Method and system for monitoring and instability early warning of open-pit slope rock mass activation process

Abstract

This invention provides a method and system for monitoring and instability early warning of rock mass activation process on open-pit mine slopes, relating to the field of mine safety monitoring technology. The method includes: drilling vertical holes on each step of the open-pit mine slope and collecting rock mass samples obtained from the holes; obtaining a reference strength index for the rock mass; inserting sensing and measuring devices into each hole; acquiring various measured data collected by multiple sensors; obtaining a rock mass control sample; determining a rock mass strength loss index; determining a slope instability index; and obtaining a slope stability monitoring report. According to this invention, a reference strength index for the rock mass can be obtained based on the collected rock mass samples, and a rock mass strength loss index and a slope instability index can be obtained based on the collected measured data, thereby obtaining a slope stability monitoring report. The method can combine multiple parameters such as humidity and stress to monitor the rock mass activation process on the slope and provide instability early warning, improving the accuracy of instability early warning and enhancing the safety of open-pit mine production.

Description

Technical Field

[0001] This invention relates to the field of mine safety monitoring technology, and in particular to a method and system for monitoring the activation process and instability early warning of rock mass on open-pit mine slopes. Background Technology

[0002] Slope stability in open-pit mines is a critical issue for safe mining operations. With increasing mining depth and scale, monitoring and early warning of slope stability are essential to ensure safe production. Current technologies typically rely on surface displacement measurements or single-parameter monitoring, leading to inaccuracies and low efficiency. Furthermore, they struggle to combine sample tests and field measurements, and fail to incorporate multiple parameters such as humidity and stress to monitor the activation process of the slope rock mass and provide early warning of instability, ultimately resulting in compromised safety in open-pit mine production. Summary of the Invention

[0003] This invention provides a method and system for monitoring the activation process and instability early warning of rock mass in open-pit mine slopes. It can solve the technical problems of related technologies that are difficult to combine sample tests and field measurement data, and difficult to combine multiple parameters such as humidity and stress to monitor the stability of the activation process of rock mass in slopes and provide early warning of instability.

[0004] According to a first aspect of the present invention, a method for monitoring and instability early warning of rock mass activation process in open-pit mine slopes is provided, comprising:

[0005] Step S1: Drill vertical holes on each step of the open-pit mine slope and collect rock samples obtained from the holes.

[0006] Step S2: Conduct rock mass strength tests on the rock mass samples to obtain rock mass reference strength indices;

[0007] Step S3: Insert a sensing and measuring device into each borehole. The sensing and measuring device is a tubular measuring device and contains a variety of sensors.

[0008] Step S4: At the end of each monitoring cycle during the mining process, acquire various measured data collected by multiple sensors;

[0009] Step S5: Obtain rock mass control samples;

[0010] Step S6: Determine the rock mass strength loss index based on the rock mass reference sample and the rock mass reference strength index;

[0011] Step S7: Determine the slope instability index based on the rock mass strength loss index and various measured data.

[0012] Step S8: Obtain a slope stability monitoring report based on the slope instability index.

[0013] According to the present invention, obtaining a reference strength index for rock mass includes:

[0014] Different vertical pressures were applied to each rock mass sample;

[0015] Gradually increasing transverse shear force was applied to each rock mass sample, and the target value of the transverse shear force was recorded when the rock mass sample was destroyed.

[0016] Based on the target values ​​of vertical pressure and transverse shear force of multiple rock mass samples, the reference strength index of the rock mass is determined.

[0017] According to the present invention, determining the reference strength index of rock mass includes:

[0018] According to the formula

[0019]

[0020] The equation to be fitted for rock mass strength is determined, where, Let be the target value of the transverse shear force for the i-th rock mass sample. Let be the vertical pressure of the i-th rock mass sample. and The value to be determined is the reference strength index for the rock mass;

[0021] Based on the target values ​​of vertical pressure and transverse shear force of multiple rock mass samples, the rock mass strength fitting equation is solved to obtain the rock mass reference strength index.

[0022] According to the present invention, determining the rock mass strength loss index includes:

[0023] Rock mass strength tests were conducted on the rock mass control samples to obtain the rock mass control strength index. and ;

[0024] According to the formula

[0025]

[0026] Determine the strength loss value of the first rock mass ,in, for The solution value;

[0027] According to the formula

[0028]

[0029] Determine the strength loss value of the second rock mass ,in, for The solution value;

[0030] The maximum value between the first rock mass strength loss value and the second rock mass strength loss value is determined as the rock mass strength loss index.

[0031] According to the present invention, the plurality of sensors include a sensor group consisting of a stress sensor, a strain sensor and a moisture sensor. Multiple sensor groups are arranged along the length of the tubular measuring device and are used to detect measured data at various depths of the borehole.

[0032] Based on the rock mass strength loss index and various measured data, slope instability indicators are determined, including:

[0033] Different amounts of water were injected into multiple rock samples to achieve different test humidity levels.

[0034] Rock mass strength tests were conducted on rock mass samples with different test humidity levels to determine the influence function of humidity on rock mass strength indicators;

[0035] Based on the influence relationship function, various measured data, and the depth location of the sensor group, the slope instability index is determined.

[0036] According to the present invention, the function relating humidity to rock mass strength parameters is determined, including:

[0037] By testing multiple rock samples with the same humidity, the rock mass strength test index corresponding to the test humidity was determined.

[0038] According to the formula

[0039]

[0040] The system of equations to be fitted is obtained, where, This is the first rock mass strength test index corresponding to the j-th type of test humidity. This is the second rock mass strength test index corresponding to the j-th type of humidity. For the j-th type of humidity test, , , , and The coefficients of the system of equations to be fitted are;

[0041] By using multiple test indicators of rock mass strength corresponding to different humidity levels, the system of equations to be fitted is solved to obtain the solution values ​​of the coefficients to be fitted in the system of equations to be fitted.

[0042] The influence relationship function is obtained by solving the coefficients of the system of equations to be fitted.

[0043] According to the present invention, determining the slope instability index includes:

[0044] Based on the measured data of stress sensors and strain sensors at multiple depth locations within multiple boreholes, a first relationship function between the measured data of stress sensors and the depth location, and a second relationship function between the measured data of strain sensors and the depth location are determined respectively.

[0045] Substitute each depth location into the first relational function to obtain the predicted stress value;

[0046] Based on the predicted stress values ​​and the actual measured data of the stress sensors at the corresponding depths, the stress residual data at each depth in each borehole are determined.

[0047] Determine the maximum value of the stress residual data;

[0048] Substitute each depth location into the second relational function to obtain the strain prediction value;

[0049] Based on the predicted strain values ​​and the actual measured data of strain sensors at the corresponding depths, the strain residual data at each depth in each borehole are determined.

[0050] Determine the maximum value of the strain residual data;

[0051] The slope instability index is determined based on the maximum values ​​of stress residual data, strain residual data, and the influence relationship function.

[0052] According to the present invention, determining the slope instability index includes:

[0053] According to the formula

[0054]

[0055] Determine slope instability indicators ,in, This is the first relational function. This represents the depth location corresponding to the maximum value of the stress residual data. The measured humidity data is located at the position corresponding to the maximum value of the stress residual data. This is the second relation function. This represents the depth location corresponding to the maximum value of the strain residual data. The measured humidity data is located at the position corresponding to the maximum value of the strain residual data. for The solution value, for The solution value, for The solution value, for The solution value, for The solution value, is the conversion coefficient between transverse and vertical stress, max is the maximum value function, and L is the rock mass strength loss index. This refers to the measured stress data at the location corresponding to the maximum value of the stress residual data. The measured stress data is the location corresponding to the maximum value of the strain residual data.

[0056] According to a second aspect of the present invention, a monitoring and instability early warning system for the activation process of rock mass on open-pit mine slopes is provided, comprising:

[0057] The rock mass sample module involves vertically drilling holes on various steps of the open-pit mine slope and collecting rock mass samples obtained from the drilling.

[0058] The rock mass reference strength index module performs rock mass strength tests on rock mass samples to obtain rock mass reference strength indices.

[0059] The module is set up to insert a sensing and measuring device into each borehole. The sensing and measuring device is a tubular measuring device and contains a variety of sensors.

[0060] The measured data module acquires various measured data collected by multiple sensors at the end of each monitoring cycle during the mining process;

[0061] Rock mass reference sample module: Obtain rock mass reference samples;

[0062] The rock mass strength loss index module determines the rock mass strength loss index based on the rock mass comparison sample and the rock mass reference strength index.

[0063] The slope instability index module determines the slope instability index based on the rock mass strength loss index and various measured data.

[0064] The stability monitoring report module generates a slope stability monitoring report based on slope instability indicators.

[0065] By adopting the above technical solution, the present invention can achieve the following technical effects:

[0066] According to the present invention, rock mass samples can be obtained by vertical drilling on each step of an open-pit mine slope, and rock mass strength tests can be conducted to obtain a reference strength index for the rock mass. Sensing and measuring devices are inserted into each borehole, and during the mining process, various measured data collected by multiple sensors and rock mass control samples are acquired to determine the rock mass strength loss index, thereby determining the slope instability index and obtaining a slope stability monitoring report. By combining sample tests and field measured data, and incorporating multiple parameters such as humidity and stress, stability monitoring and instability early warning of the slope rock mass activation process can be performed, improving the accuracy of instability early warning and enhancing the safety of open-pit mine production. Vertical drilling can be performed on each step of the open-pit mine slope, and rock mass samples obtained from the boreholes can be collected. Rock mass strength tests can then be conducted on the rock mass samples to obtain a reference strength index for the rock mass, providing basic data for determining the slope instability index. When determining the rock mass strength loss index, a first rock mass strength loss value and a second rock mass strength loss value can be determined based on the rock mass control sample and the rock mass reference strength index, thereby determining the rock mass strength loss index. This method improves the accuracy of determining rock mass strength loss indices and provides fundamental data for determining slope instability indices. When determining slope instability indices, they can be based on rock mass strength loss indices and various measured data. In determining the influence function of humidity on rock mass strength indices, the changing trends of the internal friction coefficient, cohesion, pore water pressure, and effective stress of the rock mass with varying humidity are considered. This improves the accuracy, objectivity, and comprehensiveness of determining the influence function of humidity on rock mass strength indices. When determining slope instability indices, a first and second relationship function were established based on the influence relationship function, various measured data, and the depth location of the sensor array. This led to the determination of the slope instability index. Considering that humidity reduces effective stress and that the location with the most severe reduction in slope rock strength would be the first to instability, the maximum value of the candidate slope instability index was used as the indices. Combining experimental and measured data improved the accuracy, objectivity, and comprehensiveness of the instability index determination. Furthermore, a stability redundancy was determined based on stress and strain to assist in monitoring the rock mass activation process and providing instability early warning. Further, a slope stability monitoring report can be obtained based on the slope instability index. By combining sample tests and field measured data, along with multiple parameters such as humidity and stress, stability monitoring and instability early warning of the slope rock mass activation process can be conducted, improving the accuracy of instability early warning and enhancing the safety of open-pit mine production. Attached Figure Description

[0067] Figure 1 An exemplary flowchart of a method for monitoring and instability early warning of rock mass activation process in open-pit mine slopes according to an embodiment of the present invention is shown.

[0068] Figure 2 An exemplary flowchart for determining a reference strength index for rock mass according to an embodiment of the present invention is shown;

[0069] Figure 3 An exemplary schematic diagram illustrates the application of the open-pit mine slope rock mass activation process monitoring and instability early warning method according to an embodiment of the present invention;

[0070] Figure 4 A block diagram of an open-pit mine slope rock mass activation process monitoring and instability early warning system according to an embodiment of the present invention is shown as an example. Detailed Implementation

[0071] The technical solution of the present invention will be described in detail below with reference to specific embodiments. These specific embodiments can be combined with each other, and the same or similar concepts or processes may not be described again in some embodiments.

[0072] Figure 1 An exemplary flowchart illustrates a method for monitoring and instability early warning of rock mass activation process in open-pit mine slopes according to an embodiment of the present invention. The method includes:

[0073] Step S1: Drill vertical holes on each step of the open-pit mine slope and collect rock samples obtained from the holes.

[0074] Step S2: Conduct rock mass strength tests on the rock mass samples to obtain rock mass reference strength indices;

[0075] Step S3: Insert a sensing and measuring device into each borehole. The sensing and measuring device is a tubular measuring device and contains a variety of sensors.

[0076] Step S4: At the end of each monitoring cycle during the mining process, acquire various measured data collected by multiple sensors;

[0077] Step S5: Obtain rock mass control samples;

[0078] Step S6: Determine the rock mass strength loss index based on the rock mass reference sample and the rock mass reference strength index;

[0079] Step S7: Determine the slope instability index based on the rock mass strength loss index and various measured data.

[0080] Step S8: Obtain a slope stability monitoring report based on the slope instability index.

[0081] According to embodiments of the present invention, a method and system for monitoring and instability early warning of rock mass activation process on open-pit mine slopes can obtain rock mass samples by vertical drilling on each step of the open-pit mine slope, and conduct rock mass strength tests to obtain reference strength indices. Sensing and measuring devices are inserted into each borehole, and during the mining process, various measured data collected by multiple sensors and rock mass control samples are acquired to determine rock mass strength loss indices, thereby determining slope instability indices and obtaining a slope stability monitoring report. By combining sample tests and field measured data, and incorporating multiple parameters such as humidity and stress, stability monitoring and instability early warning of the slope rock mass activation process can be performed, improving the accuracy of instability early warning and enhancing the safety of open-pit mine production.

[0082] According to an embodiment of the present invention, in step S1, vertical boreholes are drilled on each step of the open-pit mine slope, and rock samples obtained from the boreholes are collected. Vertical boreholes are drilled on each step of the open-pit mine slope using a drilling rig (e.g., a hydraulic crawler drilling rig, a pneumatic down-the-hole drill, etc.), and core samples obtained from the boreholes are collected simultaneously during the drilling process using core tubes, samplers, etc.; these are the rock samples. Multiple rock samples can be collected from each borehole for rock strength testing.

[0083] Figure 2 A flowchart for determining a reference strength index for rock mass according to an embodiment of the present invention is shown as an example.

[0084] According to an embodiment of the present invention, in step S2, a rock mass strength test is performed on the rock mass sample to obtain a rock mass reference strength index, including: step S21, applying different vertical pressures to each rock mass sample; step S22, applying progressively increasing transverse shear forces to each rock mass sample, and recording the target value of the transverse shear force when the rock mass sample is damaged; step S23, determining the rock mass reference strength index based on the target values ​​of the vertical pressure and transverse shear force of multiple rock mass samples.

[0085] According to an embodiment of the present invention, in step S21, different vertical pressures are applied to each rock mass sample. When conducting rock mass strength tests (e.g., triaxial shear tests) on the rock mass samples, the rock mass samples are first processed into standard cylindrical rock mass samples of the same size, and the processed rock mass samples are wrapped with a rubber membrane. Based on the pressure chamber, confining pressure is first applied to simulate the pressure equal in all directions underground. Further, different vertical pressures (e.g., 100 kPa, 200 kPa, etc.) are applied to different rock mass samples through the axial loading system of the triaxial test system to simulate the vertical pressure on the rock mass at different depths.

[0086] According to an embodiment of the present invention, in step S22, a progressively increasing transverse shear force is applied to each rock mass sample, and the target value of the transverse shear force is recorded when the rock mass sample is damaged. The progressively increasing transverse shear force is applied to each rock mass sample using a direct shear apparatus, and the value of the transverse shear force is recorded when the rock mass sample is damaged; this is the target value of the transverse shear force. This is to determine the shear strength (i.e., the maximum transverse shear force that each rock mass sample can withstand) under different normal stresses (i.e., vertical pressures).

[0087] According to an embodiment of the present invention, in step S23, a reference strength index for the rock mass is determined based on the target values ​​of the vertical pressure and transverse shear force of multiple rock mass samples, including: determining the rock mass strength fitting equation according to formula (1).

[0088] (1)

[0089] in, Let be the target value of the transverse shear force for the i-th rock mass sample. Let be the vertical pressure of the i-th rock mass sample. and The value to be determined is the reference strength index of the rock mass. Based on the target values ​​of vertical pressure and transverse shear force of multiple rock mass samples, the equation to be fitted for rock mass strength is solved to obtain the reference strength index of the rock mass.

[0090] According to an embodiment of the present invention, the target value of the transverse shear force of the i-th rock mass sample is... The vertical pressure of the i-th rock mass sample is This is achieved under certain circumstances, therefore, settings can be configured regarding... The equation to be fitted Furthermore, by using a fitting method, the undetermined values ​​of the reference strength index of the rock mass can be determined based on the target values ​​of vertical pressure and transverse shear force from multiple rock mass samples. and By performing the solution, the solution value can be obtained. When solving for the undetermined value of the rock mass reference strength index, the solution value of the undetermined value of the rock mass reference strength index can be determined based on the target values ​​of the vertical pressure and transverse shear force of multiple standard cylindrical rock mass samples obtained after processing multiple rock mass samples. The undetermined value of the rock mass reference strength index that minimizes the sum of squares of the residuals of the target value of the transverse shear force can be obtained using a fitting method. This value serves as the solution value of the undetermined value of the rock mass reference strength index. In other words, the rock mass reference strength index describes the theoretical shear strength of the rock mass sample. The solution value corresponds to the rock mass reference strength index, which can describe the cohesion of the rock mass sample. This can describe the internal friction coefficient of the rock mass sample. Furthermore, The unit is Pa. Dimensionless.

[0091] In this way, vertical boreholes can be drilled on each step of the open-pit mine slope, and rock samples obtained from the boreholes can be collected. Then, rock strength tests can be conducted on the rock samples to obtain reference strength indicators of the rock mass, providing basic data for determining slope instability indicators.

[0092] According to an embodiment of the present invention, in step S3, a sensing and measuring device is inserted into each borehole. The sensing and measuring device is a tubular measuring device and contains various sensors. The sensing and measuring device includes stress sensors (resistive sensors, capacitive sensors, etc.), strain sensors (e.g., resistive strain sensors, fiber optic strain sensors, etc.), and moisture sensors (e.g., frequency domain reflectometers, neutron moisture meters, etc.) to monitor the stress (magnitude and distribution of stress), deformation of the rock mass, and moisture content (i.e., volumetric water content of the rock mass) on the rock mass, thereby determining the slope instability index of the rock mass.

[0093] According to an embodiment of the present invention, in step S4, at the end of each monitoring cycle during the mining process, various measured data collected by multiple sensors are acquired. The monitoring cycle can be one week, half a month, one month, etc. During the mining process, at the end of the monitoring cycle, at certain intervals (e.g., every 5 meters, 10 meters, etc.), data on the stress on the rock mass, the deformation of the rock mass, and the moisture content of the rock mass collected by multiple sensors are acquired, which are the measured data.

[0094] According to an embodiment of the present invention, in step S5, a rock mass control sample is obtained. During the mining process, factors such as vibrations generated during mining and changes in rock mass humidity caused by construction dust can affect the stability of the rock mass. That is, as mining progresses, the shear strength of the slope rock mass will decrease. Therefore, similar to obtaining a rock mass sample, a rock mass sample can be obtained during the mining process; this is the rock mass control sample, used to monitor the shear strength of the slope rock mass in real time during the mining process.

[0095] According to an embodiment of the present invention, in step S6, determining the rock mass strength loss index based on the rock mass reference sample and the rock mass reference strength index includes: conducting a rock mass strength test on the rock mass reference sample to obtain the rock mass reference strength index. and The strength loss value of the first rock mass is determined according to formula (2). ,

[0096] (2)

[0097] in, for The solution value; the strength loss value of the second rock mass is determined according to formula (3). ,

[0098] (3)

[0099] in, for The solution value is obtained; the maximum value between the first rock mass strength loss value and the second rock mass strength loss value is determined as the rock mass strength loss index.

[0100] According to an embodiment of the present invention, similar to obtaining a rock mass reference strength index, a rock mass reference strength index can be obtained by conducting a rock mass strength test on a rock mass reference sample. and It can describe the shear strength of the rock mass control sample, that is, the shear strength of the rock mass during the mining process.

[0101] According to an embodiment of the present invention, in formula (2), express The solved values ​​and the strength index of the rock mass The gap, that is, Corresponding rock mass reference strength index, and rock mass comparison strength index The gap, therefore, This can represent the above gap, accounting for The corresponding proportion of the rock mass reference strength index, that is, Corresponding rock mass reference strength index, and rock mass comparison strength index The relative difference can be used as a basis The determined rock mass shear strength loss value is the first rock mass strength loss value. This describes the reduction in the shear strength of the slope rock mass relative to the benchmark shear strength, based on the cohesion of the rock mass. Similarly, the shear strength based on formula (3) can be obtained. The determined rock mass shear strength loss value is the second rock mass strength loss value. This describes the reduction in the shear strength of the slope rock mass relative to the baseline shear strength, determined based on the internal friction coefficient of the rock mass. Furthermore, the maximum value between the first and second rock mass strength loss values ​​can be defined as the rock mass strength loss index, which describes the maximum reduction in the slope rock mass shear strength relative to the baseline shear strength during mining; that is, the degree of reduction in the slope rock mass shear strength. The larger the rock mass strength loss index, the more severe the reduction in the slope rock mass shear strength, and the more prone it is to instability.

[0102] In this way, based on rock mass control samples and rock mass reference strength indices, the strength loss values ​​of the first and second rock masses can be determined, thereby establishing the rock mass strength loss index. This improves the accuracy of determining the rock mass strength loss index and provides fundamental data for determining slope instability indicators.

[0103] According to an embodiment of the present invention, in step S7, the multiple sensors include a sensor group composed of a stress sensor, a strain sensor, and a moisture sensor. Multiple sensor groups are arranged along the length of the tubular measuring device, and are used to detect measured data at various depths of the borehole. The slope instability index is determined based on the rock mass strength loss index and multiple measured data, including: injecting different amounts of water into multiple rock mass samples to achieve different test humidity levels; conducting rock mass strength tests on rock mass samples with different test humidity levels to determine the influence function of humidity on the rock mass strength index; and determining the slope instability index based on the influence function, multiple measured data, and the depth of the sensor group.

[0104] According to an embodiment of the present invention, the plurality of sensors include a sensor group consisting of stress sensors (resistive sensors, capacitive sensors, etc.), strain sensors (e.g., resistive strain sensors, fiber optic strain sensors, etc.), and moisture sensors (e.g., frequency domain reflectometers, neutron moisture meters, etc.). Multiple sensor groups are arranged along the length of the tubular measuring device (e.g., the distance between two adjacent sensor groups is 5 meters, 10 meters, etc.), which are used to detect the stress (magnitude and distribution of stress), deformation of the rock mass, and moisture content (i.e., volumetric water content of the rock mass) at various depths of the borehole, which are the measured data.

[0105] According to an embodiment of the present invention, multiple rock mass samples remaining from the rock mass strength test conducted with a determined rock mass reference strength index are used to determine the influence relationship function of the rock mass strength index. Different amounts of water are injected into these multiple rock mass samples to achieve different test humidity levels (i.e., different rock mass volumetric water content) to simulate rock mass samples under different rock mass humidity conditions.

[0106] According to an embodiment of the present invention, rock mass strength tests are conducted on rock mass samples with different test humidity levels to determine the influence function of humidity on rock mass strength indicators. This includes: determining the rock mass strength test indicators corresponding to the test humidity from multiple rock mass samples with the same test humidity; and obtaining the set of equations to be fitted for the influence function according to formula (4).

[0107] (4)

[0108] in, This is the first rock mass strength test index corresponding to the j-th type of test humidity. This is the second rock mass strength test index corresponding to the j-th type of humidity. For the j-th type of humidity test, , , , and The coefficients to be fitted in the system of equations to be fitted are given. The system of equations to be fitted is solved by using rock mass strength test indices corresponding to multiple humidity levels to obtain the solution values ​​of the coefficients to be fitted. Based on the solution values ​​of the coefficients to be fitted in the system of equations to be fitted, the influence relationship function is obtained.

[0109] According to an embodiment of the present invention, similar to determining the reference strength index of rock mass, the rock mass strength test index corresponding to the test humidity is determined by testing multiple rock mass samples with the same test humidity, which can describe the shear strength of the rock mass sample corresponding to the test humidity.

[0110] According to an embodiment of the present invention, in formula (4), The test humidity of the rock mass sample is the j-th test humidity. This was achieved under certain conditions. When the test humidity (i.e., rock mass humidity) increases, the material properties of the rock mass cause a decrease in the internal friction coefficient, meaning the second rock mass strength test index, relative to the second rock mass reference strength index, will decrease. It will decrease, and, under the condition of 0% humidity during testing (i.e., the rock mass is dry), the internal friction coefficient of the rock mass remains unchanged. That is, the second rock mass strength test index is equal to the second rock mass reference strength index. Therefore, it can be... As The coefficients are then used to obtain the equation to be fitted. And adjust during the fitting process The value is adjusted to... The rate of change. Similarly, as the test humidity (i.e., the humidity of the rock mass) increases, the material properties of the rock mass also lead to a decrease in the cohesion of the rock mass; therefore, it can be... As The coefficient of pore water pressure is determined by the following: When the test humidity increases from 0, water can wet the surface of particles in the rock mass, reducing the gaps between the particles and making the distribution of rock particles more compact. This increases the space for water in the pores, so the pore water pressure initially decreases with increasing test humidity. After increasing to a certain level, the rock particle distribution becomes compact and stops changing, reaching the minimum pore water pressure. The space for water in the pores also stops changing. If the test humidity continues to increase, the water content in the pores continues to increase, but the space for water in the pores remains unchanged, thus increasing the pore water pressure. In other words, the pore water pressure increases with increasing test humidity. Therefore, during the process of increasing test humidity, the pore water pressure first decreases and then increases. Since the vertical pressure remains constant (i.e., the total stress remains constant), and the pore water pressure first decreases and then increases during the process of increasing test humidity, the effective stress will first increase and then decrease. Therefore, a setting can be made regarding... The equation to be fitted This allows for the setting of information about... The system of equations to be fitted Furthermore, by using a fitting method, the coefficients to be fitted in the equation system can be determined by using multiple rock mass strength test indices corresponding to different humidity levels. , , , and Solving this equation yields the solution value. Since multiple sets of solution values ​​for the coefficients to be fitted can be determined based on the rock mass strength test indicators of multiple standard cylindrical rock mass samples processed from rock mass samples corresponding to multiple humidity levels, these solution values ​​can be substituted into the system of equations to be fitted for the influence relationship function. The solution value of the coefficients to be fitted that minimizes the sum of squared residuals of the influence relationship function is then found and used as the solution value for the coefficients to be fitted in the aforementioned system of equations. Substituting this solution value into the system of equations yields the influence relationship function, which describes the effect of rock mass humidity on rock mass strength. During the solution process... and The unit is m 2 / kg, The unit is Pa·(m 2 / kg) 2 , The unit is Pa·m 2 / kg, The unit is Pa.

[0111] According to an embodiment of the present invention, the slope instability index is determined based on an influence relationship function, multiple measured data, and the depth location of the sensor array. This includes: determining a first relationship function between the measured data of the stress sensors and the depth location, and a second relationship function between the measured data of the strain sensors and the depth location, based on measured data of stress sensors and strain sensors at multiple depth locations within multiple boreholes; substituting each depth location into the first relationship function to obtain a predicted stress value; determining the stress residual data at each depth within each borehole based on the predicted stress value and the measured data of the stress sensors at the corresponding depth; determining the maximum value of the stress residual data; substituting each depth location into the second relationship function to obtain a predicted strain value; determining the strain residual data at each depth within each borehole based on the predicted strain value and the measured data of the strain sensors at the corresponding depth; determining the maximum value of the strain residual data; and determining the slope instability index based on the maximum value of the stress residual data, the maximum value of the strain residual data, and the influence relationship function.

[0112] According to an embodiment of the present invention, since the deeper the rock mass, the greater the stress it experiences, the greater the depth, the greater the measured data from the stress sensor (the lateral stress on the rock mass). Furthermore, a fitting equation can be set regarding the depth and the measured data from the stress sensor, and this fitting equation is a linear function, for example, y = a + kx, where y is the measured data from the sensor, x is the depth, and a and k are fitting coefficients. Similar to determining the reference strength index of the rock mass, the fitting method can be used to solve the above-mentioned fitting equation using measured data from stress sensors at multiple depths within multiple boreholes. Substituting the solution into the fitting equation regarding the depth and the measured data from the stress sensor yields a first relationship function between the measured data from the stress sensor and the depth, which describes the relationship between the measured data from the stress sensor and the depth, i.e., the relationship between the lateral stress on the rock mass and the depth of the rock mass. Based on the same processing method, a second relationship function between strain sensor measured data and depth position can be determined according to the strain sensor measured data at multiple depth positions in multiple boreholes. This function can describe the relationship between strain sensor measured data and depth position, that is, the relationship between the deformation of the rock mass and the depth of the rock mass.

[0113] According to an embodiment of the present invention, by substituting each depth location into the first relational function, the predicted value of the lateral stress on the rock mass at each depth location can be obtained, which is the predicted stress value. This can be considered as the theoretical lateral stress on the rock mass at each depth location under the condition that the slope rock mass is stable. Further, the difference between the predicted stress value at each depth location and the measured data of the stress sensor at the same depth location is the stress residual data at each depth within each borehole. This residual data describes the difference between the actual lateral stress on the rock mass at each depth location and the theoretical lateral stress. The maximum value of the stress residual data can then be obtained, which describes the maximum difference between the actual lateral stress on the rock mass at each depth location and the theoretical lateral stress, i.e., the degree of the most abnormal lateral stress on the rock mass. The depth location corresponding to the maximum value of the stress residual data can be considered as the location where the lateral stress on the rock mass is most abnormal.

[0114] According to an embodiment of the present invention, similar to obtaining the maximum value of stress residual data, each depth position can be substituted into the second relational function to obtain the strain prediction value. Based on the strain prediction value and the actual measured data of the strain sensor at the corresponding depth, the strain residual data at each depth in each borehole can be determined, and then the maximum value of the strain residual data can be determined. This can describe the maximum difference between the actual deformation of the rock mass at each depth position and the theoretical deformation, that is, the degree of the most abnormal deformation of the rock mass.

[0115] According to an embodiment of the present invention, the slope instability index is determined based on the maximum value of the stress residual data, the maximum value of the strain residual data, and the influence relationship function, including: determining the slope instability index according to formula (5). ,

[0116] (5)

[0117] in, This is the first relational function. This represents the depth location corresponding to the maximum value of the stress residual data. The measured humidity data is located at the position corresponding to the maximum value of the stress residual data. This is the second relation function. This represents the depth location corresponding to the maximum value of the strain residual data. The measured humidity data is located at the position corresponding to the maximum value of the strain residual data. for The solution value, for The solution value, for The solution value, for The solution value, for The solution value, is the conversion coefficient between transverse and vertical stress, max is the maximum value function, and L is the rock mass strength loss index. This refers to the measured stress data at the location corresponding to the maximum value of the stress residual data. The measured stress data is the location corresponding to the maximum value of the strain residual data.

[0118] According to an embodiment of the present invention, in formula (5), since both the measured stress data and the predicted stress value are transverse stresses, and the transverse stress is caused by the deformation of the rock mass due to the longitudinal stress generated by the self-weight of the rock mass, the transverse stress and the longitudinal stress are linearly correlated. K0 is the correlation coefficient, which is also the conversion coefficient between the transverse stress and the vertical stress. Its value range is usually 0.25-0.43, and the specific value can be obtained through actual measurement. Therefore, The ratio of the predicted stress value at the depth location corresponding to the maximum value of the stress residual data to the conversion coefficient between lateral and vertical stress can be considered as the predicted vertical stress at the depth location corresponding to the maximum value of the stress residual data. Substituting the predicted vertical stress into the rock mass strength equation (i.e., substituting the solution value of the undetermined value of the rock mass reference strength index into the equation after fitting the rock mass strength equation), the predicted vertical stress can be obtained as follows: At that time, the corresponding reference strength of the rock mass (i.e., the maximum lateral shear force it can withstand) is: The aforementioned rock mass reference strength can represent the depth location corresponding to the maximum value of the stress residual data. At that time, the maximum transverse shear force that the rock mass can theoretically withstand can be considered as the reference strength of the rock mass at the location where the transverse stress on the rock mass is most abnormal.

[0119] According to an embodiment of the present invention, in formula (5), The ratio of the measured stress data corresponding to the maximum value of the stress residual data to the conversion factor between transverse and vertical stress can be considered as the actual vertical stress at the depth location corresponding to the maximum value of the stress residual data. The measured humidity data at the location corresponding to the maximum value of the stress residual data can then be used as the basis for further calculations. Substituting the relationship function between humidity and rock mass strength parameters, the measured humidity data can be obtained. At that time, the actual effective stress experienced by the rock mass This allows us to obtain the maximum transverse shear force that the rock mass can actually withstand. This can be considered as the actual strength of the rock mass at the location where the lateral stress is most abnormal. Furthermore, the ratio of the difference between the reference strength of the rock mass at the location where the lateral stress is most abnormal and the actual strength of the rock mass at the same location, and the reference strength of the rock mass at the location where the lateral stress is most abnormal, can be obtained. This can represent the relative difference between the reference strength of the rock mass at the location of the most abnormal lateral stress and the actual strength of the rock mass at the same location. It can describe the degree of strength reduction in rock mass determined based on stress under the influence of humidity; that is, the degree of strength reduction in rock mass, which can be used as a candidate value for slope instability indicators. Similarly, The benchmark strength of the rock mass can represent the location of the most abnormal rock mass deformation. This can represent the actual strength of the rock mass at the location of the most abnormal deformation. Furthermore, it can provide a value describing the degree of strength reduction of the rock mass determined based on deformation under the influence of humidity. It can also be used as a candidate value for slope instability indicators.

[0120] According to an embodiment of the present invention, in formula (5), The rock mass strength loss index can be used as a candidate value for slope instability indicators. Furthermore, the maximum value of the three candidate values ​​for slope instability indicators can be obtained. This can describe the maximum reduction in the strength of the slope rock mass during the mining process. Since the location with the most severe reduction in slope rock mass strength will be the first to become unstable, resulting in landslides and other phenomena, the maximum value of the candidate value for the slope instability index can be used as the slope instability index. The larger the slope instability index, the more severe the reduction in the strength of the slope rock mass, and the more likely it is to become unstable.

[0121] According to an embodiment of the present invention, the difference between the actual strength of the rock mass at the location where the lateral stress is most abnormal and the reference strength of the rock mass at the same location can be determined. This can be considered as the difference between the maximum lateral shear force actually borne by the rock mass at the location with the most abnormal lateral stress and the maximum lateral shear force that the same location can withstand. This difference can be used as a stability redundancy based on stress. When this stability redundancy is greater than 0, the maximum lateral shear force that the rock mass at the location with the most abnormal lateral stress can withstand is greater than the measured stress data at the same location (this lateral stress may produce lateral shearing action, therefore, it can be used to represent lateral shear force). That is, the actual strength of the rock mass at the location with the most abnormal lateral stress can withstand the current lateral shear force and remains in a stable state. Conversely, when the stability redundancy is less than or equal to 0, the maximum lateral shear force that the rock mass at the location with the most abnormal lateral stress can withstand is less than or equal to the measured stress data at the same location. That is, the actual strength of the rock mass at the actual location with the most abnormal lateral stress is difficult to withstand the current lateral shear force, which may lead to rock mass instability. Similar to obtaining the stability redundancy based on stress, a stability redundancy based on strain can also be obtained. When the aforementioned stability redundancy is greater than 0, the maximum lateral shear force that the location with the most abnormal rock mass deformation can withstand is greater than the measured stress data at the same location. This means the actual strength of the rock mass at the location with the most abnormal deformation can withstand the current lateral shear force and remains stable. Conversely, when the aforementioned stability redundancy is less than or equal to 0, the maximum lateral shear force that the location with the most abnormal rock mass deformation can withstand is less than or equal to the measured stress data at the same location. This means the actual strength of the rock mass at the actual location with the most abnormal deformation is insufficient to withstand the current lateral shear force, potentially leading to rock mass instability. The minimum of the two redundancy values ​​can be used as the actual stability redundancy. This actual stability redundancy can be used to assist in monitoring the rock mass activation process and providing instability warnings. For example, if the slope instability index is higher than a preset threshold (e.g., 0.5) and the actual stability redundancy is less than or equal to 0, an early warning is triggered, prompting workers to reinforce the slope.

[0122] In this way, slope instability indicators can be determined based on rock mass strength loss indices and various measured data. When determining the influence function of humidity on rock mass strength indices, the changing trends of internal friction coefficient, cohesion, pore water pressure, and effective stress of the rock mass with varying humidity are considered, thus improving the accuracy, objectivity, and comprehensiveness of the humidity-related influence function. When determining the slope instability indicators, based on the influence function, various measured data, and the depth location of the sensor array, a first and second relationship function are determined, leading to the slope instability indicator. This considers the reduction in effective stress due to humidity and the fact that the location with the most severe rock mass strength reduction will be the first to instability. The maximum value of the candidate slope instability indicator is used as the slope instability indicator. Combining experimental and measured data improves the accuracy, objectivity, and comprehensiveness of the slope instability indicator determination. Furthermore, a stability redundancy is determined based on stress and strain to assist in monitoring the rock mass activation process and providing early warning of instability.

[0123] According to an embodiment of the present invention, in step S8, a slope stability monitoring report is obtained based on the slope instability index. The slope stability report may include data such as slope instability indexes and stability redundancy at various depths within multiple boreholes, so as to remind workers to take measures to avoid landslides and other phenomena that could cause significant losses in the event of slope instability, and to assist workers in monitoring the rock mass activation process and providing early warning of instability through the stability redundancy.

[0124] In this way, slope stability monitoring reports can be obtained based on slope instability indicators. By combining sample tests and field measurement data, and incorporating multiple parameters such as humidity and stress, stability monitoring and instability early warning of the slope rock mass activation process can be conducted, improving the accuracy of instability early warning and enhancing the safety of open-pit mining production.

[0125] According to embodiments of the present invention, a method and system for monitoring and instability early warning of rock mass activation process on open-pit mine slopes can be implemented by vertically drilling on each step of the open-pit mine slope to obtain rock mass samples and conduct rock mass strength tests to obtain reference strength indices. Sensing and measuring devices are inserted into each borehole, and during the mining process, various measured data collected by multiple sensors and rock mass control samples are acquired to determine rock mass strength loss indices, thereby determining slope instability indices and obtaining a slope stability monitoring report. By combining sample tests and field measured data, and incorporating multiple parameters such as humidity and stress, stability monitoring and instability early warning of the slope rock mass activation process can be performed, improving the accuracy of instability early warning and enhancing the safety of open-pit mine production. Vertical drilling can be conducted on each step of the open-pit mine slope, and rock mass samples obtained from the boreholes can be collected. Rock mass strength tests can then be performed on the rock mass samples to obtain reference strength indices, providing basic data for determining slope instability indices. When determining the rock mass strength loss index, the first and second rock mass strength loss values ​​can be determined based on rock mass control samples and reference strength indices, thereby determining the rock mass strength loss index. This improves the accuracy of the rock mass strength loss index determination and provides basic data for determining slope instability indices. When determining slope instability indices, the rock mass strength loss index, along with various measured data, can be used to determine the slope instability indices. In determining the influence function of humidity on rock mass strength indices, the changing trends of the rock mass's internal friction coefficient, cohesion, pore water pressure, and effective stress with varying humidity are considered, thus determining the influence function of humidity on rock mass strength indices. This improves the accuracy, objectivity, and comprehensiveness of determining the influence function of humidity on rock mass strength indices. When determining slope instability indices, a first and second relationship function were established based on the influence relationship function, various measured data, and the depth location of the sensor array. This led to the determination of the slope instability index. Considering that humidity reduces effective stress and that the location with the most severe reduction in slope rock strength would be the first to instability, the maximum value of the candidate slope instability index was used as the indices. Combining experimental and measured data improved the accuracy, objectivity, and comprehensiveness of the instability index determination. Furthermore, a stability redundancy was determined based on stress and strain to assist in monitoring the rock mass activation process and providing instability early warning. Further, a slope stability monitoring report can be obtained based on the slope instability index. By combining sample tests and field measured data, along with multiple parameters such as humidity and stress, stability monitoring and instability early warning of the slope rock mass activation process can be conducted, improving the accuracy of instability early warning and enhancing the safety of open-pit mine production.

[0126] Figure 3 An exemplary schematic diagram illustrates the application of the open-pit mine slope rock mass activation process monitoring and instability early warning method according to an embodiment of the present invention.

[0127] According to an embodiment of the present invention, rock samples can be collected by vertical drilling on the step and rock strength tests can be performed to obtain a reference strength index for the rock mass. A sensing and measuring device is installed to collect measured data and rock mass control samples during the mining process. Based on the reference strength index and the rock mass control samples, a rock mass strength loss index is determined. Then, based on the measured data, a slope instability index is determined, and the actual stability redundancy can be further calculated. It can be determined whether the slope instability index is higher than a preset threshold. If so, it is determined whether the actual stability redundancy is less than or equal to 0. If so, an early warning is triggered. Otherwise, if the slope instability index is not higher than the preset threshold, or the actual stability redundancy is greater than 0, no early warning is triggered, and the processing of this monitoring cycle can be terminated.

[0128] Figure 4 An exemplary block diagram of a monitoring and instability early warning system for the activation process of rock mass on an open-pit mine slope according to an embodiment of the present invention is shown, the system comprising:

[0129] The rock mass sample module involves vertically drilling holes on various steps of the open-pit mine slope and collecting rock mass samples obtained from the drilling.

[0130] The rock mass reference strength index module performs rock mass strength tests on rock mass samples to obtain rock mass reference strength indices.

[0131] The module is set up to insert a sensing and measuring device into each borehole. The sensing and measuring device is a tubular measuring device and contains a variety of sensors.

[0132] The measured data module acquires various measured data collected by multiple sensors at the end of each monitoring cycle during the mining process;

[0133] Rock mass reference sample module: Obtain rock mass reference samples;

[0134] The rock mass strength loss index module determines the rock mass strength loss index based on the rock mass comparison sample and the rock mass reference strength index.

[0135] The slope instability index module determines the slope instability index based on the rock mass strength loss index and various measured data.

[0136] The stability monitoring report module generates a slope stability monitoring report based on slope instability indicators.

[0137] This invention can be a method, apparatus, system, and / or computer program product. The computer program product may include a computer-readable storage medium having computer-readable program instructions loaded thereon for performing various aspects of the invention.

[0138] Those skilled in the art should understand that the embodiments of the present invention described above and shown in the accompanying drawings are merely examples and do not limit the present invention. The objectives of the present invention have been fully and effectively achieved. The functions and structural principles of the present invention have been demonstrated and explained in the embodiments, and any variations or modifications may be made to the implementation of the present invention without departing from the stated principles.

[0139] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some or all of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of the present invention.

Claims

1. A method for monitoring the activation process and providing early warning of instability of rock mass on open-pit mine slopes, characterized in that, include: Step S1: Drill vertical holes on each step of the open-pit mine slope and collect rock samples obtained from the holes. Step S2: Conduct rock mass strength tests on the rock mass samples to obtain rock mass reference strength indices; Step S3: Insert a sensing and measuring device into each borehole. The sensing and measuring device is a tubular measuring device and contains a variety of sensors. Step S4: At the end of each monitoring cycle during the mining process, acquire various measured data collected by multiple sensors; Step S5: Obtain rock mass control samples; Step S6: Determine the rock mass strength loss index based on the rock mass reference sample and the rock mass reference strength index; Step S7: Determine the slope instability index based on the rock mass strength loss index and various measured data. Step S8: Obtain a slope stability monitoring report based on the slope instability indicators; The multiple sensors include a sensor group consisting of a stress sensor, a strain sensor and a moisture sensor. Multiple sensor groups are arranged along the length of the tubular measuring device, and are used to detect the measured data at various depths of the borehole. Based on the rock mass strength loss index and various measured data, slope instability indicators are determined, including: Different amounts of water were injected into multiple rock samples to achieve different test humidity levels. Rock mass strength tests were conducted on rock mass samples with different test humidity levels to determine the influence function of humidity on rock mass strength indicators; The slope instability index is determined based on the influence relationship function, various measured data, and the depth location of the sensor group. Rock mass strength tests were conducted on rock mass samples with different test humidity levels to determine the influence function of humidity on rock mass strength indicators, including: By testing multiple rock samples with the same humidity, the rock mass strength test index corresponding to the test humidity was determined. According to the formula The system of equations to be fitted is obtained, where, This is the first rock mass strength test index corresponding to the j-th type of test humidity. This is the second rock mass strength test index corresponding to the j-th type of test humidity. For the j-th type of humidity test, , , , and The coefficients of the system of equations to be fitted are denoted as . By using multiple test indicators of rock mass strength corresponding to different humidity levels, the system of equations to be fitted is solved to obtain the solution values ​​of the coefficients to be fitted in the system of equations to be fitted. The influence relationship function is obtained by solving the coefficients of the system of equations to be fitted. Based on the influence relationship function, various measured data, and the depth location of the sensor array, slope instability indicators are determined, including: Based on the measured data of stress sensors and strain sensors at multiple depth locations within multiple boreholes, a first relationship function between the measured data of stress sensors and the depth location, and a second relationship function between the measured data of strain sensors and the depth location are determined respectively. Substitute each depth location into the first relational function to obtain the predicted stress value; Based on the predicted stress values ​​and the actual measured data of the stress sensors at the corresponding depths, the stress residual data at each depth in each borehole are determined. Determine the maximum value of the stress residual data; Substitute each depth location into the second relational function to obtain the strain prediction value; Based on the predicted strain values ​​and the actual measured data of strain sensors at the corresponding depths, the strain residual data at each depth in each borehole are determined. Determine the maximum value of the strain residual data; The slope instability index is determined based on the maximum values ​​of stress residual data, strain residual data, and the influence relationship function.

2. The method for monitoring and instability early warning of open-pit mine slope rock mass activation process according to claim 1, characterized in that, Rock mass strength tests were conducted on rock mass samples to obtain reference strength indices for the rock mass, including: Different vertical pressures were applied to each rock mass sample; Gradually increasing transverse shear force was applied to each rock mass sample, and the target value of the transverse shear force was recorded when the rock mass sample was destroyed. Based on the target values ​​of vertical pressure and transverse shear force of multiple rock mass samples, the reference strength index of the rock mass is determined.

3. The method for monitoring and instability early warning of open-pit mine slope rock mass activation process according to claim 2, characterized in that, Based on the target values ​​of vertical pressure and transverse shear force from multiple rock mass samples, reference strength indices for the rock mass are determined, including: According to the formula The equation to be fitted for rock mass strength is determined, where, Let be the target value of the transverse shear force for the i-th rock mass sample. Let be the vertical pressure of the i-th rock mass sample. and The value to be determined is the reference strength index for the rock mass; Based on the target values ​​of vertical pressure and transverse shear force of multiple rock mass samples, the rock mass strength fitting equation is solved to obtain the rock mass reference strength index.

4. The method for monitoring and instability early warning of open-pit mine slope rock mass activation process according to claim 3, characterized in that, Based on the rock mass reference samples and rock mass reference strength indices, the rock mass strength loss indices are determined, including: Rock mass strength tests were conducted on the rock mass control samples to obtain the rock mass control strength index. and ; According to the formula Determine the strength loss value of the first rock mass ,in, for The solution value; According to the formula Determine the strength loss value of the second rock mass ,in, for The solution value; The maximum value between the first rock mass strength loss value and the second rock mass strength loss value is determined as the rock mass strength loss index.

5. The method for monitoring and instability early warning of open-pit mine slope rock mass activation process according to claim 1, characterized in that, Based on the maximum values ​​of stress residual data, strain residual data, and influence relationship functions, the slope instability indices are determined, including: According to the formula Determine slope instability indicators ,in, This is the first relational function. This represents the depth location corresponding to the maximum value of the stress residual data. The measured humidity data is located at the position corresponding to the maximum value of the stress residual data. This is the second relation function. This represents the depth location corresponding to the maximum value of the strain residual data. The measured humidity data is located at the position corresponding to the maximum value of the strain residual data. for The solution value, for The solution value, for The solution value, for The solution value, for The solution value, is the conversion coefficient between transverse and vertical stress, max is the maximum value function, and L is the rock mass strength loss index. This refers to the measured stress data at the location corresponding to the maximum value of the stress residual data. The measured stress data is the location corresponding to the maximum value of the strain residual data.

6. A monitoring and instability early warning system for the activation process of rock mass on open-pit mine slopes, used to execute the method as described in any one of claims 1-5, characterized in that, include: The rock mass sample module involves vertically drilling holes on various steps of the open-pit mine slope and collecting rock mass samples obtained from the drilling. The rock mass reference strength index module performs rock mass strength tests on rock mass samples to obtain rock mass reference strength indices. The module is set up to insert a sensing and measuring device into each borehole. The sensing and measuring device is a tubular measuring device and contains a variety of sensors. The measured data module acquires various measured data collected by multiple sensors at the end of each monitoring cycle during the mining process; Rock mass reference sample module: Obtain rock mass reference samples; The rock mass strength loss index module determines the rock mass strength loss index based on the rock mass comparison sample and the rock mass reference strength index. The slope instability index module determines the slope instability index based on the rock mass strength loss index and various measured data. The stability monitoring report module generates a slope stability monitoring report based on slope instability indicators.

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