A rock mass stability assessment method and system based on ground stress measurement

Abstract

The present invention relates to the technical field of stress measurement, and specifically discloses a rock mass stability assessment method and system based on in-situ stress measurement. The method first collects initial characteristic data of the rock mass and assesses its initial tensile strength. Secondly, hydraulic fracturing is used to inject liquid and apply pressure to extract real-time tensile strength. The initial and real-time tensile strengths are compared to determine whether the pressure measurement process needs to be corrected. Simultaneously, changes in pressure on the rock mass are monitored in real time. Simultaneously, during a second measurement period, when rock mass pressure suddenly drops, receiver gain compensation is activated, the monitoring status is corrected, and data is extracted. Finally, a pressure-time variation diagram is constructed based on the monitoring data, and in-situ stress values ​​are derived and uploaded to a display port for rock mass stability assessment.

Description

Technical Field

[0001] The present invention relates to the technical field of stress measurement, and in particular to a rock mass stability assessment method and system based on ground stress measurement. Background Art

[0002] Rock mass is a complex geological medium whose mechanical properties are influenced by numerous factors, including rock type, distribution of structural planes, groundwater effects, and geostress. Traditional rock mass stability assessment methods are primarily based on rock mechanics tests and empirical formulas. While these methods can analyze rock mass stability to a certain extent, they often overlook the crucial factor of geostress. Geostress is the combined result of various stresses experienced by a rock mass during its formation and evolution, and it plays a crucial role in controlling its deformation and failure mechanisms.

[0003] For example, the invention patent with announcement number CN106768496B announces a rock stability evaluation method based on the stress state of the mining site, which belongs to the field of rock stability evaluation technology. The method includes the steps of original rock stress field measurement, mining stress field monitoring, comprehensive stress field calculation, rock mechanical property testing and rock relative stress state characterization. By comparing with the ultimate stress strength obtained in the laboratory, the relative stress state of the rock is calculated to judge the stability of the rock.

[0004] For example, patent publication number CN115014588B discloses a rock stress detection system, method, electronic device, and storage medium. The rock stress detection system includes a stress sensor and an energy storage device, wherein the stress sensor is connected to the energy storage device. The stress sensor generates an alternating current and an induced magnetic field in response to rock stress detection, and supplies the alternating current to the energy storage device. The energy storage device stores electrical energy and converts the alternating current into a direct current, which is then supplied to the stress sensor. The stress sensor also generates a Hall voltage in response to the direct current and the induced magnetic field. The Hall voltage is used to obtain the rock stress value.

[0005] Combining the above technical solutions, it is found that most of the existing rock stability assessment solutions rely on specific stress detection equipment and a single stress field superposition. Since rock stability is affected by many factors and the rock area conditions are complex and changeable, the adaptability and flexibility of the rock stability assessment process will be reduced, resulting in poor accuracy of rock monitoring data, which ultimately affects the rock stability assessment. Summary of the Invention

[0006] In view of the deficiencies in the prior art, the present invention provides a rock mass stability assessment method and system based on ground stress measurement, which can effectively solve the problems involved in the above-mentioned background technology.

[0007] To achieve the above objectives, the present invention is implemented through the following technical solutions: In a first aspect, the present invention provides a rock stability assessment method based on ground stress measurement, including: collecting initial characteristic data of a rock area and determining an initial tensile strength assessment value of the rock area; injecting liquid and pressurizing the rock area in a first measurement period based on a hydraulic fracturing method, and extracting a real-time tensile strength assessment value of the rock area in the first measurement period; judging whether to correct the pressure measurement process based on the initial tensile strength assessment value of the rock area and the real-time tensile strength assessment value of the rock area, and monitoring the pressure changes of the rock area in real time through a pressure sensing device; extracting the pressure monitoring data of the rock area in a second measurement period, starting a receiving gain compensation operation at the time point when the pressure of the rock area drops suddenly, correcting the monitoring state of the pressure sensing device, and extracting the monitoring data of the pressure sensing device; constructing a change relationship diagram between pressure and time based on the monitoring data of the pressure sensing device, and finally obtaining the ground stress value of the rock mass, and uploading it to a preset display port for rock stability assessment.

[0008] As a further method, the initial tensile strength evaluation value of the rock mass area is determined. The specific determination process is: the initial characteristic data of the rock mass area, including the rock elastic modulus of the rock mass area, the Poisson's ratio of the rock in the rock mass area, the rock hardness of the rock mass area and the rock density of the rock mass area; the rock elastic modulus of the rock mass area, the Poisson's ratio of the rock in the rock mass area, the rock hardness of the rock mass area and the rock density of the rock mass area are normalized respectively to obtain the normalized results, and weighted aggregation processing is performed in sequence to obtain the initial tensile strength evaluation value of the rock mass area.

[0009] As a further method, liquid is injected into the rock area and pressurized. The specific implementation process is: according to the initial tensile strength evaluation value of the rock area, the initial pumping pressure and the initial pumping rate are matched, and based on the hydraulic fracturing method, in the first measurement period, the rock is injected with liquid and pressurized by the initial pumping pressure and the initial pumping rate; the initial pumping pressure and the initial pumping rate are matched, specifically, the initial tensile strength evaluation value of the rock area is matched with the initial pumping pressure corresponding to each predefined initial tensile strength evaluation value interval, the specific interval of the initial tensile strength evaluation value of the rock area is determined, and the initial pumping pressure corresponding to the interval is obtained; the initial tensile strength evaluation value of the rock area is matched with the initial pumping rate corresponding to each predefined initial tensile strength evaluation value interval, the specific interval of the initial tensile strength evaluation value of the rock area is determined, and the initial pumping rate corresponding to the interval is obtained.

[0010] As a further method, the pressure measurement process is corrected, and the specific execution process is: if the tensile strength deviation of the rock area belongs to the first interval of tensile deviation, the tensile strength verification result is determined to be the first tensile strength verification result, and the tensile strength deviation of the rock area is processed with the first interval of tensile deviation to obtain the first tensile strength deviation ratio of the rock area, and the pump adjustment pressure is matched to obtain the pump adaptation pressure by adding it to the initial pumping pressure. At the same time, the real-time permeability of the rock area is extracted, and the ratio is processed with the predefined reference permeability to obtain the permeability deviation degree value of the rock area, and the pumping rate adjustment coefficient is matched to obtain the pumping adaptation rate by multiplying it with the initial pumping rate. In the second measurement period, the rock is injected with liquid and pressurized at the pumping adaptation pressure and the pumping adaptation rate, and the pressure sensing equipment is used to realize the pumping adaptation pressure. The pressure changes in the rock mass area are monitored at the same time; if the tensile strength deviation of the rock mass area belongs to the third interval of tensile deviation, the tensile strength verification result is determined to be the third tensile strength verification result, and the tensile strength deviation of the rock mass area is processed with the third interval of tensile deviation according to the tensile strength deviation of the rock mass area to obtain the second tensile strength deviation ratio of the rock mass area, and the pumping adjustment pressure is matched, and subtracted from the initial pumping pressure to obtain the pumping adaptation pressure. At the same time, the real-time permeability of the rock mass area is extracted, and the ratio is processed with the predefined reference permeability to obtain the permeability deviation degree value of the rock mass area, and the pumping rate adjustment coefficient is matched, and multiplied with the initial pumping rate to obtain the pumping adaptation rate. In the second measurement period, the rock mass is injected with liquid and pressurized at the pumping adaptation pressure and the pumping adaptation rate, and the pressure changes in the rock mass area are monitored in real time through the pressure sensing equipment.

[0011] As a further method, the monitoring state of the pressure sensing device is corrected. The specific correction process is as follows: within the second measurement period, the rock area pressure monitoring data of the pressure sensing device is extracted, and at the time point when the pressure in the rock area suddenly drops, the receiving gain compensation operation is started. The specific operation process is as follows: the real-time receiving gain value of the pressure sensing device is extracted, and the value is added to the preset gain compensation value to obtain the receiving gain correction value of the pressure sensing device. The operation data of the pressure sensing device is collected in real time, the operation quality index of the pressure sensing device is evaluated, and the value is compared with the predefined operation quality adaptation index. If the operation quality index of the pressure sensing device is greater than or equal to the operation quality adaptation index, the pressure change monitoring of the rock area is maintained. If the operation quality index of the pressure sensing device is less than the operation quality adaptation index, the operation quality index of the pressure sensing device is differenced with the operation quality adaptation index to obtain the operation quality deviation of the pressure sensing device, and the gain compensation coefficient is matched and multiplied by the receiving gain correction value of the pressure sensing device to obtain the receiving gain adaptation value of the pressure sensing device. The receiving gain of the pressure sensing device is configured to complete the effective signal correction of the pressure sensing device.

[0012] As a further method, the ground stress value of the rock mass is finally obtained. The specific analysis process is: based on the monitoring data of the pressure sensing equipment, a pressure-time variation relationship diagram is constructed, and the fracture pressure and closing pressure of the rock mass area are extracted from the pressure-time variation relationship diagram; according to the stress-strain relationship formula, the fracture pressure and closing pressure of the rock mass area are introduced into the formula based on elastic mechanics and fracture mechanics to deduce the ground stress value of the rock mass.

[0013] A second aspect of the present invention provides a rock mass stability assessment system based on in-situ stress measurement, comprising: an initial tensile strength assessment module for collecting initial characteristic data of a rock mass region and determining an initial tensile strength assessment value of the rock mass region; a real-time tensile strength advance module for injecting liquid and pressurizing the rock mass region during a first measurement period based on a hydraulic fracturing method, and extracting a real-time tensile strength assessment value of the rock mass region during the first measurement period; a pressure measurement process correction module for determining whether to correct the pressure measurement process based on the initial tensile strength assessment value and the real-time tensile strength assessment value of the rock mass region, and monitoring the pressure changes in the rock mass region in real time through a pressure sensing device; an equipment monitoring state correction module for extracting pressure monitoring data of the rock mass region during a second measurement period, initiating a receiving gain compensation operation at a time point when the pressure in the rock mass region suddenly drops, correcting the monitoring state of the pressure sensing device, and extracting monitoring data of the pressure sensing device; and a in-situ stress analysis and upload module for constructing a pressure-time relationship diagram based on the monitoring data of the pressure sensing device, ultimately obtaining the in-situ stress value of the rock mass, and uploading it to a preset display port for rock mass stability assessment.

[0014] Compared with the prior art, the embodiments of the present invention have at least the following advantages or beneficial effects:

[0015] (1) The present invention provides a rock mass stability assessment method and system based on ground stress measurement. First, the initial characteristic data of the rock mass is collected to assess the initial tensile strength. Second, the hydraulic fracturing method is used to inject liquid and pressurize the rock mass to extract the real-time tensile strength. The initial and real-time tensile strengths are compared to determine whether the pressure measurement process needs to be corrected. At the same time, the pressure changes on the rock mass are monitored in real time. Simultaneously, in the second measurement period, when the rock mass pressure drops suddenly, the receiving gain compensation is started, the monitoring state is corrected and data is extracted. Finally, a pressure-time change relationship diagram is constructed based on the monitoring data, and the ground stress value is obtained and uploaded to the display port for evaluating the rock mass stability.

[0016] (2) By collecting initial characteristic data of the rock mass area and determining the initial tensile strength assessment value, the present invention can make the in-situ stress measurement more targeted, optimize the in-situ stress measurement process, and improve the efficiency of in-situ stress measurement. At the same time, matching the initial measurement parameters according to the initial tensile strength assessment value can protect the rock mass structure, prevent fractures caused by insufficient initial tensile strength, and maintain rock mass stability. In addition, it can provide basic data for subsequent stability assessment, improve assessment accuracy, and enhance the safety and reliability of the measurement process.

[0017] (3) The present invention helps improve the reliability of the monitoring data of the pressure sensing equipment and reduces the sources of error in measurement time by collecting the operating data of the pressure sensing equipment in real time and evaluating the operating quality indicators. At the same time, evaluating the operating quality of the pressure sensing equipment helps protect the equipment, prevent damage to the equipment due to abnormal signal strength, and extend its service life. By ensuring data quality, rock mass stability can be more accurately assessed, and the credibility of the assessment results can be improved. In addition, real-time assessment can enhance the adaptability of the method, flexibly respond to different geological conditions and environmental changes, and improve measurement flexibility and reliability. BRIEF DESCRIPTION OF THE DRAWINGS

[0018] The present invention is further described with reference to the accompanying drawings. However, the embodiments in the accompanying drawings do not constitute any limitation to the present invention. A person skilled in the art can obtain other drawings based on the following drawings without creative effort.

[0019] Figure 1 Schematic diagram of the method steps of the present invention;

[0020] Figure 2 This is a schematic diagram of system module connections of the present invention;

[0021] Figure 3 is the pressure-time variation curve;

[0022] Figure 4 Modified flow chart for pressure measurement determination;

[0023] Figure 5 Modify the flow chart for monitoring status determination. DETAILED DESCRIPTION

[0024] The technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the drawings in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, rather than all the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative work are within the scope of protection of the present invention.

[0025] Reference Figure 1As shown, the first aspect of the present invention provides a rock mass stability assessment method based on ground stress measurement, comprising: collecting initial characteristic data of a rock mass area, and determining an initial tensile strength assessment value of the rock mass area.

[0026] Specifically, the initial tensile strength evaluation value of the rock mass area is determined by the following process:

[0027] The initial characteristic data of the rock mass area include the rock elastic modulus, the rock Poisson's ratio, the rock hardness and the rock density of the rock mass area. The rock elastic modulus and the rock Poisson's ratio can be obtained through on-site in-situ testing (such as sonic testing), the rock hardness can be measured by a hardness tester, and the rock density can be measured by a densitometer.

[0028] The rock mass elastic modulus, the rock Poisson's ratio, the rock hardness and the rock density of the rock mass area are normalized respectively to obtain the normalized results, and then weighted aggregation is performed in sequence to obtain the initial tensile strength evaluation value of the rock mass area. The specific analysis process is as follows:

[0029] ,

[0030] Where, is the initial tensile strength evaluation value of the rock mass area, E is the initial tensile strength evaluation value of the rock mass area, is the normalized value of the Poisson's ratio of the rock in the rock mass area, R is the normalized value of the rock hardness in the rock mass area, WH is the normalized value of the rock density in the rock mass area, is the weight element corresponding to the rock mass elastic modulus predefined in the rock mass state management library, is the weight element corresponding to the rock Poisson's ratio predefined in the rock state management library, is the weight element corresponding to the rock hardness predefined in the rock state management library, It is the weight element corresponding to the rock density predefined in the rock state management library.

[0031] It needs to be explained that the above-mentioned rock elastic modulus refers to the indicator of the ratio of stress to strain of the rock during the elastic deformation stage; the Poisson's ratio of rock refers to the indicator of the ratio of lateral strain to longitudinal strain of the rock during the elastic deformation stage.

[0032] Among them, the weight element corresponding to the rock elastic modulus, the weight element corresponding to the rock Poisson's ratio, the weight element corresponding to the rock hardness and the weight element corresponding to the rock density are all extracted from the rock state management library, and the mapping relationship can be a one-to-one correspondence or a many-to-one relationship. For example, the rock elastic modulus, rock Poisson's ratio, rock hardness and rock density respectively form a mapping set with the weight element corresponding to the rock elastic modulus, the weight element corresponding to the rock Poisson's ratio, the weight element corresponding to the rock hardness and the weight element corresponding to the rock density preset in the rock state management library. The real-time rock elastic modulus, rock Poisson's ratio, rock hardness and rock density are brought into the mapping set to obtain the weight element corresponding to the rock elastic modulus, the weight element corresponding to the rock Poisson's ratio, the weight element corresponding to the rock hardness and the weight element corresponding to the rock density.

[0033] In this example, a multivariate analysis of the rock mass's elastic modulus, Poisson's ratio, rock mass hardness, and rock mass density was performed, specifically considering the correlation between these parameters. Generally, rock masses with higher elastic moduli have lower Poisson's ratios. This is because rock masses with higher elastic moduli have a denser internal structure, stronger intermolecular forces, and are less likely to undergo lateral deformation when subjected to stress. Consequently, a lower Poisson's ratio results in a higher initial tensile strength for the rock mass region. Similarly, rock masses with higher densities also have lower Poisson's ratios. This is because denser rock masses have a denser internal structure, stronger intermolecular forces, and are less likely to undergo lateral deformation when subjected to stress, resulting in a higher initial tensile strength for the rock mass region. Elastic modulus and hardness are generally positively correlated. Rock masses with higher elastic moduli typically have higher hardness, as both reflect the rock mass's rigidity and resistance to deformation. Rock masses with higher densities typically have a denser internal structure and stronger intermolecular forces, resulting in higher hardness and a greater initial tensile strength.

[0034] Based on the hydraulic fracturing method, liquid is injected into the rock mass area and pressurized during the first measurement period, and at the same time, a real-time tensile strength evaluation value of the rock mass area is extracted during the first measurement period.

[0035] The specific implementation process of the aforementioned hydraulic fracturing method is as follows: First, a hole is drilled in the rock mass where the in-situ stress is to be measured. A packer is lowered into the hole. The packer divides the hole into two independent zones, upper and lower, preventing free flow of water during the water injection process. This ensures that the pressurized water is concentrated in a specific area to generate stress. Liquid, typically clean water or a liquid containing a tracer, is slowly injected from one end of the hole (usually the orifice). Simultaneously, the pressure of the injected liquid is gradually increased. As the pressure increases, the liquid exerts pressure on the rock mass surrounding the hole. During the pressurization process, the pressure of the injected liquid is continuously monitored. A pressure sensor is installed at the borehole to obtain real-time pressure data. When the pressure of the injected liquid reaches a certain level, microcracks will form in the rock mass. At this time, the pressure will fluctuate or drop suddenly. Pressure data from the start of pressurization to rock failure and subsequent processes are recorded. This data will be used for subsequent in-situ stress calculations.

[0036] Furthermore, liquid is injected into the rock mass area and pressurized. The specific implementation process is as follows:

[0037] According to the initial tensile strength assessment value of the rock mass area, the initial pumping pressure and the initial pumping rate are matched. Based on the hydraulic fracturing method, liquid is injected into the rock mass and pressurized by the initial pumping pressure and the initial pumping rate during the first measurement period.

[0038] The initial injection pressure refers to the pressure applied when liquid is initially injected into the rock mass during hydraulic fracturing to measure in-situ stress. This pressure overcomes the initial stress state in the rock mass, allowing the liquid to enter the pores or cracks smoothly, creating conditions for subsequent pressure increase and crack expansion. The initial injection rate refers to the rate of liquid injection during hydraulic fracturing to measure in-situ stress. This controls the initial flow rate of liquid into the rock mass, ensuring smooth pressure application and avoiding excessively high injection rates that could cause sudden pressure increases and rock fractures, or excessively slow injection rates that could lengthen the measurement process and potentially cause liquid leakage.

[0039] The initial pumping pressure and the initial pumping rate are obtained by matching. Specifically, the initial tensile strength assessment value of the rock mass area is matched with the initial pumping pressure corresponding to each predefined initial tensile strength assessment value interval, the specific interval of the initial tensile strength assessment value of the rock mass area is determined, and the initial pumping pressure corresponding to the interval is obtained; the initial tensile strength assessment value of the rock mass area is matched with the initial pumping rate corresponding to each predefined initial tensile strength assessment value interval, the specific interval of the initial tensile strength assessment value of the rock mass area is determined, and the initial pumping rate corresponding to the interval is obtained.

[0040] In this embodiment, by rationally matching pumping parameters to the initial tensile strength of the rock mass, the initial pressure and rate can be precisely controlled, avoiding poor measurement results due to excessive or insufficient initial pressure and rate, thereby improving measurement efficiency and accuracy. This ensures that the measurement process is within the rock mass's tolerance range, allowing the measured data to more accurately reflect the ground stress conditions, reducing deviations caused by inappropriate initial pumping parameters and improving assessment accuracy. Furthermore, by fully considering the initial tensile strength of the rock mass, the initial pumping pressure and rate can be finely controlled to meet measurement requirements under varying rock mass conditions and enhance adaptability and flexibility.

[0041] According to the initial tensile strength evaluation value of the rock mass area and the real-time tensile strength evaluation value of the rock mass area, it is determined whether the pressure measurement process should be corrected, and the pressure change of the rock mass area is monitored in real time through the pressure sensing equipment.

[0042] Specifically, it is determined whether to correct the pressure measurement process. The specific determination process is as follows:

[0043] The initial tensile strength assessment value of the rock mass area is subtracted from the real-time tensile strength assessment value of the rock mass area to obtain the tensile strength deviation of the rock mass area. The tensile strength deviation is then verified with the predefined tensile strength deviation intervals to obtain the tensile strength verification result. Based on the tensile strength verification result, it is determined whether the pressure measurement process should be corrected.

[0044] Each tensile strength deviation interval includes a first tensile deviation interval, a second tensile deviation interval, and a third tensile deviation interval.

[0045] The tensile strength verification results include a first tensile strength verification result, a second tensile strength verification result, and a third tensile strength verification result.

[0046] If the tensile strength verification result is the second tensile strength verification result, it is determined that the pressure measurement process correction is not performed; otherwise, the pressure measurement process correction is performed.

[0047] If the tensile strength deviation of the rock mass area belongs to the second range of tensile deviation, the tensile strength verification result is determined to be the second tensile strength verification result. In the second measurement period, the initial pumping pressure and the initial pumping rate are maintained, liquid is injected into the rock mass and pressurized, and the pressure changes in the rock mass area are monitored in real time through pressure sensing equipment.

[0048] Furthermore, the pressure measurement process is corrected, and the specific execution process is as follows:

[0049] If the tensile strength deviation of the rock mass area belongs to the first interval of tensile deviation, the tensile strength verification result is determined to be the first tensile strength verification result. According to the tensile strength deviation of the rock mass area, the first interval of tensile deviation is processed to obtain the ratio of the first tensile strength deviation of the rock mass area. The pumping adjustment pressure is matched and added to the initial pumping pressure to obtain the pumping adaptation pressure. At the same time, the real-time permeability of the rock mass area is extracted and ratio-processed with the predefined reference permeability to obtain the permeability deviation degree value of the rock mass area. The pumping rate adjustment coefficient is matched and multiplied with the initial pumping rate to obtain the pumping adaptation rate. In the second measurement period, liquid is injected into the rock mass and pressurized at the pumping adaptation pressure and the pumping adaptation rate, and the pressure changes in the rock mass area are monitored in real time by the pressure sensing equipment.

[0050] The above-mentioned proportion processing specifically involves ratio processing of the tensile strength deviation of the rock mass area with the span value of the first interval of tensile deviation to obtain the proportion of the first deviation of tensile strength of the rock mass area, wherein the span value of the first interval of tensile deviation is the difference between the maximum value of the first interval of tensile deviation and the minimum value of the first interval of tensile deviation.

[0051] The above matching obtains the pumping regulation pressure, specifically, matching the first deviation ratio of tensile strength of the rock mass area with the pumping regulation pressure corresponding to each predefined first deviation ratio interval of tensile strength, determining the specific interval of the first deviation ratio of tensile strength of the rock mass area, and obtaining the pumping regulation pressure corresponding to the interval.

[0052] The above matching obtains the pumping rate adjustment coefficient, specifically the permeability deviation value of the rock mass area, which is matched with the pumping rate adjustment coefficient corresponding to each predefined permeability deviation value interval to determine the specific interval of the permeability deviation value of the rock mass area and obtain the pumping rate adjustment coefficient corresponding to the interval.

[0053] If the tensile strength deviation of the rock mass area belongs to the third interval of tensile deviation, the tensile strength verification result is determined to be the third tensile strength verification result. According to the tensile strength deviation of the rock mass area, the third interval of tensile deviation is processed to obtain the second deviation ratio of tensile strength of the rock mass area. The pumping adjustment pressure is matched and subtracted from the initial pumping pressure to obtain the pumping adaptation pressure. At the same time, the real-time permeability of the rock mass area is extracted and ratio-processed with the predefined reference permeability to obtain the permeability deviation degree value of the rock mass area. The pumping rate adjustment coefficient is matched and multiplied with the initial pumping rate to obtain the pumping adaptation rate. In the second measurement period, liquid is injected into the rock mass and pressurized at the pumping adaptation pressure and the pumping adaptation rate, and the pressure changes in the rock mass area are monitored in real time by the pressure sensing equipment.

[0054] The second measurement period is specifically a time interval adjacent to the first measurement period. The first measurement period is used to monitor the initial stage of the measurement process, and the second measurement period is used to correct and adjust the initial measurement process.

[0055] In this embodiment, by adjusting the pumping pressure based on the tensile strength deviation, the measurement process can be more precisely controlled, unnecessary measurement time can be reduced, and measurement efficiency can be improved. Adjusting the pumping parameters based on the real-time state of the rock mass makes the measurement process more stable, reducing pressure fluctuations caused by unreasonable pumping parameters. This improves the stability and reliability of the data, ensures that the measurement process is more consistent with the actual characteristics of the rock mass, and thus improves the accuracy of the measurement data.

[0056] In this embodiment, the pumping rate can be dynamically adjusted by monitoring the permeability of the rock mass in real time. If the permeability decreases, the resistance to the flow of fluid in the rock mass is greater, and a higher pressure is required to allow the fluid to pass through the rock mass. Therefore, the pumping rate is also reduced accordingly to avoid excessive pressure. If the permeability increases, the resistance to the flow of fluid in the rock mass is smaller, and the fluid can pass through the rock mass more easily at a lower pressure. Therefore, the pumping rate can be appropriately increased to improve measurement efficiency. Adjusting the pumping rate according to the permeability can avoid rock fracture or damage caused by excessively high pumping rates. This helps to protect the integrity of the rock mass and maintain its stability. Ensure that the measurement process is within the range that the rock mass can withstand, so that the measurement data more truly reflects the ground stress state of the rock mass. This helps to improve the accuracy of rock stability assessment.

[0057] The process of correcting pressure measurement is as follows: Figure 4 As shown, Figure 4 A flow chart was revised to determine the pressure measurement. By comparing the initial and real-time tensile strengths, if the deviation between the initial and real-time tensile strengths is in the second interval, the initial pumping pressure and rate are maintained; otherwise, adjustments are required. The specific adjustment method is: if the deviation is in the first interval, increase the pressure and adjust the rate in combination with the permeability; if the deviation is in the third interval, reduce the pressure and adjust the rate in the same way to optimize the measurement process and improve data accuracy.

[0058] In the second measurement period, the pressure monitoring data of the rock mass area is extracted. At the time point when the pressure in the rock mass area drops suddenly, the receiving gain compensation operation is started to correct the monitoring state of the pressure sensing device and extract the monitoring data of the pressure sensing device.

[0059] Specifically, the monitoring status of the pressure sensing device is corrected, and the specific correction process is as follows:

[0060] During the second measurement period, the pressure monitoring data of the rock area of ​​the pressure sensing device is extracted, wherein the monitoring data can be obtained in the monitoring report of the pressure sensing device. At the time point when the pressure in the rock area suddenly drops, the receiving gain compensation operation is started. The specific operation process is: extracting the real-time receiving gain value of the pressure sensing device, adding it to the preset gain compensation value to obtain the receiving gain correction value of the pressure sensing device, collecting the operation data of the pressure sensing device in real time, evaluating the operation quality index of the pressure sensing device, and comparing it with the predefined operation quality adaptation index. If the operation quality index of the pressure sensing device is greater than or equal to the operation quality adaptation index, then maintaining the pressure change monitoring of the rock area; if the operation quality index of the pressure sensing device is less than the operation quality adaptation index, performing difference processing on the operation quality index of the pressure sensing device and the operation quality adaptation index to obtain the operation quality deviation of the pressure sensing device, matching to obtain the gain compensation coefficient, multiplying it with the receiving gain correction value of the pressure sensing device to obtain the receiving gain adaptation value of the pressure sensing device, configuring the receiving gain of the pressure sensing device, and completing the effective signal correction of the pressure sensing device.

[0061] The above-mentioned predefined operation quality adaptation index specifically matches the initial tensile strength assessment value of the rock mass area with the operation quality adaptation index corresponding to each predefined initial tensile strength assessment value interval, determines the specific interval of the initial tensile strength assessment value of the rock mass area, and obtains the operation quality adaptation index corresponding to the interval.

[0062] It should be explained that the initial tensile strength assessment value of the rock mass reflects the rock mass's ability to resist tensile failure. A higher assessment value indicates a dense and strong rock mass structure, requiring higher pumping pressures and more stable pumping rates during hydraulic fracturing. This means that high-pressure conditions may cause the pressure sensing equipment to bear greater mechanical loads, potentially causing signal attenuation, response time delays, or linearity deviations. In this case, operational quality indicators should monitor the equipment in real time to see if performance has degraded due to excessive loads, and to determine whether gain compensation is required. Rock masses with low initial tensile strength are prone to rupture during pressurization, potentially leading to earlier pressure drops and greater pressure fluctuations. In this case, the pressure sensing equipment needs to have higher resolution (to detect small pressure changes) and faster response speed (to capture the moment of the sudden drop).

[0063] In hydraulic fracturing, the point in time when a sudden pressure drop occurs. A sudden pressure drop usually refers to the moment when, during the process of pumping liquid into the rock mass and applying pressure, the rock mass cannot withstand the continuously increasing pressure and breaks or cracks suddenly expand, and the pumping pressure suddenly decreases, such as Figure 3At point a, the rock mass's pressure suddenly drops. Receive gain compensation is activated at this point because a sudden drop in pressure can significantly weaken the signal received by the monitoring equipment, affecting data quality and measurement accuracy. Receive gain compensation amplifies the received signal, ensuring signal strength and quality, and ensuring reliable data acquisition.

[0064] Furthermore, the monitoring status of the pressure sensing device is corrected, and further includes:

[0065] When the receiving gain compensation operation is started, the real-time signal amplitude of the pressure sensing device is synchronously extracted, wherein the real-time signal amplitude can be obtained by extracting the execution report of the pressure sensing device.

[0066] The real-time signal amplitude of the pressure sensing device is compared with the predefined signal limiting amplitude. If the real-time signal amplitude of the pressure sensing device is less than or equal to the signal limiting amplitude, the monitoring state of the pressure sensing device is maintained. If the real-time signal amplitude of the pressure sensing device is greater than the signal limiting amplitude, the signal amplitude correction coefficient is matched according to the receiving gain adaptation value of the pressure sensing device, and the real-time signal amplitude of the pressure sensing device and the signal limiting amplitude are differenced to obtain the signal amplitude deviation of the pressure sensing device. The signal amplitude adjustment amount is matched and multiplied by the signal amplitude correction coefficient to obtain the signal amplitude attenuation amount. The real-time signal amplitude of the pressure sensing device is lowered by the signal amplitude attenuation amount to complete the correction of the monitoring state of the pressure sensing device.

[0067] The above matching obtains the signal amplitude correction coefficient. The specific matching process is: matching the receiving gain adaptation value of the pressure sensing device with the signal amplitude correction coefficient corresponding to each predefined receiving gain adaptation value interval, determining the specific interval of the receiving gain adaptation value of the pressure sensing device, and obtaining the signal amplitude correction coefficient corresponding to the interval.

[0068] The above matching obtains the signal amplitude adjustment amount. The specific matching process is: matching the signal amplitude deviation of the pressure sensing device with the signal amplitude adjustment amount corresponding to each predefined signal amplitude deviation interval, determining the specific interval of the signal amplitude deviation of the pressure sensing device, and obtaining the signal amplitude adjustment amount corresponding to the interval.

[0069] In this embodiment, after the receive gain compensation operation is initiated, the signal strength will change. Synchronously adjusting the real-time signal amplitude ensures that the signal strength remains within an appropriate range, avoiding signal overload or signal weakening. Adjusting the signal amplitude can optimize signal quality, making subsequent data processing and analysis more accurate. By ensuring that the signal amplitude is within the appropriate range, noise interference can be reduced and the signal-to-noise ratio can be improved. In addition, excessively high signal amplitudes may damage the receiving device. Synchronously adjusting the signal amplitude can protect the device from damage and extend its service life.

[0070] The process of determining and correcting the monitoring status of the pressure sensing equipment, such as Figure 5 As shown, Figure 5 To revise the monitoring status determination flow chart, during the second measurement period, if the rock mass experiences a sudden drop in pressure, receiver gain compensation is initiated. By adjusting the receiver gain and combining it with operational quality indicator assessments, the pressure sensing device's monitoring status is corrected to ensure data accuracy and reliability. When initiating receiver gain compensation, the real-time signal amplitude of the pressure sensing device is simultaneously adjusted to ensure appropriate signal strength, avoiding overload or undershoot, thereby protecting the device and improving measurement accuracy.

[0071] Specifically, to evaluate the operating quality indicators of pressure sensing equipment, the specific analysis process is as follows:

[0072] The operating data of the pressure sensing device includes the real-time signal strength, real-time linearity, real-time resolution, and real-time response time of the pressure sensing device. The operating data can be extracted from the pressure sensing device operation log.

[0073] The reference signal strength, defined linearity, defined resolution and defined response time are extracted from the rock mass state management library.

[0074] The deviation degree between the real-time signal strength of the pressure sensing device and the reference signal strength, the deviation degree between the real-time linearity of the pressure sensing device and the defined linearity, the deviation degree between the real-time resolution of the pressure sensing device and the defined resolution, and the deviation degree between the real-time response time of the pressure sensing device and the defined response time are sequentially weighted and aggregated to obtain the operation quality index of the pressure sensing device. The specific analysis method is as follows:

[0075] ,

[0076] Where QA is the operating quality index of the pressure sensing equipment, is the signal strength of the pressure sensing device at time t, t is the time variable, , is the starting time point of the second measurement period, is the end time point of the second measurement period, is the reference signal intensity, is the linearity of the pressure sensing device at time t, To define linearity, is the resolution of the pressure sensing device at time t, To define the resolution, is the response time of the pressure sensing device at time t, To define the response time, is the weight element corresponding to the signal strength predefined in the rock mass state management library, is the weight element corresponding to the linearity predefined in the rock mass state management library, is the weight element corresponding to the predefined resolution in the rock mass state management library, It is the weight element corresponding to the response time predefined in the rock mass state management library.

[0077] It should be explained that the above-mentioned linearity refers to the degree of linear relationship between the output signal of the pressure sensing device and the input pressure; and resolution refers to the minimum pressure change that the pressure sensing device can detect.

[0078] The weight element corresponding to the signal strength, the weight element corresponding to the linearity, the weight element corresponding to the resolution, and the weight element corresponding to the response time are all extracted from the rock state management library, and the mapping relationship can be a one-to-one correspondence or a many-to-one relationship. For example, the signal strength, linearity, resolution, and response time respectively form a mapping set with the weight element corresponding to the signal strength, the weight element corresponding to the linearity, the weight element corresponding to the resolution, and the weight element corresponding to the response time preset in the rock state management library. The real-time signal strength, linearity, resolution, and response time are brought into the mapping set to obtain the weight element corresponding to the signal strength, the weight element corresponding to the linearity, the weight element corresponding to the resolution, and the weight element corresponding to the response time.

[0079] In this embodiment, a multivariate analysis of signal strength, linearity, resolution, and response time is performed, specifically considering the correlation between these parameters. Stronger signal strength can improve the signal-to-noise ratio, resulting in more accurate linearity measurements and improved performance of the pressure sensing device. Insufficient signal strength can lead to biased linearity assessments because noise can mask actual signal changes. Similarly, higher signal strength can improve resolution because a stronger signal can more clearly distinguish subtle pressure changes. Insufficient signal strength can limit resolution because subtle pressure changes can be drowned out by noise. Excessive signal strength can overload the receiving device or sensor, distorting the sensor output signal and preventing it from accurately reflecting actual pressure changes. It can also cause signal distortion during transmission, affecting measurement accuracy and reducing the performance of the pressure sensing device. Furthermore, good linearity can improve response time stability because the linear relationship ensures consistent response time across different pressure ranges. Poor linearity can cause response time to fluctuate with pressure changes, negatively impacting the performance of the pressure sensing device.

[0080] Based on the monitoring data of the pressure sensing equipment, a graph of the relationship between pressure and time is constructed, and finally the ground stress value of the rock mass is obtained and uploaded to the preset display port for rock mass stability assessment.

[0081] Furthermore, the ground stress value of the rock mass is finally obtained. The specific analysis process is as follows:

[0082] According to the monitoring data of the pressure sensing equipment, a pressure-time variation relationship diagram is constructed, and the fracture pressure and the closing pressure of the rock mass area are extracted from the pressure-time variation relationship diagram.

[0083] The above diagram shows the relationship between pressure and time, as shown in the figure below. Figure 3 As shown, Figure 3 The pressure-time curve is plotted with time (in minutes) on the horizontal axis and pressure (in megapascals) on the vertical axis. Point a, where the pressure drops sharply, corresponds to the fracture pressure of the rock mass, while point b, where the pressure stabilizes, corresponds to the closure pressure of the rock mass.

[0084] It's important to explain that fracture pressure refers to the pressure required to initiate initial fractures in the rock mass. When the curve shows a clear turning point or a sudden drop in pressure, it can be determined that the rock mass has fractured, and the corresponding pressure at this point is the fracture pressure. Closure pressure refers to the pressure at which the fracture closes after pressurization ceases. When water injection and pressurization cease, the fracture gradually closes as the pressure in the hole decreases. By monitoring pressure changes, when the pressure drops to a certain level, the pressure required for complete fracture closure tends to level off, and this pressure is the corresponding pressure.

[0085] According to the stress-strain relationship formula, the fracture pressure and closing pressure of the rock mass area are brought into the formula based on elastic mechanics and fracture mechanics to derive the ground stress value of the rock mass.

[0086] It should be noted that this example, based on hydraulic fracturing, assumes that the rock mass is a linearly elastic, isotropic medium with the fracture plane perpendicular to the direction of the minimum horizontal principal stress. The rock mass is hydraulically fractured by injecting high-pressure fluid, and the in-situ stress is inverted using key pressure points (fracture pressure and closure pressure) in the pressure-time curve. The core formula is based on elasticity and fracture mechanics theory.

[0087] In this example, it is assumed that the rock mass is elastic and that the in-situ stress is mainly composed of vertical stress and horizontal stress. During the hydraulic fracturing process, the fracture pressure and closure pressure have a corresponding relationship with the in-situ stress. The elastic mechanics formula of the rock mass in the elastic deformation stage is:

[0088] ,

[0089] Where, is the minimum circumferential stress of the rock hole wall, is the minimum horizontal principal stress of the rock mass, is the maximum horizontal principal stress of the rock mass, and P is the pumping pressure.

[0090] 1) Fracture pressure conditions (crack generation):

[0091] when = 0, rupture occurs, that is: ;in is the fracture pressure of the rock mass area.

[0092] 2) Closing pressure condition (crack closure):

[0093] The closing pressure is equal to the minimum horizontal principal stress: ;in is the closure pressure of the rock mass area.

[0094] 3) Calculation of vertical principal stress (weight of overlying rock): ;in is the vertical principal stress, is the rock density, is the acceleration due to gravity, and h is the drilling depth.

[0095] The in-situ stress value of the rock mass is derived as follows:

[0096] Calculation of vertical stress based on drilling depth ;

[0097] Calculate the minimum horizontal principal stress ;

[0098] To solve for the maximum horizontal principal stress, Substitute into the burst pressure formula: , and finally get .

[0099] Reference Figure 2 As shown, the second aspect of the present invention provides a rock stability assessment system based on ground stress measurement, including: an initial tensile strength assessment module, a real-time tensile strength advance module, a pressure measurement process correction module, an equipment monitoring status correction module, a ground stress analysis and upload module and a rock status management library.

[0100] The rock mass state management library is used to store reference signal strength, defined linearity, defined resolution, defined response time and preset values ​​of various factors.

[0101] The initial tensile strength assessment module is connected to the real-time tensile strength advance module, the real-time tensile strength advance module and the pressure measurement process correction module are connected, the pressure measurement process correction module is connected to the equipment monitoring status correction module, the equipment monitoring status correction module is connected to the ground stress analysis and upload module, and the initial tensile strength assessment module, the real-time tensile strength advance module, the pressure measurement process correction module and the equipment monitoring status correction module are all connected to the rock mass status management library.

[0102] The initial tensile strength assessment module is used to collect initial characteristic data of the rock mass area and determine the initial tensile strength assessment value of the rock mass area.

[0103] The real-time tensile strength advance module is used to inject liquid and pressurize the rock mass area in the first measurement period based on the hydraulic fracturing method, and at the same time extract the real-time tensile strength evaluation value of the rock mass area in the first measurement period.

[0104] The pressure measurement process correction module is used to determine whether to correct the pressure measurement process based on the initial tensile strength evaluation value of the rock mass area and the real-time tensile strength evaluation value of the rock mass area, and to monitor the pressure changes of the rock mass area in real time through pressure sensing equipment.

[0105] The equipment monitoring status correction module is used to extract the pressure monitoring data of the rock area during the second measurement period, and to start the receiving gain compensation operation at the time point when the pressure in the rock area drops suddenly, to correct the monitoring status of the pressure sensing equipment and extract the monitoring data of the pressure sensing equipment.

[0106] The geostress analysis and upload module is used to construct a graph of the relationship between pressure and time based on the monitoring data of the pressure sensing equipment, and finally obtain the geostress value of the rock mass and upload it to the preset display port for rock mass stability assessment.

[0107] The above content is merely an example and explanation of the structure of the present invention. Those skilled in the art may make various modifications or additions to the described specific embodiments or replace them in a similar manner. As long as they do not deviate from the structure of the invention or exceed the scope defined by the present invention, they should all fall within the scope of protection of the present invention.

Claims

1. A rock mass stability assessment method based on ground stress measurement, characterized in that: include: Collect initial characteristic data of the rock mass area and determine the initial tensile strength assessment value of the rock mass area; injecting liquid into the rock mass area and pressurizing it during a first measurement period based on a hydraulic fracturing method, and extracting a real-time tensile strength assessment value of the rock mass area during the first measurement period; Performing difference processing on the initial tensile strength assessment value of the rock mass area and the real-time tensile strength assessment value of the rock mass area to obtain the tensile strength deviation of the rock mass area, and verifying it with the predefined tensile strength deviation intervals to obtain the tensile strength verification result. Based on the tensile strength verification result, it is determined whether to correct the pressure measurement process; The tensile strength deviation intervals include a first tensile deviation interval, a second tensile deviation interval, and a third tensile deviation interval; The tensile strength verification results include a first tensile strength verification result, a second tensile strength verification result, and a third tensile strength verification result; If the tensile strength verification result is the second tensile strength verification result, it is determined that the pressure measurement process correction is not performed; otherwise, the pressure measurement process correction is performed; The performing of the pressure measurement process correction includes extracting the monitoring data of the pressure in the rock mass area during the second measurement period, initiating a receiving gain compensation operation at a time point when the pressure in the rock mass area suddenly drops, correcting the monitoring state of the pressure sensing device, and extracting the monitoring data of the pressure sensing device; Based on the monitoring data of the pressure sensing equipment, a graph of the relationship between pressure and time is constructed, and finally the ground stress value of the rock mass is obtained and uploaded to the preset display port for rock mass stability assessment.

2. The rock mass stability assessment method based on ground stress measurement according to claim 1, characterized in that: The specific determination process of the initial tensile strength evaluation value of the rock mass area is as follows: The initial characteristic data of the rock mass region include the rock mass elastic modulus of the rock mass region, the rock Poisson's ratio of the rock mass region, the rock mass hardness of the rock mass region, and the rock mass density of the rock mass region; The rock elastic modulus, Poisson's ratio, rock hardness and rock density of the rock mass area are normalized respectively to obtain the normalized results, and then weighted aggregation is performed in turn to obtain the initial tensile strength assessment value of the rock mass area.

3. The rock mass stability assessment method based on ground stress measurement according to claim 1, characterized in that: The specific implementation process of injecting liquid into the rock mass area and pressurizing it is as follows: According to the initial tensile strength assessment value of the rock mass area, the initial pumping pressure and the initial pumping rate are matched. Based on the hydraulic fracturing method, during the first measurement period, the rock mass is injected with liquid and pressurized according to the initial pumping pressure and the initial pumping rate. The matching obtains the initial pumping pressure and the initial pumping rate, specifically, matching the initial tensile strength assessment value of the rock mass area with the initial pumping pressure corresponding to each predefined initial tensile strength assessment value interval, determining the specific interval of the initial tensile strength assessment value of the rock mass area, and obtaining the initial pumping pressure corresponding to the interval; matching the initial tensile strength assessment value of the rock mass area with the initial pumping rate corresponding to each predefined initial tensile strength assessment value interval, determining the specific interval of the initial tensile strength assessment value of the rock mass area, and obtaining the initial pumping rate corresponding to the interval.

4. The rock mass stability assessment method based on ground stress measurement according to claim 1, characterized in that: The determining whether to correct the pressure measurement process further includes: If the tensile strength deviation of the rock mass area belongs to the second range of tensile deviation, the tensile strength verification result is determined to be the second tensile strength verification result. In the second measurement period, the initial pumping pressure and the initial pumping rate are maintained, liquid is injected into the rock mass and pressurized, and the pressure changes in the rock mass area are monitored in real time through pressure sensing equipment.

5. The rock mass stability assessment method based on ground stress measurement according to claim 4, characterized in that: The pressure measurement process correction is performed, and the specific execution process is as follows: If the tensile strength deviation of the rock mass area belongs to the first interval of tensile deviation, the tensile strength verification result is determined to be the first tensile strength verification result. According to the tensile strength deviation of the rock mass area, the first interval of tensile deviation is processed to obtain the first tensile strength deviation ratio of the rock mass area, and the pumping adjustment pressure is matched and added to the initial pumping pressure to obtain the pumping adaptation pressure. At the same time, the real-time permeability of the rock mass area is extracted and ratio-processed with the predefined reference permeability to obtain the permeability deviation degree value of the rock mass area. The pumping rate adjustment coefficient is matched and multiplied with the initial pumping rate to obtain the pumping adaptation rate. In the second measurement period, liquid is injected into the rock mass and pressurized at the pumping adaptation pressure and the pumping adaptation rate, and the pressure changes in the rock mass area are monitored in real time by the pressure sensing equipment. If the tensile strength deviation of the rock mass area belongs to the third interval of tensile deviation, the tensile strength verification result is determined to be the third tensile strength verification result. According to the tensile strength deviation of the rock mass area, the third interval of tensile deviation is processed to obtain the second deviation ratio of tensile strength of the rock mass area. The pumping adjustment pressure is matched and subtracted from the initial pumping pressure to obtain the pumping adaptation pressure. At the same time, the real-time permeability of the rock mass area is extracted and ratio-processed with the predefined reference permeability to obtain the permeability deviation degree value of the rock mass area. The pumping rate adjustment coefficient is matched and multiplied with the initial pumping rate to obtain the pumping adaptation rate. In the second measurement period, liquid is injected into the rock mass and pressurized at the pumping adaptation pressure and the pumping adaptation rate, and the pressure changes in the rock mass area are monitored in real time by the pressure sensing equipment.

6. The rock mass stability assessment method based on ground stress measurement according to claim 1, characterized in that: The monitoring state of the pressure sensing device is corrected, and the specific correction process is as follows: During the second measurement period, the rock area pressure monitoring data of the pressure sensing device is extracted, and the receiving gain compensation operation is started at the time point when the pressure in the rock area drops suddenly. The specific operation process is: extract the real-time receiving gain value of the pressure sensing device, add it to the preset gain compensation value, and obtain the receiving gain correction value of the pressure sensing device; collect the operation data of the pressure sensing device in real time, evaluate the operation quality index of the pressure sensing device, and compare it with the predefined operation quality adaptation index; if the operation quality index of the pressure sensing device is greater than or equal to the operation quality adaptation index, then maintain the pressure change monitoring of the rock area; if the operation quality index of the pressure sensing device is less than the operation quality adaptation index, perform difference processing on the operation quality index of the pressure sensing device and the operation quality adaptation index to obtain the operation quality deviation of the pressure sensing device, match it to obtain the gain compensation coefficient, multiply it by the receiving gain correction value of the pressure sensing device, obtain the receiving gain adaptation value of the pressure sensing device, configure the receiving gain of the pressure sensing device, and complete the effective signal correction of the pressure sensing device.

7. The rock mass stability assessment method based on ground stress measurement according to claim 6, characterized in that: The correction of the monitoring state of the pressure sensing device further includes: While starting the receiving gain compensation operation, synchronously extracting the real-time signal amplitude of the pressure sensing device; The real-time signal amplitude of the pressure sensing device is compared with the predefined signal limiting amplitude. If the real-time signal amplitude of the pressure sensing device is less than or equal to the signal limiting amplitude, the monitoring state of the pressure sensing device is maintained. If the real-time signal amplitude of the pressure sensing device is greater than the signal limiting amplitude, the signal amplitude correction coefficient is matched according to the receiving gain adaptation value of the pressure sensing device, and the real-time signal amplitude of the pressure sensing device and the signal limiting amplitude are differenced to obtain the signal amplitude deviation of the pressure sensing device. The signal amplitude adjustment amount is matched and multiplied by the signal amplitude correction coefficient to obtain the signal amplitude attenuation amount. The real-time signal amplitude of the pressure sensing device is lowered by the signal amplitude attenuation amount to complete the correction of the monitoring state of the pressure sensing device.

8. The rock mass stability assessment method based on ground stress measurement according to claim 6, characterized in that: The specific analysis process for evaluating the operating quality indicators of the pressure sensing equipment is as follows: The operating data of the pressure sensing device, including the real-time signal strength of the pressure sensing device, the real-time linearity of the pressure sensing device, the real-time resolution of the pressure sensing device, and the real-time response time of the pressure sensing device; Extract reference signal intensity, defined linearity, defined resolution and defined response time from the rock mass state management database; The degree of deviation between the real-time signal strength of the pressure sensing device and the reference signal strength, the degree of deviation between the real-time linearity of the pressure sensing device and the defined linearity, the degree of deviation between the real-time resolution of the pressure sensing device and the defined resolution, and the degree of deviation between the real-time response time of the pressure sensing device and the defined response time are weighted and aggregated in sequence to obtain the operation quality index of the pressure sensing device.

9. The rock mass stability assessment method based on ground stress measurement according to claim 1, characterized in that: The final in-situ stress value of the rock mass is obtained, and the specific analysis process is as follows: Based on the monitoring data of the pressure sensing equipment, a pressure-time relationship diagram is constructed, and the fracture pressure and closing pressure of the rock mass area are extracted from the pressure-time relationship diagram; According to the stress-strain relationship formula, the fracture pressure and closing pressure of the rock mass area are brought into the formula based on elastic mechanics and fracture mechanics to derive the ground stress value of the rock mass.

10. A system using the rock mass stability assessment method based on ground stress measurement according to any one of claims 1 to 9, characterized in that: include: The initial tensile strength assessment module is used to collect the initial characteristic data of the rock mass area and determine the initial tensile strength assessment value of the rock mass area; A real-time tensile strength advance module is used to inject liquid and pressurize the rock mass area during a first measurement period based on a hydraulic fracturing method, and simultaneously extract a real-time tensile strength evaluation value of the rock mass area during the first measurement period; The pressure measurement process correction module is used to determine whether to correct the pressure measurement process based on the initial tensile strength evaluation value and the real-time tensile strength evaluation value of the rock mass area, and monitor the pressure changes of the rock mass area in real time through the pressure sensing equipment; The device monitoring state correction module is used to extract the pressure monitoring data of the rock mass area during the second measurement period, and at the time point when the pressure in the rock mass area suddenly drops, start the receiving gain compensation operation to correct the monitoring state of the pressure sensing device and extract the monitoring data of the pressure sensing device; The geostress analysis and upload module is used to construct a graph of the relationship between pressure and time based on the monitoring data of the pressure sensing equipment, and ultimately obtain the geostress value of the rock mass and upload it to the preset display port for rock mass stability assessment.

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