Water-sealed cave depot fractured rock mass anti-seepage pre-grouting construction deployment and control method

Abstract

The invention provides a water-sealed cave depot fractured rock mass anti-seepage pre-grouting construction deployment and control method which comprises the steps that at least one advanced water detection hole is formed in a current tunnel face according to a preset layout; a monitoring terminal of a flow monitoring and early warning system is installed at an outlet of the water detection hole in a sealed mode, and the system is started to obtain the average water seepage amount of the water detection hole in the unit length within the preset monitoring period; according to a comparison result of the average water seepage amount output by the system and a preset grouting threshold value interval, a corresponding grouting strategy is determined; the grouting strategy at least comprises the steps that grouting is not needed, and local pre-grouting or full-section pre-grouting is conducted on a designated area; and according to the determined grouting strategy, anti-seepage pre-grouting construction is carried out on the corresponding area in front of the tunnel face. According to the method, manual measurement is replaced by automatic monitoring, and accurate acquisition of the water seepage amount in the whole process and efficient decision making of the grouting strategy are achieved.

Description

Technical Field

[0001] This disclosure generally relates to the field of water-sealed cavern construction technology, and specifically to a method for the construction layout control of pre-grouting for seepage prevention in fractured rock mass of a water-sealed cavern. Background Technology

[0002] Underground water-sealed caverns are underground oil storage facilities built based on the principle of water sealing. Their long-term safe operation hinges on maintaining a stable groundwater level to meet stringent water-sealing conditions. During cavern excavation, it is necessary to assess the seepage situation in the rock mass ahead using advance water-testing boreholes, and determine whether pre-grouting is required for water sealing based on accurate seepage data. Therefore, accurate and reliable measurement of seepage volume from these boreholes is the primary technical step to ensure correct grouting decisions and guarantee project safety and seepage prevention effectiveness.

[0003] Currently, seepage volume is primarily measured manually on-site. This involves using a graduated cylinder to collect the outflow and timing it with a stopwatch, estimating the average flow rate by calculating the total outflow over a long period. This method has significant limitations in practical applications: the numerous manual steps introduce subjective and random errors during timing, reading, and collection; the long measurement cycle leads to delayed decision-making and impacts construction efficiency; the large-range graduated cylinder occupies valuable workspace, and environmental interference can easily cause measurement failures. These shortcomings make it difficult to guarantee the reliability and consistency of the measurement results, directly affecting the scientific rigor and accuracy of subsequent grouting decisions, and failing to meet the demands of efficient and precise construction. Summary of the Invention

[0004] In view of the above-mentioned defects or deficiencies in the existing technology, it is desirable to provide a construction layout method for pre-grouting construction of seepage prevention in fractured rock mass of water-sealed caverns to solve the above problems.

[0005] This application provides a method for the construction layout control of pre-grouting for seepage prevention in fractured rock masses of water-sealed caverns, including... At the current working face, at least one advanced water exploration hole is arranged according to the preset layout; The monitoring terminal of the flow monitoring and early warning system is sealed and installed at the outlet of the water detection hole, and the system is started to obtain the average seepage volume per unit length of the water detection hole within a predetermined monitoring period. Based on the comparison between the average seepage volume output by the system and the preset grouting threshold range, the corresponding grouting strategy is determined; the grouting strategy includes at least: no grouting required, local pre-grouting of a specified area, or full-section pre-grouting. Based on the determined grouting strategy, anti-seepage pre-grouting construction is carried out in the corresponding area in front of the tunnel face.

[0006] According to the technical solution provided in the embodiments of this application, the step of arranging at least one advanced water detection hole in a preset layout at the current working face includes: Three water exploration holes are arranged on the cross-section of the working face, located at the arch top and the two sides of the arch waist respectively.

[0007] According to the technical solution provided in the embodiments of this application, the system is configured as follows: Collect the outflow rate data of the water detection hole and the water level data in the monitoring terminal; The average seepage volume is calculated based on the outflow data and the water level data.

[0008] According to the technical solution provided in the embodiments of this application, the system is further configured to: compare the average seepage volume with a preset grouting threshold range including a first threshold and a second threshold, and generate a corresponding early warning signal based on the comparison result; wherein, the second threshold is greater than the first threshold; The step of determining the corresponding grouting strategy based on the comparison results includes: The grouting strategy is determined based on the early warning signal generated by the system; wherein, If a first warning signal indicating that the average seepage volume is less than the first threshold is received, then the grouting strategy is determined to be no grouting required; If a second warning signal indicating that the average seepage volume is greater than or equal to the first threshold and less than the second threshold is received, the grouting strategy is determined to be local pre-grouting of the designated area. If a third warning signal indicating that the average seepage volume is greater than or equal to the second threshold is received, the grouting strategy is determined to be full-section pre-grouting.

[0009] According to the technical solution provided in the embodiments of this application, when the grouting strategy is to perform local grouting on a designated area, the designated area is determined based on the location of the water exploration hole that triggers the second early warning signal: If the second warning signal is triggered by a water probe located on the arch, the designated area is the fan-shaped area of ​​the arch in front of the tunnel face; If the second warning signal is triggered by a water probe located on one side of the arch, the designated area is the fan-shaped area of ​​the side wall on the corresponding side in front of the tunnel face.

[0010] According to the technical solution provided in the embodiments of this application, the step of performing anti-seepage pre-grouting construction on the corresponding area in front of the tunnel face based on the determined grouting strategy includes: If the grouting strategy is to perform local pre-grouting in a designated area, drilling and grouting are carried out according to the location of the triggered water exploration hole and a predetermined grouting hole layout diagram; wherein, the grouting hole layout diagram includes the position and angle of multiple grouting holes in the fan-shaped area relative to the water exploration hole.

[0011] According to the technical solution provided in the embodiments of this application, the system includes: At least one of the monitoring terminals, the monitoring terminal being configured to be sealed and installed at the outlet of the water exploration hole, and equipped with a flow acquisition unit and a liquid level acquisition unit; The control host is connected to the monitoring communication and is configured to calculate the average seepage volume based on the outflow data collected by the flow acquisition unit and the water storage level data collected by the level acquisition unit, and compare it with the preset grouting threshold range to generate an early warning signal. The data communication module is connected to the control host and is configured to send the average seepage volume, early warning signal, grouting strategy and construction data to the remote monitoring platform through the system's data communication module to achieve remote visual monitoring and data archiving.

[0012] According to the technical solution provided in the embodiments of this application, the monitoring terminal further includes an electric slag discharge valve; the control host is further configured to control the opening and closing of the electric slag discharge valve.

[0013] According to the technical solution provided in the embodiments of this application, the monitoring terminal further includes a status indicator light; The control host is also configured to control the status indicator light to display different colors according to the different early warning signals generated.

[0014] According to the technical solution provided in the embodiments of this application, after sealing and installing the monitoring terminal of the flow monitoring and early warning system at the outlet of the water detection hole, and before starting the system to obtain the average seepage volume per unit length of the water detection hole within a predetermined monitoring period, the method further includes: The slag discharge valve is opened for a preset slag discharge time to discharge solid particles carried in the initial effluent from the water probe, and then the slag discharge valve is closed to start data acquisition.

[0015] Compared with existing technologies, the beneficial effects of this application are as follows: by directly embedding the automated flow monitoring and early warning system into the construction process, and using the accurate and real-time seepage data automatically acquired by the system as the sole basis for decision-making, it replaces the traditional method that relies on manual experience and rough measurement. This fundamentally solves the inherent defects of low efficiency, large error and difficulty in traceability of results of manual measurement. It not only greatly improves the objectivity and accuracy of key seepage parameter measurement, but also realizes a rapid closed loop from detection, analysis to decision-making, ensuring the immediacy, scientificity and standardization of grouting construction decisions, and ultimately comprehensively enhances the construction quality, safety and reliability and overall process controllability of the water-sealed cavern seepage prevention project. Attached Figure Description

[0016] Other features, objects, and advantages of this application will become more apparent from the following detailed description of non-limiting embodiments with reference to the accompanying drawings: Figure 1A flowchart illustrating the steps of the pre-grouting construction control method for seepage prevention in fractured rock mass of water-sealed caverns provided in this application; Figure 2 This is a schematic diagram of the grouting hole layout; Figure 3 This is a schematic diagram of the installation of a traffic monitoring and early warning system; Figure 4 This is a schematic diagram of the monitoring terminal.

[0017] Reference numerals: 10. Monitoring terminal; 11. Pipeline; 12. Connecting pipe; 13. Mounting flange; 14. Branch pipe; 15. Flow acquisition unit; 16. Drain pipe; 17. Liquid level acquisition unit; 18. Electric slag discharge valve; 20. Control host; 30. Status indicator light. Detailed Implementation

[0018] The present application will now be described in further detail with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and not intended to limit it. Furthermore, it should be noted that, for ease of description, only the parts relevant to the invention are shown in the accompanying drawings.

[0019] It should be noted that, unless otherwise specified, the embodiments and features described in this application can be combined with each other. This application will now be described in detail with reference to the accompanying drawings and embodiments.

[0020] Please refer to Figures 1-4 This application provides a method for the construction layout and control of pre-grouting for seepage prevention in fractured rock masses of water-sealed caverns. The implementer of this method can be on-site construction management personnel or engineering technicians. Its core lies in deeply integrating the monitoring and control functions of an automated flow monitoring and early warning system into the traditional water exploration and grouting decision-making process, forming a data-driven, rapid-response construction closed loop. For example... Figure 1 As shown, the method mainly includes the following steps S100-S400 executed sequentially: S100: At the current working face, at least one advanced water exploration hole is arranged according to the preset layout.

[0021] Specifically, in step S100, before the formal excavation of the water-sealed cavern, at least one advance water-exploration borehole is drilled at the current excavation face according to the pre-designed layout. The purpose of these boreholes is to penetrate the rock mass to a certain depth in front of the working face to reveal potential seepage structures. The borehole layout is designed to effectively cover the rock mass area to be assessed.

[0022] S200 seals and installs the monitoring terminal 10 of the flow monitoring and early warning system at the outlet of the water probe, and starts the system to obtain the average seepage volume per unit length of the water probe within a predetermined monitoring period.

[0023] Specifically, in step S200, the monitoring terminal 10 of the flow monitoring and early warning system is securely and sealed to the outlet of the water probe formed in step S100 using sealing connectors such as flanges. After installation, the system is started. The system begins to operate automatically, and its core task is to continuously and accurately measure and calculate the water output from the water probe over a subsequent predetermined monitoring cycle (e.g., 30 minutes), and ultimately output a key parameter—the average seepage rate per unit length. This parameter is the fundamental basis for subsequent decisions, and its calculation integrates flow rate and possible volume changes to ensure the accuracy of the results.

[0024] S300: Based on the comparison between the average seepage volume output by the system and the preset grouting threshold range, determine the corresponding grouting strategy; the grouting strategy includes at least: no grouting required, local pre-grouting of a specified area, or full-section pre-grouting.

[0025] Specifically, in step S300, construction personnel no longer need to rely on manual calculations and subjective experience. Instead, they directly determine the corresponding grouting strategy based on the average seepage data automatically calculated and output by the system as described in step S200, and the clear results generated by the system after comparing this data with the internally preset grouting threshold range. This strategy is a clear construction instruction, clearly divided into at least three scenarios: if the seepage is extremely small, the strategy is no grouting required, and the next cycle of construction can proceed safely; if the seepage is at a moderate level, the strategy is to perform local pre-grouting in the designated area, requiring reinforcement of the local risk area before excavation; if the seepage exceeds the critical value, the strategy is to perform full-section pre-grouting, requiring large-scale systematic water-stopping treatment before excavation can continue.

[0026] S400: Based on the determined grouting strategy, perform anti-seepage pre-grouting construction on the corresponding area in front of the tunnel face.

[0027] Specifically, in step S400, based on the precise grouting strategy determined in step S300, the construction team performs pre-grouting for seepage prevention in the corresponding area in front of the tunnel face. For example, if the strategy is local pre-grouting, drilling and grouting are only carried out within the limited area specified in the decision; if the strategy is full-section pre-grouting, curtain grouting is required for the entire annular rock mass in front of the tunnel face. This makes the grouting construction highly targeted and economical, avoiding blind construction or insufficient treatment.

[0028] Further, step S1 specifically includes: setting up three water detection holes on the cross-section of the working face, located at the arch top and the two sides of the arch waist respectively.

[0029] In a preferred embodiment of step S100, such as Figure 2As shown, at least one advanced water detection borehole is set up according to the preset layout. Specifically, three advanced water detection boreholes are set up on the excavation outline of the tunnel face, i.e., on the cross-section. These three boreholes are arranged according to the typical characteristics of the tunnel's arched cross-section to achieve comprehensive and representative detection of water seepage in the rock mass in front of the tunnel face.

[0030] Specifically, the placement of the three water sifting boreholes follows these rules: one borehole is drilled at the highest point of the cross-section, i.e., the center of the arch, such as... Figure 2 The first borehole is located at position T1; the other two exploratory boreholes are drilled at the arch waists on both sides of the cross-section, typically in the area near the bend between the arch and the sidewall, such as... Figure 2 The T2 and T3 locations are key areas. The crown boreholes are primarily used to investigate seepage from vertical or inclined fissures in the rock mass above the tunnel face; while the side boreholes are mainly used to investigate seepage from lateral fissures in the sidewalls and shoulder areas. Simultaneous detection at these three key locations allows for efficient and economical acquisition of seepage information from different areas of the annular rock mass in front of the tunnel face, providing a spatial distribution data basis for subsequent overall assessment and zoning decisions.

[0031] In this embodiment, the boreholes located at the arch crown have their borehole axes at a specific upward angle (e.g., 5°) to the horizontal plane in the vertical plane. This design aims to better direct the borehole trajectory towards potential vertical or high-angle fracture development zones above the cavern roof, thereby more effectively detecting vertical seepage from above the arch crown. The boreholes located at the two sides of the arch waist have their borehole axes deviating from the cavern axis direction by a specific outward angle (e.g., 20°) in the horizontal plane. This outward-dipping design, on the one hand, allows the boreholes to intersect at a large angle with potentially dominant fractures or structural surfaces ahead of the tunnel face that tend towards the cavern, increasing the probability of uncovering seepage channels; on the other hand, it helps to explore the hydrogeological conditions outside the lateral boundaries of the cavern. Furthermore, the three boreholes use a uniform design diameter and design depth; for example, the diameter meets certain requirements. That is, the diameter is 65mm; the hole depth meets the requirements. That is, the length of the hole is 20 meters.

[0032] In other embodiments, the number of water detection holes can be further increased. If multiple water detection holes are set at the arch crown, adjacent water detection holes along the arc direction are preferably distributed at a 30° angle; if multiple water detection holes are set at the arch waist, adjacent water detection holes along the vertical direction are preferably arranged at intervals of 2-3 meters.

[0033] Furthermore, the traffic monitoring and early warning system includes: At least one of the monitoring terminals 10, the monitoring terminal 10 being configured to be sealed and installed at the outlet of the water exploration hole, and having a flow acquisition unit 15 and a liquid level acquisition unit 17; The control host 20 is connected to the monitoring communication and is configured to calculate the average seepage volume based on the outflow data collected by the flow acquisition unit 15 and the water storage level data collected by the level acquisition unit 17, and compare it with the preset grouting threshold range to generate an early warning signal. The data communication module is connected to the control host 20 and is configured to send the average seepage volume, early warning signal, grouting strategy and construction data to the remote monitoring platform through the system's data communication module to realize remote visual monitoring and data archiving.

[0034] Specifically, such as Figure 3 and Figure 4 As shown, the system mainly consists of three parts: a monitoring terminal 10, a control host 20, and a data communication module. The monitoring terminal 10 is a field measurement device that directly connects to the water exploration borehole. Its number can be configured according to engineering needs, typically corresponding one-to-one with each water exploration borehole. In this embodiment, three monitoring terminals 10 are provided. Figure 4 As shown, each monitoring terminal 10 includes a housing with a water storage space inside. A connecting pipe 12 is installed on one side of the top of the housing, and a mounting flange 13 is provided on the connecting pipe 12. The mounting flange 13 is fixed to the hole wall corresponding to the water probe outlet by expansion bolts in conjunction with a sealing gasket. This sealed installation method can completely prevent water seepage from overflowing from the connection and ensure that all seepage water flowing out of the water probe enters the terminal. Compared with the problem of easy overflow of the measuring cylinder in the prior art, the measurement stability is greatly improved.

[0035] The housing is equipped with a flow acquisition unit 15 and a level acquisition unit 17. The flow acquisition unit 15 is connected to the side wall of the connecting pipe 11 via a branch pipe 14, which is at a certain height from the bottom of the connecting pipe 11. One end of the branch pipe 14 is connected to the water storage space, and the other end is bent towards the top of the housing and connected to the flow acquisition unit 15. The branch pipe 14 is designed as a full-pipe flow structure to ensure stable water flow through the flow acquisition unit 15 and improve measurement accuracy. Optionally, the flow acquisition unit 15 is a turbine flow meter. The level acquisition unit 17 is vertically installed on the top of the connecting pipe 11, and the measurement point is located at the same height as the opening of the branch pipe 14 connected to the connecting pipe 11. The two form a dual acquisition mode, which can capture instantaneous flow changes and calculate the water accumulation through the water level when the branch pipe 14 is not draining in time, effectively compensating for the limitations of a single measurement method. Optionally, the level acquisition unit 17 is a level gauge. A drain pipe 16 for drainage is also connected to the level acquisition unit 17.

[0036] The control host 20 is integrated into a dedicated on-site control box and connected to three monitoring terminals 10 via independent waterproof cables. Its core function is to automatically calculate the average seepage volume per unit length of each water-detecting borehole within a predetermined monitoring period based on received flow and level data using a built-in algorithm. Subsequently, the control host 20 compares the calculated average seepage volume with a pre-set grouting threshold range in real time and automatically generates a corresponding warning signal based on the comparison result. This process is entirely automated, replacing traditional manual measurement and judgment, ensuring the objectivity and accuracy of decision-making.

[0037] The data communication module is integrated into or connected to the control host 20. It is responsible for transmitting all key information generated by the system, including average seepage volume, early warning signals, and related construction data, to the remote monitoring platform in real time via wired or wireless network. This allows managers to remotely and visually monitor the status of each water exploration point in real time. All data is also automatically stored and archived, realizing remote monitoring of the construction process, historical data traceability, and information management.

[0038] Furthermore, the monitoring terminal 10 also includes an electric slag discharge valve 18; the control host 20 is also configured to control the opening and closing of the electric slag discharge valve 18.

[0039] Specifically, considering that the water emanating from the water exploration borehole in the initial stage after drilling often contains solid particles such as rock powder and drill cuttings, if it directly enters the surgical cavity, it is very easy to cause blockage at the branch pipe 14 or the flow acquisition unit 15, affecting the measurement accuracy and even damaging the sensor. Therefore, in this embodiment, an electric slag discharge valve 18 is added to the bottom of the connecting pipe 11. This valve is usually a corrosion-resistant, well-sealing electric ball valve or butterfly valve, and its valve body is reliably connected to the terminal housing through a flange or thread. The outlet end of the valve can be connected to the temporary drainage pipe 16.

[0040] Further, in step S200, after sealing and installing the monitoring terminal 10 of the flow monitoring and early warning system at the outlet of the water probe, and before starting the system to obtain the average seepage volume per unit length of the water probe within a predetermined monitoring period, the method further includes: The slag discharge valve is opened for a preset slag discharge time to discharge solid particles carried in the initial effluent from the water probe, and then the slag discharge valve is closed to start data acquisition.

[0041] Specifically, after the monitoring terminal 10 is sealed and installed at the wellhead, the control host 20 does not immediately begin formal seepage monitoring. Instead, the construction personnel manually operate the control host 20 to first issue an opening command to the electric slag discharge valve 18, keeping it open for a preset slag discharge time (e.g., 2-5 minutes). During this time, the turbid water initially gushing from the wellhead, which may be rich in solid particles, will be directly discharged out of the system through the open valve, thus achieving preliminary flushing and slag removal of the pipeline and measuring unit. After the preset slag discharge time ends, the control host 20 immediately issues a closing command, reliably closing the electric slag discharge valve 18. Afterward, the groundwater flowing from the wellhead will be completely confined within the water storage space of the monitoring terminal 10, and the system will then officially enter the data acquisition and calculation cycle. This time-based automatic slag discharge control effectively avoids interference from solid impurities in the precision measurement process, ensuring the accuracy and reliability of the subsequently obtained seepage data, while reducing the need for manual cleaning and maintenance.

[0042] Furthermore, the monitoring terminal 10 also includes a status indicator light 30; The control host 20 is also configured to control the status indicator 30 to display different colors according to the different early warning signals generated.

[0043] Specifically, to achieve intuitive and rapid identification of the on-site status, each monitoring terminal 10 is connected to a status indicator light 30. This status indicator light 30 typically uses high-brightness, multi-color (e.g., red, yellow, and green) LEDs and is equipped with a waterproof and translucent lampshade to adapt to the humid and dusty working environment of underground caverns. The control cable of the status indicator light 30 connects to the wiring terminals inside the monitoring terminal 10 and ultimately merges into the communication cable leading to the control host 20. The control host 20 is configured to drive the status indicator light 30 on the corresponding monitoring terminal 10 to display the corresponding color based on the early warning signals generated by its internal calculations and comparisons. This design, which transforms data conclusions into intuitive light signals, allows on-site construction personnel to quickly and accurately grasp the rock seepage risk level reflected by each water gauging hole, even from a distance or without needing to view a remote monitoring screen. This enables timely implementation of corresponding construction preparation or response measures, greatly improving the collaborative efficiency and safety of on-site operations.

[0044] Further, in step S200, the system is configured as follows: Collect the outflow rate data of the water exploration hole and the water level data in the monitoring terminal 10; The average seepage volume is calculated based on the outflow data and the water level data.

[0045] Specifically, the control host 20 first calculates the time integral of the instantaneous flow signal collected by the turbine flow meter to obtain the predetermined monitoring period duration. The cumulative flow through branch pipe 14 Simultaneously, based on the liquid level change height measured by the level gauge... Calculate the increase in water storage within pipe 11 during the same period, based on the known cross-sectional area of ​​the water storage space. The water storage increment represents the portion of water that failed to be discharged through branch pipe 14 in time due to excessive instantaneous flow. Subsequently, the control unit 20 adds the above two values ​​to obtain the precise total water output from the probe during the detection period. That is, satisfying the relation Ultimately, this total outflow will be... Divide by monitoring cycle duration With the depth of the water exploration hole It automatically calculates the average seepage volume per unit length for decision-making. Its calculation formula is This dual-sensor data fusion calculation method, by introducing a water storage increment correction term, effectively overcomes the range limitations and reliability issues that may exist in single flow measurement methods, ensuring the accuracy of measurement results under different seepage conditions and laying a solid data foundation for subsequent intelligent decision-making.

[0046] Furthermore, the system is also configured to: compare the average seepage volume with a preset grouting threshold range including a first threshold and a second threshold, and generate a corresponding early warning signal based on the comparison result; wherein the second threshold is greater than the first threshold; The step of determining the corresponding grouting strategy based on the comparison results includes: The grouting strategy is determined based on the early warning signal generated by the system; wherein, If a first warning signal indicating that the average seepage volume is less than the first threshold is received, then the grouting strategy is determined to be no grouting required; If a second warning signal indicating that the average seepage volume is greater than or equal to the first threshold and less than the second threshold is received, the grouting strategy is determined to be local pre-grouting of the designated area. If a third warning signal indicating that the average seepage volume is greater than or equal to the second threshold is received, the grouting strategy is determined to be full-section pre-grouting.

[0047] Specifically, the control host 20 completes the average seepage volume per unit length After calculation, it is immediately and automatically compared with a pre-set grouting threshold range in the internal memory. This range is defined by two key thresholds: a first lower threshold and a second lower threshold. and a higher second threshold These thresholds are predetermined and output to the system based on engineering design requirements, rock mass hydrogeological characteristics, and water seal safety standards. The first threshold... for Second threshold for .

[0048] Based on the comparison results, the system will automatically generate and output a corresponding warning signal. This signal is the system's final judgment on the current seepage status, and its form can be a data message transmitted to the remote monitoring platform or a circuit command that directly drives the status indicator light 30 on the monitoring terminal 10. The specific generation rules are as follows: if the calculated average seepage volume... Less than the first threshold The system generates and outputs a first warning signal, which is used to control the status indicator 30 to turn on green; if Greater than or equal to But smaller than Then a second warning signal is generated and output, which is used to control the status indicator 30 to turn on the yellow light; if Greater than or equal to Then, a third warning signal is generated and output, which is used to control the status indicator 30 to light up red.

[0049] Subsequently, on-site construction personnel or technicians make the final construction decision based on the specific warning signals or the color of the status indicator 30. This is a clear human-machine interaction: the construction party does not need to interpret raw data or perform calculations, but directly receives the clear status conclusions given by the system. The decision mapping relationship is as follows: when the first warning signal indicated by the system is received or the green light of the status indicator 30 is observed, the grouting strategy is determined to be no need for grouting, and the next cycle of excavation can proceed safely; when the second warning signal is received or the yellow light of the status indicator 30 is observed, the grouting strategy is determined to be local pre-grouting of the designated area; when the third warning signal is received or the red light of the status indicator 30 is observed, the grouting strategy is determined to be full-section pre-grouting. During the grouting process, if a warning signal is detected... Less than This allows grouting work in that area to be stopped. When grouting work in all areas has been completed... Less than Upon verification that the work met the required standards, the pre-grouting of this excavated section was completed.

[0050] Furthermore, when the grouting strategy involves localized grouting of a designated area, the designated area is determined based on the location of the water gauging hole that triggers the second early warning signal: If the second warning signal is triggered by a water probe located on the arch, the designated area is the fan-shaped area of ​​the arch in front of the tunnel face; If the second warning signal is triggered by a water probe located on one side of the arch, the designated area is the fan-shaped area of ​​the side wall on the corresponding side in front of the tunnel face.

[0051] Specifically, when the second warning signal generated and output by the system triggers the decision to "perform local pre-grouting in a designated area," the designated area is not arbitrarily defined, but strictly determined based on the location of the water gauging borehole that triggered the warning signal. The implementation of this mapping rule is as follows: if the second warning signal is triggered by a water gauging borehole located at the top of the arch (e.g., ... Figure 2 If triggered by borehole T1 in the tunnel, the designated area is the fan-shaped area of ​​the crown arch in front of the tunnel face. This area is based on the outlet point of the crown water exploration borehole at the tunnel face, mainly extending upwards and to both sides of the tunnel face, forming a fan-shaped cross-sectional projection range covering the potential risk zone of the tunnel crown arch. In engineering design, this fan-shaped area is further specified as a series of grouting holes with clear locations and angles. For example, in Figure 2 In the arrangement shown, this area may correspond to numbers K5, K6, K7, K8, K9, and K. 10 K 19 K 20 K 21 K 22 K 23 Grouting holes are arranged in two rows, with the two rows staggered to form a reinforced fan-shaped array for the arch. In this embodiment, the two rows of grouting holes are spaced 1.5m apart.

[0052] If the second warning signal is from a water probe located on one side of the arch (such as...) Figure 2 If the grouting is triggered by hole T2 or T3, the designated area is the fan-shaped area of ​​the sidewall on the corresponding side in front of the tunnel face. This area is based on the outlet point of the arch waist water exploration hole and mainly extends towards the tunnel face, the sidewall on that side, and adjacent areas. The grouting hole arrangement corresponding to the right sidewall fan-shaped area of ​​hole T2 may include numbers such as K3, K4, K5, K6, K7, K... 21 K 22 K 23 K 24 K 25 etc.; corresponding to the fan-shaped area on the left wall of hole T3, the arrangement of its grouting holes may include numbers such as K8, K9, K... 10 K 11 K 12 K 17 K 18 K 19 K 20 K 21These numbered holes form a fan-shaped cover on the working face for lateral seepage channels. Similarly, these holes are distributed in two rows, with the two rows of grouting holes staggered.

[0053] This implementation method combines quantitative information on seepage volume with spatial location information of seepage points, achieving a decision-making upgrade from simply knowing there is an anomaly to knowing where the anomaly is and how to handle it. Construction personnel can locate and execute the corresponding grouting hole layout diagram, which clearly defines the numbers and locations of each grouting hole, based on the water detection holes indicated by the early warning signal. This enables precise and efficient pre-grouting construction in designated risk areas. This avoids the blindness of grouting treatment, allowing for the accurate allocation of engineering resources and significantly improving the economy and scientific nature of construction while ensuring safety.

[0054] Furthermore, based on the determined grouting strategy, the pre-grouting construction for seepage prevention is performed in the corresponding area in front of the tunnel face, including: If the grouting strategy is to perform local pre-grouting in a designated area, drilling and grouting are carried out according to the location of the triggered water exploration hole and a predetermined grouting hole layout diagram; wherein, the grouting hole layout diagram includes the position and angle of multiple grouting holes in the fan-shaped area relative to the water exploration hole.

[0055] Specifically, when local pre-grouting is required for a specific fan-shaped area, the construction process immediately follows a standardized drilling and grouting procedure. Construction personnel first retrieve the corresponding grouting hole layout diagram based on the water exploration hole number (T1, T2, or T3) that triggered the early warning. This layout diagram is a technical document prepared in advance based on geological analysis and engineering design, for example... Figure 2 As shown, it precisely specifies the construction parameters for each grouting hole within the fan-shaped area. The grouting hole layout diagram includes at least two parts: first, the planar position and spacing of each grouting hole relative to the trigger water detection hole; and second, the spatial angle of each grouting hole relative to the trigger water detection hole. Each hole location is systematically identified by a numbering system in the diagram, and these numbers and their corresponding parameters together constitute a complete list of construction instructions.

[0056] During construction, workers, using rock drilling rigs or drilling machines, sequentially laid out and drilled all the grouting holes specified in the layout plan on the working face, according to the plan. Drilling operations must strictly adhere to the angles and depths specified in the plan to ensure that the reinforced curtain formed by the grouting holes effectively covers the predicted seepage fracture zone. After all grouting holes are drilled, grouting operations are carried out sequentially according to the pre-grouting process specifications until the rock mass within the fan-shaped area reaches the designed seepage prevention standard. It should be noted that during overall construction, grouting hole areas are divided according to the location of the water exploration holes. Double rows of grouting holes are arranged on the outermost side of the tunnel rock strata, with priority given to the outer row, followed by the inner row. Furthermore, based on the water flow rate of the water exploration holes, pre-grouting drilling and grouting are carried out sequentially from the side with higher water flow to the side with lower water flow within each grouting hole area. For individual holes, grouting is performed in sections from top to bottom (for more fractured rock masses) or from bottom to top (for more intact rock masses), depending on the actual rock mass conditions. During grouting, if any abnormalities are detected... Less than This will stop the grouting work in that area.

[0057] The above description is merely a preferred embodiment of this application and an explanation of the technical principles employed. Those skilled in the art should understand that the scope of the invention involved in this application is not limited to technical solutions formed by specific combinations of the above-described technical features, but should also cover other technical solutions formed by arbitrary combinations of the above-described technical features or their equivalents without departing from the inventive concept. For example, technical solutions formed by substituting the above features with (but not limited to) technical features with similar functions disclosed in this application.

Claims

1. A method for pre-grouting construction control of seepage prevention in fractured rock mass of a water-sealed cavern, characterized in that, include: At the current working face, at least one advanced water exploration hole is arranged according to the preset layout; The monitoring terminal (10) of the flow monitoring and early warning system is sealed and installed at the outlet of the water exploration hole, and the system is started to obtain the average seepage volume per unit length of the water exploration hole within a predetermined monitoring period. Based on the comparison between the average seepage volume output by the system and the preset grouting threshold range, the corresponding grouting strategy is determined. The grouting strategy includes at least: no grouting required, local pre-grouting of a designated area, or full-section pre-grouting; Based on the determined grouting strategy, anti-seepage pre-grouting construction is carried out in the corresponding area in front of the tunnel face.

2. The construction layout and control method for pre-grouting of fractured rock mass for seepage prevention in water-sealed caverns according to claim 1, characterized in that, The provision of at least one advanced water detection hole arranged according to a preset layout at the current working face includes: Three water exploration holes are arranged on the cross-section of the working face, located at the arch top and the two sides of the arch waist respectively.

3. The construction layout and control method for pre-grouting of fractured rock mass for seepage prevention in water-sealed caverns according to claim 2, characterized in that, The system is configured as follows: Collect the outflow data of the water exploration hole and the water level data in the monitoring terminal (10); The average seepage volume is calculated based on the outflow data and the water level data.

4. The construction layout and control method for pre-grouting of fractured rock mass for seepage prevention in water-sealed caverns according to claim 3, characterized in that, The system is further configured to: compare the average seepage volume with a preset grouting threshold range including a first threshold and a second threshold, and generate a corresponding early warning signal based on the comparison result; wherein the second threshold is greater than the first threshold; The step of determining the corresponding grouting strategy based on the comparison results includes: The grouting strategy is determined based on the early warning signal generated by the system; wherein, If a first warning signal indicating that the average seepage volume is less than the first threshold is received, then the grouting strategy is determined to be no grouting required; If a second warning signal indicating that the average seepage volume is greater than or equal to the first threshold and less than the second threshold is received, the grouting strategy is determined to be local pre-grouting of the designated area. If a third warning signal indicating that the average seepage volume is greater than or equal to the second threshold is received, the grouting strategy is determined to be full-section pre-grouting.

5. The construction layout and control method for pre-grouting of fractured rock mass for seepage prevention in water-sealed caverns according to claim 4, characterized in that, When the grouting strategy involves localized grouting of a designated area, the designated area is determined based on the location of the water tracing hole that triggers the second early warning signal: If the second warning signal is triggered by a water probe located on the arch, the designated area is the fan-shaped area of ​​the arch in front of the tunnel face; If the second warning signal is triggered by a water probe located on one side of the arch, the designated area is the fan-shaped area of ​​the side wall on the corresponding side in front of the tunnel face.

6. The construction layout and control method for pre-grouting of fractured rock mass for seepage prevention in water-sealed caverns according to claim 5, characterized in that, Based on the determined grouting strategy, pre-grouting for seepage prevention is performed on the corresponding area in front of the tunnel face, including: If the grouting strategy is to perform local pre-grouting in a designated area, drilling and grouting are carried out according to the location of the triggered water exploration hole and a predetermined grouting hole layout diagram; wherein, the grouting hole layout diagram includes the position and angle of multiple grouting holes in the fan-shaped area relative to the water exploration hole.

7. The construction layout and control method for pre-grouting of fractured rock mass for seepage prevention in water-sealed caverns according to any one of claims 1-6, characterized in that, The system includes: At least one of the monitoring terminals (10) is configured to be sealed and installed at the outlet of the water exploration hole, and is provided with a flow acquisition unit (15) and a liquid level acquisition unit (17). The control host (20) is connected to the monitoring communication and is configured to calculate the average seepage volume based on the outflow data collected by the flow acquisition unit (15) and the water storage liquid level data collected by the liquid level acquisition unit (17), and compare it with the preset grouting threshold range to generate an early warning signal. The data communication module is connected to the control host (20) and is configured to send the average seepage volume, early warning signal, grouting strategy and construction data to the remote monitoring platform through the system's data communication module to realize remote visual monitoring and data archiving.

8. The construction layout and control method for pre-grouting of fractured rock mass for seepage prevention in water-sealed caverns according to claim 7, characterized in that, The monitoring terminal (10) also includes an electric slag discharge valve (18); the control host (20) is further configured to control the opening and closing of the electric slag discharge valve (18).

9. The construction layout and control method for pre-grouting of fractured rock mass for seepage prevention in water-sealed caverns according to claim 8, characterized in that, The monitoring terminal (10) also includes a status indicator light (30); The control host (20) is also configured to control the status indicator (30) to display different colors according to the different early warning signals generated.

10. The construction layout and control method for pre-grouting of fractured rock mass in water-sealed caverns according to claim 9, characterized in that, After sealing and installing the monitoring terminal (10) of the flow monitoring and early warning system at the outlet of the water probe, and before starting the system to obtain the average seepage volume per unit length of the water probe within a predetermined monitoring period, the method further includes: The slag discharge valve is opened for a preset slag discharge time to discharge solid particles carried in the initial effluent from the water probe, and then the slag discharge valve is closed to start data acquisition.

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