

[0009] Among them is the number of evaluation factors.

[0010] As an optimal aspect of the invention, the weights of each evaluation factor are determined according to the entropy weight method The specific steps are as follows: Data standardization processing, standardize the preprocessed normal geological data set For the evaluation factors with the better stability as the value is larger, the standardization formula is: ; For the evaluation factors with the better stability as the value is smaller, the adopted standardization calculation formula is: ; Among them represents the original value of the th evaluation factor of the th geotechnical body subarea to be monitored, represents the standardized value of the th evaluation factor of the th geotechnical body subarea to be monitored, while and respectively represent the maximum and minimum values of the th evaluation factor of all geotechnical body subareas to be monitored; Proportion calculation, calculate the proportion of the standardized data, and the specific calculation formula of the proportion is:

[0011] Among them represents the proportion of the th evaluation factor of the th geotechnical body subarea to be monitored, represents the standardized value of the th evaluation factor of the th geotechnical body subarea to be monitored, is an integer, and ranges from , is the number of geotechnical body subareas to be monitored; Entropy value calculation, calculate the entropy value , entropy value The specific calculation formula is as follows:

[0012] where represents the entropy value of the th evaluation factor, represents the proportion of the th evaluation factor in the th sub-region of the geotechnical body to be monitored, is an integer, and has a value range of ; Coefficient of variation calculation, define the coefficient of variation as: where represents the coefficient of variation of the th evaluation factor; Weight calculation, calculate the weight of each evaluation factor, and the specific calculation formula for the weight is:

[0013] where represents the weight of the th evaluation factor, represents the coefficient of variation of the th evaluation factor, is taken as an integer, and has a value range of .

[0014] As a preferred aspect of the invention, the construction steps of the membership function of each evaluation factor are specifically as follows: Obtain the maximum value and the minimum value of each evaluation factor in the sub-regions of the geotechnical body to be monitored respectively; For each evaluation factor, construct the membership function , and the specific expression of the membership function is: .

[0015] As a preferred aspect of the invention, the specific steps for obtaining the correlation stability score of the sub-regions of the geotechnical body to be monitored by calculation are as follows: Obtain the total boundary length of the sub-regions of the geotechnical body to be monitored respectivelyAnd the length of the border with other surrounding rock and soil masses to be monitored ; Respectively obtain through calculation The associated stability scores of the rock and soil masses to be monitored , The associated stability score The specific calculation formula is:

[0016] Where Represents the number of rock and soil masses to be monitored that are adjacent to the th rock and soil mass to be monitored, Represents the th adjacent rock and soil mass to be monitored's border length, Then represents the normal stability score of the th adjacent rock and soil mass to be monitored.

[0017] As a preferred aspect of the invention, the comprehensive stability score obtained based on the normal stability score and the associated stability score The specific calculation formula is:

[0018] Where and are respectively the weights of the normal stability score and the associated stability score , And satisfy .

[0019] As a preferred aspect of the invention, the specific rules for rating the stability of the rock and soil masses to be monitored according to the comprehensive stability score and planning the corresponding monitoring plan are: When , The stability rating is stable, and the monitoring plan is: Adopt conventional monitoring methods, use total station and level to monitor displacement and settlement, combine piezometers and earth pressure cells to monitor groundwater and soil pressure changes, arrange one monitoring point per 100 - 200 square meters on average, and monitor 1 - 2 times per week on average; When , The stability rating is basically stable, and the monitoring plan is: On the basis of conventional monitoring methods, add inclinometers and multi - point displacement meters to monitor the deep displacement and layered settlement of the soil mass, arrange one monitoring point per 50 - 100 square meters on average, and the monitoring frequency is once every 3 days; When When the stability rating is unstable, the monitoring plan is: use fiber grating sensors and automatic monitoring systems to comprehensively monitor the displacement, stress and strain of the soil, arrange a monitoring point every 20-50 square meters on average, and monitor 1-2 times a day on average.

[0020] The present invention has the following advantages: 1. The present invention uses fuzzy mathematical judgment method to evaluate the stability of the rock and soil mass partitions to be monitored, and obtains Normal stability score of each rock mass partition to be monitored It can not only effectively deal with the uncertainty and fuzziness problems caused by the numerous and complex factors affecting stability in the rock and soil stability assessment, and the difficulty in accurately quantifying the boundaries and influence degrees of many factors, that is, by introducing the membership function, these fuzzy factors are converted into an operational mathematical model, thereby improving the accuracy and reliability of the assessment. It can also comprehensively consider multiple influencing factors and comprehensively reflect the overall effect of each factor through weight allocation and comprehensive evaluation to avoid the one-sidedness of a single factor. Therefore, this assessment method can accurately assess the stability of the rock and soil without collecting long-term time series data, so that subsequent workers can plan reasonable monitoring plans and resource allocation plans based on the assessment results, thereby improving the assessment accuracy and resource allocation rationality of this geotechnical engineering soil state monitoring method.

[0021] 2. The present invention obtains the border length of each rock and soil partition to be monitored and the surrounding partitions , and based on the length of the bordering boundary and normal stability score Calculated The associated stability score of each rock mass partition to be monitored , can consider the interaction between the rock and soil bodies in adjacent areas, and use the bordering boundary length to objectively reflect the degree of interaction between regions. Because the longer the boundary, the greater the mutual influence between regions, so the bordering boundary length is used as the weight, which can not only more reasonably reflect the influence of the surrounding areas on the stability of the central area, so as to avoid the deviation that may be caused by simple averaging, make the evaluation results more in line with the actual situation, and improve the accuracy and reliability of the evaluation, but also highlight the influence of key areas with longer border lengths, so that the evaluation results are more targeted, and improve the evaluation accuracy of this geotechnical engineering soil state monitoring method.

[0022] 3. The present invention is based on normal stability scoring and associated stability score And the comprehensive stability score is obtained by calculation , it can comprehensively consider the stability of the rock and soil mass itself and the influence of the surrounding area on its stability, so as to more comprehensively reflect the actual stability status of the rock and soil mass, avoid the deviation that may be brought by single-factor evaluation, make the evaluation result more objective and reliable, and improve the evaluation accuracy of this geotechnical engineering soil mass state monitoring method.

[0023] 4. The present invention divides the rock and soil mass area to be monitored into zones, and based on the comprehensive stability score rates the stability of the zones of the rock and soil mass to be monitored, and then plans the corresponding monitoring scheme. It can not only separately evaluate the rock and soil masses of different soil types and geological structures, etc., so as to more accurately evaluate the stability of each zone and identify potential unstable zones, so as to avoid evaluation errors caused by factors such as complex geological structures, but also plan a reasonable and scientific monitoring scheme for all zones of the rock and soil mass to be monitored, thereby optimizing the resource allocation to avoid waste of resources, improving the monitoring efficiency, and at the same time ensuring the effectiveness of the monitoring work, and improving the rationality and scientificity of the resource allocation of this geotechnical engineering soil mass state monitoring method. Brief Description of the Drawings

[0024] Figure 1 It is a schematic flow chart of a geotechnical engineering soil mass state monitoring method adopted in an embodiment of the present invention. Detailed Embodiment

[0025] In order to enable those skilled in the art to better understand the technical solutions in the present invention, the following will clearly and completely describe the technical solutions in the embodiments of the present invention with reference to the accompanying drawings in the embodiments of the present invention.

[0026] Embodiment 1, a geotechnical engineering soil mass state monitoring method, as Figure 1 shown, includes the following steps: Rock and soil mass area division: Obtain the soil type information, geological structure information, terrain slope information, and elevation difference information within the rock and soil mass area to be monitored. Coarsely divide the rock and soil mass area to be monitored according to the soil type information and geological structure information, and refine the coarsely divided area according to the terrain slope information and elevation difference information to obtain For the geotechnical body sub - regions to be monitored, it should be noted that different types of soil have different mechanical properties and stability characteristics. Considering the soil type during zoning can more accurately evaluate the stability of each region. For example, the stability differences between cohesive soil and sandy soil are significant. Separating them for evaluation during zoning can more truly reflect the actual situation. Geological structures such as faults and folds also have a significant impact on the stability and stress distribution of the soil. Considering geological structures during zoning can better identify potential unstable regions and avoid evaluation errors caused by complex geological structures. The terrain slope is also an important factor affecting soil stability. The soil stability in steep slope areas is usually poor and requires closer monitoring. By zoning according to the terrain slope, targeted monitoring of high - risk regions can be strengthened. Moreover, regions with large elevation differences may have greater stability risks. Considering elevation differences during zoning helps identify high - risk regions and provides a basis for subsequent monitoring and treatment. Data acquisition and processing: Separate acquisition of the normal geological data sets of the geotechnical body sub - regions to be monitored , and pre - process the normal geological data sets to obtain the pre - processed normal geological data sets ; Normal stability analysis: Based on the pre - processed normal geological data sets and using the fuzzy mathematics evaluation method to conduct normal stability assessment on the geotechnical body sub - regions to be monitored, and separately obtain the normal stability scores of the geotechnical body sub - regions to be monitored ; Associated stability analysis: Obtain the border lengths of each geotechnical body sub - region to be monitored with other surrounding geotechnical body sub - regions to be monitored , and based on the border lengths and the normal stability scores calculate separately to obtain the associated stability scores of the geotechnical body sub - regions to be monitored ; Monitoring plan planning: Based on the normal stability scores and the associated stability scores obtain the comprehensive stability scores of the geotechnical body sub - regions to be monitored , and according to the comprehensive stability scores separately conduct stability rating on the geotechnical body sub - regions to be monitored, and based on the stability ratings, plan corresponding monitoring plans for the geotechnical body sub - regions to be monitored.

[0027] The normal geological data sets It includes at least the soil density, cohesion, internal friction angle, porosity, groundwater level, elastic modulus, and Poisson's ratio of the rock and soil mass to be monitored by partition.

[0028] The specific steps for preprocessing the normal geological data set are as follows: Missing value processing: Process the null or missing values in the normal geological data set by filling the missing values using interpolation methods such as linear interpolation or polynomial interpolation, or directly filling the missing values with the mean or median of the corresponding type of data to ensure the integrity of the data; Outlier processing: Identify the outliers that do not conform to the expected pattern in the normal geological data set through the Z-Score method or the IQR method, and avoid the negative impact of these outliers on the subsequent calculation results by deleting the outliers and replacing them with the mean or median of the corresponding type of data or using interpolation methods to repair the outliers.

[0029] Based on the preprocessed normal geological data set and using the fuzzy mathematics evaluation method to evaluate the normal stability of each partition of the rock and soil mass to be monitored, and respectively obtain the normal stability scores of each partition of the rock and soil mass to be monitored The specific steps are as follows: Determine the evaluation factors: Consider all data types in the preprocessed normal geological data set as evaluation factors; Establish an evaluation model: Determine the weights of each evaluation factor according to the entropy weight method , construct the membership function of each evaluation factor , and establish a fuzzy comprehensive evaluation model; Conduct model evaluation: Multiply the membership function of each evaluation factor by the weight to obtain the comprehensive evaluation result, that is, the normal stability score of each partition of the rock and soil mass to be monitored where the specific calculation formula for the normal stability score is:

[0030] where is the number of evaluation factors.

[0031] The above steps use the fuzzy mathematics evaluation method to evaluate the stability of each partition of the rock and soil mass to be monitored and obtain the normal stability scores of each partition of the rock and soil mass to be monitored It can not only effectively deal with the uncertainty and fuzziness problems caused by the numerous and complex factors affecting stability in the rock and soil stability assessment, and the difficulty in accurately quantifying the boundaries and influence degrees of many factors, that is, by introducing the membership function, these fuzzy factors are converted into an operational mathematical model, thereby improving the accuracy and reliability of the assessment. It can also comprehensively consider multiple influencing factors and comprehensively reflect the overall effect of each factor through weight allocation and comprehensive evaluation to avoid the one-sidedness of a single factor. Therefore, this assessment method can accurately assess the stability of the rock and soil without collecting long-term time series data, so that subsequent workers can plan reasonable monitoring plans and resource allocation plans based on the assessment results, thereby improving the assessment accuracy and resource allocation rationality of this geotechnical engineering soil state monitoring method.

[0032] The weights of various evaluation factors are determined according to the entropy weight method. The specific steps are: Data standardization is done to eliminate the impact of different evaluation factor dimensions on the preprocessed normal geological data set. Standardization is performed, where the larger the value, the better the stability of the evaluation factors (such as cohesion and internal friction angle), the standardized calculation formula used is: , For evaluation factors (such as porosity), the standardized calculation formula used is: , in Indicates The first partition of the rock and soil mass to be monitored The original value of the evaluation factor, Indicates The first partition of the rock and soil mass to be monitored The standardized value of the evaluation factor and They represent the first The maximum and minimum values ​​of the evaluation factors; Weight calculation, calculate the weight of the standardized data ,proportion The specific calculation formula is:

[0033] in Indicates The first partition of the rock and soil mass to be monitored The weight of the evaluation factors, Indicates The first partition of the rock and soil mass to be monitored The standardized values of the evaluation factors is an integer, and the value range of is where is the number of partitions of the rock and soil mass to be monitored; Entropy value calculation: Calculate the entropy values of each evaluation factor The entropy value The specific calculation formula is:

[0034] where represents the entropy value of the th evaluation factor, represents the proportion of the th evaluation factor in the th partition of the rock and soil mass to be monitored, is an integer, and the value range of is Coefficient of variation calculation: Define the coefficient of variation as: where represents the coefficient of variation of the th evaluation factor. The larger the coefficient of variation , the greater the role of this evaluation factor in evaluating the stability of the rock and soil mass; Weight calculation: Calculate the weights of each evaluation factor The weight The specific calculation formula is:

[0035] where represents the weight of the th evaluation factor, represents the coefficient of variation of the th evaluation factor, is taken as an integer, and the value range of is

[0036] It should be noted that in the evaluation of the stability of rock and soil masses, the entropy weight method is an effective method that can objectively determine the weights of various influencing factors. It determines the weights of each index by calculating the entropy values and coefficients of variation of each index, can better eliminate the deviation caused by subjective factors, and can provide a scientific basis for the evaluation of the stability of rock and soil masses, making the subsequent evaluation results more objective.

[0037] The construction steps of the membership function of the above-mentioned various evaluation factors are specifically as follows: Respectively obtain each evaluation factor at The maximum value in each geotechnical body subarea to be monitored and the minimum value ; For each evaluation factor, construct a membership function , and map the value of the evaluation factor to interval, indicating the membership degree of this factor to stability. The specific expression of the membership function is as follows: , where the larger the value of the membership function , the greater the contribution of the corresponding evaluation factor to the stability of the geotechnical body, and vice versa.

[0038] The specific steps for calculating the associated stability score of each geotechnical body subarea to be monitored based on the adjacent boundary length and the normal stability score are as follows: Specifically: Respectively obtain the total boundary length of each geotechnical body subarea to be monitored and the adjacent boundary length with other adjacent geotechnical body subareas to be monitored; Respectively obtain the associated stability score of each geotechnical body subarea to be monitored by calculation. The specific calculation formula of the associated stability score is:

[0039] where represents the number of geotechnical body subareas to be monitored adjacent to the th geotechnical body subarea to be monitored, represents the adjacent boundary length of the th adjacent geotechnical body subarea to be monitored, and represents the normal stability score of the

[0040] th adjacent geotechnical body subarea to be monitored. It should be noted that since some geotechnical body subareas to be monitored are located at the edge of the entire geotechnical body area to be monitored, part of the boundary of this geotechnical body subarea to be monitored is not adjacent to any geotechnical body. Therefore, the total boundary length .

[0041] The above steps calculate the associated stability score by obtaining the adjacent boundary length between each geotechnical body subarea to be monitored and its surrounding subareas, and based on the adjacent boundary length and the normal stability score​The associated stability score of the geotechnical body sub-areas to be monitored , which can consider the interaction between the geotechnical bodies in adjacent areas and objectively reflect the degree of interaction between regions by means of the length of the adjoining boundary. Since the longer the boundary, the greater the mutual influence between regions, the length of the adjoining boundary is used as the weight. This can not only more reasonably reflect the influence of the surrounding regions on the stability of the central region, avoid the deviation that may be brought by simple averaging, make the evaluation result more in line with the actual situation, improve the accuracy and reliability of the evaluation, but also highlight the influence of the key regions with longer adjoining boundary lengths, make the evaluation result more targeted, and enhance the evaluation accuracy of this geotechnical engineering soil mass state monitoring method.

[0042] The aforesaid normal stability score and the associated stability score are used to obtain the comprehensive stability score of the geotechnical body sub-areas to be monitored . The specific calculation formula is as follows:

[0043] where and are the weights of the normal stability score and the associated stability score respectively, and satisfy .

[0044] It should be noted that the values of the aforesaid weights and can be determined by using optimization algorithms such as genetic algorithm, particle swarm optimization algorithm and simulated annealing algorithm, that is, by optimizing the objective function to minimize the error or maximize the accuracy, etc., to find the optimal weight value combination. This method can avoid the subjectivity of manually setting weights and improve the objectivity and accuracy of the fusion.

[0045] The aforesaid steps are based on the normal stability score and the associated stability score and obtain the comprehensive stability score through calculation. It can comprehensively consider the stability of the geotechnical body itself and the influence of the surrounding regions on its stability, thus being able to more comprehensively reflect the actual stability status of the geotechnical body, avoid the deviation that may be brought by single-factor evaluation, make the evaluation result more objective and reliable, and enhance the evaluation accuracy of this geotechnical engineering soil mass state monitoring method.

[0046] The aforesaid stability rating is carried out for each of the geotechnical body sub-areas to be monitored according to the comprehensive stability score The specific rules for planning the corresponding monitoring plan for the geotechnical body area to be monitored are as follows: When the stability of the geotechnical body sub-area to be monitored is at a high level, and the stability rating is stable. The corresponding monitoring plan is as follows: relatively conventional monitoring methods, such as total station and level, are used for displacement and settlement monitoring, combined with a small number of piezometers and earth pressure cells to monitor the changes in groundwater and soil pressure. The layout of monitoring points is relatively sparse, with an average of one monitoring point arranged per 100 - 200 square meters. Key parts and characteristic points are monitored with a relatively low monitoring frequency, set at an average of 1 - 2 times per week. The monitoring period can be appropriately extended during the stable period; When the stability of the geotechnical body sub-area to be monitored is at a medium level, and the stability rating is basically stable. The corresponding monitoring plan is as follows: on the basis of conventional monitoring methods, devices such as inclinometers and multi-point displacement meters are added to monitor the deep displacement and layered settlement of the soil. The layout density of monitoring points is appropriately increased, with an average of one monitoring point arranged per 50 - 100 square meters to ensure that the deformation of the soil can be comprehensively reflected. The monitoring frequency is set at once every 3 days. When construction or environmental changes are large, the monitoring frequency can be appropriately increased; When the stability of the geotechnical body sub-area to be monitored is at a low level, and the stability rating is unstable. The corresponding monitoring plan is as follows: high-precision and real-time monitoring devices, such as fiber Bragg grating sensors and automated monitoring systems, are used to comprehensively monitor the displacement, stress, and strain of the soil. The layout density of monitoring points is high, with an average of one monitoring point arranged per 20 - 50 square meters. Potential slip surfaces and key parts are monitored with a high monitoring frequency, set at an average of 1 - 2 times per day. When abnormal conditions occur, real-time monitoring is adopted and measures are taken in a timely manner.

[0047] The above steps partition the geotechnical body area to be monitored, and based on the comprehensive stability score the stability of the geotechnical body sub-areas to be monitored is rated, and then the corresponding monitoring plans are planned. This can not only separately evaluate geotechnical bodies of different soil types and geological structures, etc., so as to more accurately evaluate the stability of each area and identify potential unstable areas to avoid evaluation errors caused by factors such as complex geological structures, but also plan reasonable and scientific monitoring plans for all geotechnical body sub-areas to be monitored, thereby optimizing resource allocation to avoid waste of resources, improving monitoring efficiency, and ensuring the effectiveness of monitoring work, enhancing the rationality and scientificity of resource allocation of this geotechnical engineering soil state monitoring method.

[0048] It should be understood that those of ordinary skill in the art can make improvements or transformations according to the above description, and all such improvements and transformations shall fall within the protection scope of the appended claims of the present invention. The parts not described in detail in this specification belong to the prior art well known to those of ordinary skill in the art.

Claims

1. A method for monitoring soil state in geotechnical engineering, characterized in that: The following steps are involved: The rock and soil area is divided into two parts: obtaining the soil type information, geological structure information, terrain slope information and elevation difference information in the rock and soil area to be monitored, roughly dividing the rock and soil area to be monitored according to the soil type information and geological structure information, and refining the roughly divided area according to the terrain slope information and elevation difference information to obtain The rock and soil mass partitions to be monitored; Data acquisition and processing, acquisition Normal geological data set for the rock and soil mass partitions to be monitored , for normal geological data sets Perform preprocessing to obtain the normal geological data set after preprocessing ; Normal stability analysis, through the fuzzy mathematical judgment method to evaluate the stability of the monitored rock and soil partition, obtain Normal stability score of each rock mass partition to be monitored ; Associated stability analysis to obtain the boundary length of each rock and soil partition to be monitored and the surrounding partitions , based on the length of the bordering boundary and normal stability score Calculated The associated stability score of each rock mass partition to be monitored ; Monitoring program planning, based on normal stability scoring and associated stability score Get an overall stability score , according to the comprehensive stability score Carry out stability rating for the rock and soil mass partitions to be monitored and plan corresponding monitoring plans.

2. A method for monitoring soil state in geotechnical engineering according to claim 1, characterized in that: The normal geological data set It at least includes soil density, cohesion, internal friction angle, porosity, groundwater level, elastic modulus and Poisson's ratio of the rock mass partition to be monitored.

3. A method for monitoring soil state in geotechnical engineering according to claim 1, characterized in that: Get the Normal stability score of each rock mass partition to be monitored The specific steps are: Determine the evaluation factors and convert the preprocessed normal geological data set All data types in are considered as evaluation factors; Establish an evaluation model and determine the weights of each evaluation factor based on the entropy weight method , construct the membership function of each evaluation factor , establish a fuzzy comprehensive evaluation model; Conduct model evaluation and calculate the normal stability score of each rock and soil partition to be monitored , where the normal stability score The specific calculation formula is: in is the number of evaluation factors.

4. A method for monitoring soil state in geotechnical engineering according to claim 3, characterized in that: The weights of various evaluation factors are determined according to the entropy weight method. The specific steps are: Data standardization, preprocessing of normal geological data sets Standardization is performed, where the larger the value, the better the stability of the evaluation factor, and the standardization formula is: ； For the evaluation factors with smaller values ​​and better stability, the standardized calculation formula used is: ； in Indicates The first partition of the rock mass to be monitored The original value of the evaluation factor, Indicates The first partition of the rock and soil mass to be monitored The standardized value of the evaluation factor and They represent the first The maximum and minimum values ​​of the evaluation factors; Weight calculation, calculate the weight of the standardized data ,proportion The specific calculation formula is: in Indicates The first partition of the rock and soil mass to be monitored The weight of the evaluation factors, Indicates The first partition of the rock and soil mass to be monitored The standardized value of the evaluation factor, is an integer, and The value range is , is the number of rock and soil partitions to be monitored; Entropy calculation, calculate the entropy value of each evaluation factor , entropy value The specific calculation formula is: in Indicates The entropy value of the evaluation factors is Indicates The first partition of the rock and soil mass to be monitored The weight of the evaluation factors, is an integer, and The value range is ; Coefficient of variation calculation, define coefficient of variation for: ,in Indicates The coefficient of variation of the evaluation factors; Weight calculation, calculate the weight of each evaluation factor , weight The specific calculation formula is: in Indicates The weight of the evaluation factors, Indicates The coefficient of variation of the evaluation factors is Take an integer, and The value range is .

5. A method for monitoring soil state in geotechnical engineering according to claim 3, characterized in that: The membership function of each evaluation factor The construction steps are as follows: Get each evaluation factor separately The maximum value in the rock mass partition to be monitored and minimum value ; For each evaluation factor, construct a membership function , membership function The specific expression is: 。 6. A method for monitoring soil state in geotechnical engineering according to claim 3, characterized in that: The calculation obtained The associated stability score of each rock mass partition to be monitored The specific steps are: Get separately The total length of the boundary of the rock and soil partition to be monitored And the length of the border with other surrounding rock and soil partitions to be monitored ; Obtained by calculation The associated stability score of each rock mass partition to be monitored , association stability score The specific calculation formula is: in Indicates The number of rock and soil mass partitions to be monitored that border the rock and soil mass partitions to be monitored. Indicates The length of the bordering boundary of the adjacent rock and soil mass partitions to be monitored, It means the The normal stability score of the adjacent rock and soil mass partitions to be monitored.

7. A method for monitoring soil state in geotechnical engineering according to claim 6, characterized in that: The normal stability score and associated stability score Get an overall stability score The specific calculation formula is: in and Normal stability score and associated stability score The weight of .

8. A method for monitoring soil state in geotechnical engineering according to claim 7, characterized in that: The comprehensive stability score The specific rules for conducting stability rating of the rock mass to be monitored and planning the corresponding monitoring plan are as follows: when When the stability rating is stable, the monitoring plan is: adopt conventional monitoring methods, use total stations and levels to monitor displacement and settlement, combine pore water pressure gauges and earth pressure boxes to monitor groundwater and soil pressure changes, arrange one monitoring point every 100-200 square meters on average, and monitor 1-2 times a week on average; when When the stability rating is basically stable, the monitoring plan is: on the basis of conventional monitoring methods, inclinometers and multi-point displacement meters are added to monitor the deep displacement and stratified settlement of the soil, with one monitoring point arranged every 50-100 square meters on average, and the monitoring frequency is once every 3 days; when When the stability rating is unstable, the monitoring plan is: use fiber grating sensors and automatic monitoring systems to comprehensively monitor the displacement, stress and strain of the soil, arrange a monitoring point every 20-50 square meters on average, and monitor 1-2 times a day on average.

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