Treatment method and device for roadway floor heave and roadway treatment system

Abstract

The invention provides a roadway floor heave treatment method and device and a roadway treatment system. The method comprises the steps that the damage depth of a bottom plate is obtained, and the damage depth of the bottom plate is the deformation damage depth of a roadway bottom plate rock mass; the carrying equipment is controlled, the hollow grouting anchor rod is inserted into the roadway, the hollow grouting anchor rod comprises an anchoring end, a grouting end and a pre-tightening end, the anchoring end is used for anchoring the hollow grouting anchor rod in bed rock, the length of the grouting end is equal to the damage depth of a bottom plate, the surface of the pre-tightening end is exposed in air, and the pre-tightening end is used for adjusting the pre-tightening force of the hollow grouting anchor rod; and the hollow grouting anchor rod is grouted, so that the bottom plate is solidified. According to the scheme, the problem that the bottom heaving phenomenon often occurs in roadway bottom plate surrounding rock control in the prior art is solved.

Description

Technical Field

[0001] The present application relates to the field of tunnel support technology, and in particular to a method, device, computer program product and tunnel management system for managing tunnel floor heave. Background Art

[0002] Controlling the surrounding rock of the roadway floor is a thorny issue in mine mining. Overcoming the problem of roadway floor heave requires in-depth research into its mechanisms and preventative measures. Floor heave, a common manifestation of rock pressure in mines, severely restricts safe and efficient mining, and is particularly pronounced in soft rock roadways. Summary of the Invention

[0003] The main purpose of the present application is to provide a method, device, computer program product and tunnel management system for controlling tunnel floor heave, so as to at least solve the problem of frequent occurrence of floor heave in tunnel floor surrounding rock control in the prior art.

[0004] In order to achieve the above-mentioned purpose, according to one aspect of the present application, a method for controlling tunnel floor heave is provided, comprising: obtaining the floor damage depth, wherein the floor damage depth is the depth of deformation and damage of the tunnel floor rock mass; controlling the handling equipment to insert a hollow grouting anchor rod into the tunnel, wherein the hollow grouting anchor rod comprises an anchoring end, a grouting end and a pre-tightening end, the anchoring end is used to anchor the hollow grouting anchor rod in the bedrock, the length of the grouting end is equal to the floor damage depth, the surface of the pre-tightening end is exposed to the air, and the pre-tightening end is used to adjust the pre-tightening force of the hollow grouting anchor rod; grouting the hollow grouting anchor rod to solidify the floor.

[0005] Optionally, obtaining the floor failure depth includes: obtaining the internal friction angle of the tunnel floor rock mass; and using a slip line field technology to determine the floor failure depth based at least on the internal friction angle.

[0006] Optionally, grouting the hollow grouting anchor rod includes: obtaining a grouting amount; obtaining a grouting speed; and grouting the hollow grouting anchor rod according to the grouting amount and the grouting speed.

[0007] Optionally, obtaining the grouting amount includes: obtaining first relevant information, wherein the first relevant information includes at least one or more of a slurry diffusion radius, a hollow length of the hollow grouting anchor rod, and a rock porosity; and determining the grouting amount based on the first relevant information.

[0008] Optionally, obtaining the grouting speed includes: obtaining second relevant information, wherein the second relevant information includes at least one or more of slurry viscosity, slurry flow rate, slurry solidification time, crack size, crack distribution, crack connectivity, crack permeability and grouting pressure; and determining the grouting speed based on the second relevant information.

[0009] Optionally, after grouting the hollow grouting anchor rod, the method further comprises: pouring a floor with concrete to level the bottom plate, wherein the exposed portion of the hollow grouting anchor rod is poured into the floor.

[0010] Optionally, after obtaining the bottom plate damage depth, the method further includes: obtaining a change in the bottom plate, wherein the change includes one or more of a displacement, a stress change, a deformation, and a pressure change; and determining that a bottom bulging phenomenon occurs in the bottom plate when the change meets a preset condition, wherein the preset condition includes one or more of the displacement being greater than or equal to a preset displacement threshold, the stress change being greater than or equal to a preset stress change threshold, the deformation being greater than or equal to a preset deformation threshold, and the pressure change being greater than or equal to a preset pressure change threshold.

[0011] According to another aspect of the present application, a device for controlling tunnel floor heave is provided, comprising: a first acquisition unit for acquiring a floor damage depth, wherein the floor damage depth is the depth of deformation and damage of the tunnel floor rock mass; a control unit for controlling a transport device to insert a hollow grouting anchor rod into the tunnel, wherein the hollow grouting anchor rod comprises an anchoring end, a grouting end and a pre-tightening end, the anchoring end being used to anchor the hollow grouting anchor rod in the bedrock, the length of the grouting end being equal to the floor damage depth, the surface of the pre-tightening end being exposed to the air, and the pre-tightening end being used to adjust the pre-tightening force of the hollow grouting anchor rod; a first grouting unit for grouting the hollow grouting anchor rod to solidify the floor.

[0012] According to another aspect of the present application, a computer program product is provided, comprising a computer program, wherein when the computer program is executed by a processor, the computer program implements the steps of any one of the methods for treating a roadway floor drum.

[0013] According to another aspect of the present application, a tunnel management system is provided, comprising: one or more processors, a memory, and one or more programs, wherein the one or more programs are stored in the memory and are configured to be executed by the one or more processors, and the one or more programs include methods for executing any one of the tunnel bottom drum management methods.

[0014] By applying the technical solution of the present application, the anchoring end of the hollow grouting anchor rod is anchored in the stable bedrock, connecting the damaged surrounding rock and the stable surrounding rock into a whole. After grouting at the grouting end, the slurry can cement the broken surrounding rock into a whole, increase the cohesion, internal friction angle and elastic modulus of the rock mass, increase the stability of the surrounding rock, enhance the bearing capacity of the rock mass, reduce the bottom heave phenomenon of the tunnel, and ensure safe and efficient mining of the mine. BRIEF DESCRIPTION OF THE DRAWINGS

[0015] The drawings that constitute part of this application are used to provide a further understanding of this application. The illustrative embodiments of this application and their descriptions are used to explain this application and do not constitute an improper limitation on this application. In the drawings:

[0016] Figure 1 A hardware structure block diagram of a mobile terminal for executing a method for treating tunnel floor heave provided in an embodiment of the present application is shown;

[0017] Figure 2 A schematic flow chart of a method for treating roadway floor heave according to an embodiment of the present application is shown;

[0018] Figure 3 Shows a schematic diagram of the hollow anchor structure;

[0019] Figure 4 Shows a schematic cross-sectional view of the installation of a hollow anchor rod;

[0020] Figure 5 A schematic diagram of a tunnel floor mechanical model provided when determining the floor failure depth is shown;

[0021] Figure 6 A schematic diagram of a damage depth calculation model is shown;

[0022] Figure 7 A schematic flow chart of another method for treating roadway floor heave is shown;

[0023] Figure 8 A structural block diagram of a tunnel floor heave treatment device provided according to an embodiment of the present application is shown.

[0024] The above drawings include the following reference numerals:

[0025] 102. Processor; 104. Memory; 106. Transmission equipment; 108. Input / output equipment; 10. Anchoring end; 11. Grouting end; 12. Grouting hole; 13. Grouting stopper; 14. Tray; 15. Self-aligning ball pad; 16. Nut; 17. Grouting port. DETAILED DESCRIPTION

[0026] It should be noted that, in the absence of conflict, the embodiments and features of the embodiments in this application can be combined with each other. The present application will be described in detail below with reference to the accompanying drawings and in combination with the embodiments.

[0027] In order to enable those skilled in the art to better understand the present invention, the following will clearly and completely describe the technical solutions in the embodiments of the present invention 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, not all of the embodiments. Based on the embodiments in the present invention, all other embodiments obtained by ordinary technicians in this field without making creative efforts should fall within the scope of protection of this application.

[0028] It should be noted that the terms "first", "second", etc. in the specification and claims of the present application and the above-mentioned drawings are used to distinguish similar objects and are not necessarily used to describe a specific order or sequential order. It should be understood that the data used in this way can be interchanged where appropriate, so that the embodiments of the present application described here. In addition, the terms "including" and "having" and any of their variations are intended to cover non-exclusive inclusions. For example, a process, method, system, product or device that includes a series of steps or units is not necessarily limited to those steps or units clearly listed, but may include other steps or units that are not clearly listed or inherent to these processes, methods, products or devices.

[0029] As introduced in the background technology, bottom heaving phenomenon often occurs in the control of tunnel floor surrounding rock in the prior art. To solve the above problem, the embodiments of the present application provide a tunnel bottom heaving control method, device, computer program product and tunnel control system.

[0030] The technical solutions in the embodiments of the present invention will be described clearly and completely below with reference to the accompanying drawings in the embodiments of the present invention.

[0031] The method embodiments provided in the embodiments of the present application can be executed in a mobile terminal, a computer terminal or a similar computing device. Taking running on a mobile terminal as an example, Figure 1 This is a hardware structure block diagram of a mobile terminal for a method for treating tunnel floor heave according to an embodiment of the present invention. Figure 1 As shown, the mobile terminal may include one or more ( Figure 1 Only one is shown) a processor 102 (the processor 102 may include but is not limited to a microprocessor MCU or a programmable logic device FPGA and other processing devices) and a memory 104 for storing data, wherein the mobile terminal may also include a transmission device 106 and an input and output device 108 for communication functions. It will be understood by those skilled in the art that Figure 1The structure shown is only for illustration and does not limit the structure of the mobile terminal. Figure 1 More or fewer components than shown, or with Figure 1 Different configurations shown.

[0032] The memory 104 can be used to store computer programs, such as software programs and modules of application software, such as the computer program corresponding to the device information display method in the embodiment of the present invention. The processor 102 executes various functional applications and data processing by running the computer program stored in the memory 104, that is, implementing the above-mentioned method. The memory 104 may include a high-speed random access memory and may also include a non-volatile memory, such as one or more magnetic storage devices, flash memory, or other non-volatile solid-state memory. In some examples, the memory 104 may further include a memory remotely located relative to the processor 102, and these remote memories can be connected to the mobile terminal via a network. Examples of the above-mentioned networks include but are not limited to the Internet, corporate intranets, local area networks, mobile communication networks, and combinations thereof. The transmission device 106 is used to receive or send data via a network. Specific examples of the above-mentioned network may include a wireless network provided by the mobile terminal's communication provider. In one example, the transmission device 106 includes a network adapter (Network Interface Controller, abbreviated as NIC), which can be connected to other network devices via a base station to communicate with the Internet. In one example, the transmission device 106 may be a radio frequency (RF) module, which is used to communicate with the Internet wirelessly.

[0033] In this embodiment, a method for controlling tunnel floor drums that runs on a mobile terminal, a computer terminal, or a similar computing device is provided. It should be noted that the steps shown in the flowchart of the accompanying drawings can be executed in a computer system such as a set of computer-executable instructions, and although a logical order is shown in the flowchart, in some cases, the steps shown or described can be executed in an order different from that shown here.

[0034] Figure 2 FIG. 1 is a flow chart of a method for treating floor heave in a roadway according to an embodiment of the present application. Figure 2 As shown, the method includes the following steps:

[0035] Step S201, obtaining the floor failure depth, wherein the floor failure depth is the depth of deformation and failure of the tunnel floor rock mass;

[0036] Specifically, the floor failure depth refers to the depth of the rock layer where the roadway floor undergoes plastic deformation and ultimately forms a failure zone due to the bearing pressure generated by roadway excavation. This parameter is crucial for selecting appropriate reinforcement measures because it directly determines the depth to which reinforcement materials (such as hollow grouting anchors) need to extend to ensure that the reinforcement material can connect with the stable rock layer, effectively improving the overall bearing capacity and stability of the roadway floor.

[0037] In addition, the solution of this application can also use geological radar technology to detect the structure and crack distribution inside the tunnel floor rock mass by analyzing the reflected signal, and then evaluate the damage depth. It is also possible to drill holes in the tunnel floor and take cores, and directly measure the damage depth by observing the degree of damage and crack development of the cores. It is also possible to monitor the acoustic emission signals of the tunnel floor rock mass in real time, analyze the signal characteristics, and determine the stress state and potential damage depth of the rock mass. It is also possible to establish a calculation model based on rock mechanics principles, such as the Mohr-Coulomb strength criterion, combined with the geometric dimensions of the tunnel, the physical and mechanical parameters of the surrounding rock, and the support pressure, to predict the floor damage depth.

[0038] Step S202: Controlling the transport equipment to insert the hollow grouting anchor rod into the roadway, wherein the hollow grouting anchor rod comprises an anchoring end, a grouting end, and a pre-tightening end, wherein the anchoring end is used to anchor the hollow grouting anchor rod in the bedrock, the length of the grouting end is equal to the depth of the bottom plate failure, and the surface of the pre-tightening end is exposed to the air, and the pre-tightening end is used to adjust the pre-tightening force of the hollow grouting anchor rod;

[0039] Specifically, the length of the grouting end is consistent with the damage depth of the tunnel floor. The hollow grouting anchor rod can improve the integrity and bearing capacity of the tunnel floor through the dual effects of the rod body and slurry, thereby solving the tunnel floor heave problem.

[0040] Specifically, according to the depth of floor damage, hollow grouting anchors are used to reinforce the tunnel floor. Figure 3 As shown, the anchor end 10 of the anchor rod is anchored in the stable bedrock, the grouting end 11 is consistent with the failure depth of the tunnel floor, and the pre-tightening end is exposed outside the floor. The exposed length of the pre-tightening end is generally 50-100mm. The anchor end of the hollow grouting anchor rod is anchored in the stable bedrock, connecting the damaged surrounding rock and the stable surrounding rock into a whole. After grouting the grouting end, the slurry can cement the broken surrounding rock into a whole, increasing the cohesion, internal friction angle, and elastic modulus of the rock mass, thereby increasing the stability of the surrounding rock. The exposed end of the anchor rod is cast in the concrete floor, acting as a skeleton within the concrete.

[0041] Specifically, if Figure 3 As shown, the hollow grouting anchor further includes a grouting hole 12, a grouting plug 13, a tray 14, and a self-aligning ball pad 15. The pre-tightening end may include a nut 16, and the grouting port 17 is used for grouting.

[0042] The anchoring end: This is the deepest part of the anchor bolt, securing it to the stable bedrock. A resin coil or expansion device is typically used at the anchoring end to ensure a secure bond between the bolt and the rock formation. In this solution, the anchoring end is anchored using an MSK2570 resin coil. The coil's set length matches the anchoring length, ensuring a stable and reliable anchor.

[0043] Grouting tip: Located between the anchoring tip and the preloaded tip, the grouting tip injects grout into the cracks in the roadway floor rock mass through a hollow rod. The depth of the grouting tip is designed to align with the failure depth of the roadway floor to ensure the grout fully fills the cracks, strengthening the integrity of the rock mass and improving its bearing capacity and stability.

[0044] Preload end: The preload end is the exposed portion of the anchor bolt. Its primary function is to further strengthen the connection between the bolt and the rock formation by applying a preload force. The preload end is typically equipped with a nut and a support plate. A torque wrench is used to apply preload torque to the anchor bolt, ensuring a preload force of at least 50 kN and a preload torque of at least 200 Nm. The preload end is encapsulated in the concrete during floor pouring, reinforcing the concrete structure.

[0045] Grout holes: Located at the grouting end, these holes are the channels through which grout flows from the inside of the anchor bolt to the external rock fissures. The design of the grout holes must ensure that the grout can be evenly filled into the fissures while preventing premature solidification of the grout, which would affect the filling effect.

[0046] Grout plugs: During the grouting process, grout plugs seal the anchor holes, preventing grout from leaking out after grouting, ensuring the grout can fully penetrate the rock fissures and solidify. The stability of the grout plugs is crucial to the effectiveness of grouting, and they must be able to withstand a certain pressure.

[0047] Tray: Located at the preload end, the tray mates with the threaded end of the anchor rod and is secured to the rock surface via a nut. The tray's primary function is to evenly distribute the anchor rod's preload force across the rock surface, preventing localized stress concentration. During concrete floor pouring, the tray also helps to more tightly bond the anchor rod to the concrete, enhancing overall structural stability.

[0048] Self-aligning ball pads: Placed between the anchor rod and the tray, these pads adapt to the unevenness of the rock surface, ensuring good contact between the anchor rod and the rock surface during pre-tightening, improving anchoring effectiveness. The use of self-aligning ball pads evenly distributes the pre-tightening force on the anchor rod and increases friction between the anchor rod and the rock mass.

[0049] Specifically, a thread is left at the tail of the anchor rod, and the nut matches the thread. Each anchor rod is protected by an iron support plate with a specification of 150×150×10mm. The pre-tightening force of the anchor rod is not less than 50KN, and the pre-tightening torque is not less than 200N.m.

[0050] Specifically, if Figure 4 As shown, the anchor bolts are Φ22×2500mm in diameter, with a spacing of 900mm. They are installed 500mm from the sides of the tunnel floor at a 75° angle to the horizontal. (The bolts are perpendicular to the slip line, with the anchor ends fully anchored in the stable bedrock. The 500mm distance from the sides ensures that the bolts are installed at the deepest point along the slip line and a larger slurry diffusion radius.)

[0051] Specifically, drilling is performed using an anchor drill with a Φ32mm drill bit. Each anchor is anchored with one section of MSK2570 resin roll, with the set length of the roll matching the anchor length. When installing the hollow grouting anchor, slowly push it inward while stirring. Once the anchor reaches the designated design position, stir for another 10-18 seconds. A grouting plug is then promptly installed to ensure the hole is tightly blocked. After waiting for 60-120 seconds, the anchor nut is pre-tightened with a jackhammer to ensure a pre-tightening force greater than 50kN and a pre-tightening torque of at least 200Nm.

[0052] Step S203: Grouting the hollow grouting anchor rods to solidify the base plate.

[0053] Specifically, hollow grouting anchors are injected to solidify the damaged surrounding rock of the tunnel floor. During the grouting process, the grout fills the cracks in the rock mass. Once the grout solidifies, it bonds with the rock mass, forming a new network skeleton structure that increases the support strength of the tunnel floor.

[0054] Through this embodiment, the anchoring end of the hollow grouting anchor rod is anchored in the stable bedrock, connecting the damaged surrounding rock and the stable surrounding rock into a whole. After grouting at the grouting end, the slurry can cement the broken surrounding rock into a whole, increase the cohesion, internal friction angle and elastic modulus of the rock mass, increase the stability of the surrounding rock, enhance the bearing capacity of the rock mass, reduce the bottom bulging phenomenon of the tunnel, and ensure safe and efficient mining of the mine.

[0055] The existing floor heave control technologies mainly include pressure relief method and support method. The principle of pressure relief method to control floor heave is to release the high stress of the floor and the underlying rock layer or transfer it to the deep rock layer. For example, when the stress of the tunnel surrounding rock and the deformation of the floor are small, the floor heave problem can be solved by excavating a pressure relief groove in the tunnel floor. The support method is usually suitable for floor heave caused by low strength and crushing of the tunnel floor rock layer. The main methods are: ① adding anchor rods to the floor and the side, combining the shallow unstable rock layer and the deep stable rock layer into a whole; ② full-section support, which applies a reaction force to the floor, changes the stress distribution of the floor, and can effectively prevent large deformation of the floor; ③ reinforced concrete anti-arch, this method is similar to the principle of closed support support, and improves the stress distribution of the floor.

[0056] The pressure relief method is suitable for hard rock tunnels, but it cannot effectively control the deformation of the tunnel floor rock layer for soft rock tunnels; the support method is suitable for tunnels with a small burial depth and small tectonic stress, but for tunnels with a large burial depth and high stress soft rock, the floor heave is usually large and the floor heave deformation lasts for a long time. In this case, it is often difficult to achieve the desired effect by using the support method to control the floor heave.

[0057] The present application provides a method for treating floor drum in a roadway, which is simple to construct and easy to operate on site. It is applicable to most floor drum roadways and has good quality results.

[0058] In a specific implementation process, the floor failure depth can be obtained by the following steps: obtaining the internal friction angle of the tunnel floor rock mass; using the slip line field technology to determine the floor failure depth based on at least the internal friction angle.

[0059] In this plan, by obtaining the internal friction angle of the tunnel floor rock mass and combining it with the slip line field technology to calculate the damage depth, a scientific basis is provided for the treatment of tunnel floor heave. Through the comprehensive application of hollow grouting anchor rods and concrete floors, the tunnel floor heave problem is further solved, and the safety and stability of the tunnel are further improved.

[0060] Specifically, the tangent of the slip surface in a section is the slip line, which consists of three parts: active slip line, transition slip line and passive slip line. The active slip line and passive slip line are straight lines, and the transition slip line is a curve.

[0061] Specifically, a calculation model for the slip line depth of tunnel floor failure can be established to calculate the tunnel floor failure depth. Under the support pressure on both sides of the tunnel, the tunnel floor rock mass is continuously damaged and softened, and the rock mass undergoes plastic deformation, forming a plastic zone. When the support pressure reaches the maximum load K0γh that causes complete destruction of part of the rock mass, the plastic zone of the rock mass around the support pressure action area will be connected, causing the tunnel floor to bulge, and the plastically deformed rock mass will move into the tunnel and form a continuous slip surface.

[0062] With the tunnel centerline as the axis of symmetry, the concentrated stresses on both sides of the tunnel are symmetrical, with the maximum concentrated stress being K0γh. Under the concentrated stress in the extreme zone, the damaged rock mass of the tunnel floor slides along the failure plane into the tunnel space. The maximum failure depth of the tunnel floor is calculated based on the internal friction angle of the tunnel floor rock mass and the concentrated stress values ​​on both sides.

[0063] Specifically, if Figure 5 and Figure 6 As shown in the figure, the slip line field consists of three parts: Zone I, Zone II, and Zone III. Zone I is the active limit zone, Zone II is the transition zone, and Zone III is the passive limit zone. The slip lines in Zones I and II are composed of two sets of straight lines, while the slip lines in Zone II are composed of a set of logarithmic spirals. The lowest point of the bottom plate failure depth is at the inflection point of the slip lines in Zone II.

[0064] Length of BC section in zone I:

[0065]

[0066] Where x1 is the length of the ultimate equilibrium zone of the roadway rock mass, is the internal friction angle of the tunnel floor rock mass.

[0067] The length of the BF segment in zone II is The failure depth of the tunnel floor rock mass is h = l2sina, where a is the angle between the line l2 and the horizontal direction:

[0068]

[0069] The failure depth of the roadway floor is obtained from the above formula:

[0070]

[0071] Specifically, the importance of the rock mechanics parameter of internal friction angle and its application in slip line field technology in assessing the failure depth of tunnel floors is highlighted. The internal friction angle (φ) is a fundamental parameter in rock mechanics, reflecting the friction between rock particles and directly affecting the shear strength of the rock. In the control and treatment of tunnel floor heave, the magnitude of the internal friction angle is crucial for predicting the failure mode and depth of the tunnel floor rock mass.

[0072] Slip-line field technology is a theoretical calculation method used to predict the failure mode and depth of rock under specific stress conditions. Based on the Mohr-Coulomb strength theory, it estimates the rock's plastic deformation zone and failure depth by analyzing the slip lines after stress (i.e., the boundaries of the region where the rock begins to slide when the internal stress of the rock mass reaches its shear strength). In this invention, slip-line field technology, combined with information on the internal friction angle of the roadway floor rock mass, is used to calculate the failure depth of the roadway floor, providing a basis for subsequent reinforcement measures.

[0073] In a specific implementation process, grouting the hollow grouting anchor rod can be achieved through the following steps: obtaining the grouting amount; obtaining the grouting speed; and grouting the hollow grouting anchor rod according to the grouting amount and the grouting speed.

[0074] In this scheme, by accurately calculating the grouting volume and reasonably controlling the grouting speed, the effective filling of the slurry in the cracks of the tunnel floor rock mass is ensured, which can enhance the integrity and bearing capacity of the rock mass.

[0075] Specifically, the grouting component is mainly cement slurry, which is composed of PO 42.5 grade ordinary Portland cement and cement additives. When the hollow grouting anchor is subjected to high-pressure grouting, the slurry can fill the obvious cracks inside the rock mass. At the same time, under the action of high pressure, the closed cracks and voids are compressed, and the rock mass as a whole is compacted, thereby increasing the elastic modulus of the rock mass and increasing the strength of the rock mass.

[0076] Specifically, the grouting volume refers to the total amount of slurry injected into the cracks in the surrounding rock of the roadway via hollow grouting anchors. It directly affects the reinforcement effect and can be accurately calculated based on parameters such as the rock mass fracture ratio, the hollow length of the anchor, and the slurry diffusion radius. The grouting rate refers to the amount of slurry injected into the cracks per unit time. It is related to the slurry's diffusion efficiency and filling quality in the cracks. Too fast a rate may cause slurry overflow, while too slow a rate may affect the slurry's fluidity, thereby affecting the filling effect.

[0077] When calculating the grouting volume and grouting rate, a variety of factors must be considered. For example, the grouting diffusion radius (r) is the range within which the grout can effectively diffuse within the rock mass fissures, and its size depends on the properties of the grout and the characteristics of the fissures. The hollow length (L) of the hollow grouting anchor determines the depth to which the grout can be injected. The rock fracture ratio (f) reflects the degree of development of the internal fractures in the rock mass. The filling coefficient (k) of the cement grout indicates the proportion of the fractures that can be effectively filled by the grout. Furthermore, the grouting rate must also take into account the setting time of the grout to ensure that the grouting operation is completed before the grout solidifies.

[0078] In the specific implementation process, the grouting amount can be obtained through the following steps: obtaining first relevant information, wherein the above-mentioned first relevant information at least includes one or more of the slurry diffusion radius, the hollow length of the above-mentioned hollow grouting anchor and the rock porosity; determining the above-mentioned grouting amount based on the above-mentioned first relevant information.

[0079] In this solution, by accurately calculating the grouting volume and controlling the grouting speed and pressure, the tunnel floor rock mass is effectively reinforced, the bottom heave phenomenon is reduced, and the safety and stability of the tunnel can be further improved.

[0080] Specifically, in one achievable method, the grouting volume per hole of the hollow grouting anchor is: Q = πr 2 Lnb, where r is the slurry diffusion radius; L is the hollow length of the hollow grouting anchor; n is the rock fracture ratio, and b is the filling coefficient of the cement slurry.

[0081] Specifically, the grouting amount can also be determined by an intelligent model to construct a first determination model, wherein the above-mentioned first determination model is obtained by training using multiple sets of training data, and each set of training data in the above-mentioned multiple sets of training data includes historical first relevant information obtained within a historical time period and historical grouting amounts corresponding to the above-mentioned historical first relevant information; the above-mentioned first relevant information is input into the above-mentioned first determination model to obtain the grouting amount corresponding to the above-mentioned first relevant information.

[0082] Grout diffusion radius (r): This refers to the range within which grout can effectively diffuse within rock fractures after grouting. The grout diffusion radius is affected by a variety of factors, including grout properties (such as viscosity and setting time), fracture porosity, and grouting pressure. A larger diffusion radius allows the grout to cover a wider area within the fracture, enhancing the reinforcement effect.

[0083] The hollow length (L) of the hollow grouting anchor is the length of the grouting tip extending into the rock mass, which corresponds to the failure depth of the roadway floor. The hollow length determines the depth of grout injection, ensuring that the grout reaches the failure zone in the rock mass, thereby improving the targetedness and effectiveness of the reinforcement.

[0084] Rock fracture ratio (f): This indicates the degree of fracture development in the rock mass. The higher the fracture ratio, the lower the strength and stability of the rock mass. The fracture ratio is an important parameter for calculating grouting volume because it directly affects grout consumption and filling efficiency.

[0085] In practice, to more precisely control the grouting process, the grouting rate and pressure also need to be considered. The grouting rate should match the setting time of the cement slurry to ensure sufficient diffusion within the rock mass without premature solidification. The grouting pressure should be appropriately selected based on the pore pressure and fracture connectivity of the rock mass to avoid slurry overflow or the creation of new fractures.

[0086] In this example, assuming the setting time of cement slurry is 30 minutes, the grouting time per hole is controlled within 5 minutes to ensure sufficient diffusion of the slurry before setting. At the same time, an appropriate grouting pressure, such as 2 MPa, is selected based on the pore pressure of the rock mass to ensure that the slurry can smoothly enter the rock mass cracks without causing damage.

[0087] In some embodiments, obtaining the grouting speed can be specifically achieved through the following steps: obtaining second relevant information, wherein the above-mentioned second relevant information includes at least one or more of slurry viscosity, slurry flow rate, slurry solidification time, crack size, crack distribution, crack connectivity, crack permeability and grouting pressure; determining the above-mentioned grouting speed based on the above-mentioned second relevant information.

[0088] In this scheme, by comprehensively considering the second relevant information, the grouting speed is reasonably set to ensure that the slurry can effectively fill the cracks in the tunnel floor rock mass, further improve the cohesion and stability of the rock mass, and effectively control the bottom heave phenomenon.

[0089] Specifically, the grouting speed can also be determined by an intelligent model to construct a second determination model, wherein the above-mentioned second determination model is obtained by training using multiple sets of training data, and each set of training data in the above-mentioned multiple sets of training data includes historical second relevant information obtained within a historical time period and historical grouting speeds corresponding to the above-mentioned historical second relevant information; the above-mentioned second relevant information is input into the above-mentioned second determination model to obtain the grouting speed corresponding to the above-mentioned second relevant information.

[0090] Slurry consistency: The consistency (viscosity) of a slurry affects its fluidity and ability to fill fractures. Slurries with lower consistency flow better and can more easily fill fine fractures. However, too low a viscosity can cause the slurry to diffuse too quickly within the rock mass, making it difficult to control the filling range. Conversely, slurries with higher consistency are suitable for filling larger fractures, but may require higher grouting pressures.

[0091] Slurry flow rate: This refers to the speed at which the slurry flows through the cracks under a certain pressure. A flow rate that is too fast may cause the slurry to overflow the cracks, while a flow rate that is too slow may affect the diffusion range of the slurry before solidification, thereby affecting the reinforcement effect.

[0092] Grout setting time: The setting time of the grout determines the time window from grouting to grout hardening. The grouting rate needs to match the grout setting time to ensure that the grout can completely fill the cracks before solidifying.

[0093] Fracture size, distribution, and connectivity: These parameters directly impact the grout flow path and filling efficiency. Larger fractures may require higher grouting pressures and faster grouting rates, while densely distributed and well-connected fracture networks require moderate grouting rates to avoid premature setting or overflow.

[0094] Fracture permeability: Permeability reflects the resistance of the fracture to the flow of slurry. High permeability fracture areas require higher grouting pressure and faster grouting speed to ensure smooth filling of the slurry.

[0095] Grouting pressure: The setting of grouting pressure needs to consider all the above-mentioned second-related information to balance the fluidity and filling effect of the slurry while avoiding additional damage to the rock mass.

[0096] For example, in a coal mine roadway reinforcement project, hollow grouting anchors were used for rock reinforcement. The specific parameters were:

[0097] Grout consistency: moderate, using grout prepared with P.O42.5 grade ordinary Portland cement and appropriate amount of grouting additives to ensure that the grout can fill fine cracks while being controlled within the predetermined range;

[0098] Slurry flow rate: Through laboratory simulation, the flow rate is determined to be 20mm / min, which can ensure that the slurry is fully filled without causing slurry overflow;

[0099] Grout setting time: Based on cement properties and additives, the setting time is set at 30 minutes. The grouting speed must ensure that the slurry completely fills the cracks before setting;

[0100] Crack size: According to geological radar detection, the average crack width is 0.5 mm. The existence of smaller cracks requires the slurry to have good fluidity;

[0101] Crack distribution: The cracks in the roadway floor rock mass are dense and evenly distributed, but there are some areas with poor connectivity. The grouting speed needs to be adjusted to adapt to different crack connectivity conditions.

[0102] Fracture permeability: Core sampling and permeability testing determined that the average fracture permeability was 0.0002 m / s, which is relatively low, requiring a moderate grouting rate to ensure smooth grouting.

[0103] Grouting pressure: Based on the fracture permeability and slurry consistency, the grouting pressure is set to 1.5 MPa to balance the slurry filling and rock stress.

[0104] Based on the above information, the grouting rate was determined as follows: filling the crack network of one hollow grouting anchor within 30 min, that is, the total volume of cracks filled per minute should match the slurry flow rate and crack distribution to ensure that grouting is completed within the setting time.

[0105] In some embodiments, after grouting the hollow grouting anchor rod, the method further includes the following steps: pouring a floor with concrete to level the bottom plate, wherein the exposed portion of the hollow grouting anchor rod is poured into the floor.

[0106] In this solution, during the tunnel floor heave treatment process, the tunnel floor is leveled by pouring concrete, and the pre-tightened end (i.e., the exposed part) of the hollow grouting anchor rod is poured into the concrete to enhance the overall structural stability.

[0107] Specifically, a concrete floor is poured, with the exposed ends of the anchors embedded within the concrete. This serves to level the tunnel floor, fill in the exposed anchors, and increase overall stability. Within a certain distance of the delayed hollow anchors, a concrete floor with a thickness of 100-200mm and a concrete strength of no less than C20 is poured. The exposed ends of the anchors are embedded within the concrete floor. The anchors connect the tunnel surface rock, the underlying rock mass, and the concrete floor, creating a single, more compressive-resistant structure.

[0108] Specifically, in the solution of the present application, the construction is simple, and the anchoring end of the hollow grouting anchor rod is anchored in the stable bedrock, connecting the damaged surrounding rock and the stable surrounding rock into a whole. After grouting at the grouting end, the slurry can cement the broken surrounding rock into a whole, increase the cohesion, internal friction angle and elastic modulus of the rock mass, etc., increase the stability of the surrounding rock, and the exposed end of the anchor rod is cast in the concrete floor, acting as a skeleton in the concrete.

[0109] Specifically, the purpose of pouring concrete floors is to provide a smooth, solid bottom surface, which not only improves roadway walking conditions and increases equipment operating safety, but also fills any uneven areas left after floor heave treatment, improving the integrity and flatness of the roadway floor. Casting the preloaded ends of hollow grouting anchors into the concrete ensures a physical connection between the anchors and the concrete, enhancing the concrete's support for the roadway floor. The anchors also act as a skeleton within the concrete, increasing the concrete's compressive and shear strengths.

[0110] For example, in a coal mine roadway reinforcement project, floor heave was effectively controlled through hollow grouting anchor reinforcement. To further improve the flatness and stability of the roadway floor, the project team decided to use concrete for the floor. The specific steps are as follows:

[0111] Prepare concrete materials: Choose C30 concrete to ensure sufficient strength and smoothness, while also considering construction conditions and cost. The concrete mix should be controlled at a cement: sand: gravel ratio of 1:2:3, with a water-cement ratio of 0.5.

[0112] Leveling the base plate: After grouting anchor reinforcement, first use crushed stone to fill the larger uneven areas on the base plate to ensure that the base plate surface is basically flat in preparation for concrete pouring.

[0113] Concrete pouring: On the prepared base plate, pour a 200mm thick concrete layer with a concrete strength of not less than C30 to ensure the bearing capacity and durability of the base plate. When pouring concrete, ensure that the pre-tightened end (exposed part) of the hollow grouting anchor is located inside the concrete layer.

[0114] Set the pouring sequence: To avoid displacement or damage to the installed anchor rods during concrete flow, pouring concrete should start from one end of the tunnel and gradually move to the other end to ensure uniform distribution of concrete.

[0115] Concrete curing: After pouring, the concrete should be properly cured and maintained at appropriate humidity and temperature to promote the hardening and strength growth of the concrete.

[0116] Quality inspection: After the concrete hardens, a quality inspection is carried out, including the flatness, thickness and strength of the concrete, to ensure that the floor meets the design and safety requirements.

[0117] In some embodiments, after obtaining the bottom plate damage depth, the above method further includes the following steps: obtaining the change of the above bottom plate, wherein the above change includes one or more of displacement, stress change, deformation and pressure change; when the above change meets the preset conditions, determining that the bottom plate has a bottom bulging phenomenon, wherein the above preset conditions include one or more of the above displacement being greater than or equal to a preset displacement threshold, the above stress change being greater than or equal to a preset stress change threshold, the above deformation being greater than or equal to a preset deformation threshold, and the above pressure change being greater than or equal to a preset pressure change threshold.

[0118] In this solution, by comprehensively monitoring the displacement, stress change, deformation and pressure change of the tunnel floor and comparing them with preset thresholds, the risk of floor heave can be discovered and assessed in a timely manner, providing an important basis for the safe management and maintenance of the tunnel.

[0119] Displacement: This is a measurement of the displacement of the tunnel floor relative to its initial position. This is typically done using methods such as geological radar, laser displacement sensors, or core sampling. An increase in displacement indicates that the floor may be bulging or moving.

[0120] Stress changes: Monitor stress changes within the tunnel floor rock mass. By deploying strain gauges, pressure sensors, and other equipment, these changes are recorded during the mining process. A significant increase in stress may indicate that the floor rock mass is experiencing excessive pressure, leading to floor heave.

[0121] Deformation: Observe the degree of deformation of the tunnel floor, such as plane deformation and convex deformation, usually through visual inspection, geological radar scanning or laser rangefinder. An increase in deformation is a direct manifestation of the floor heave phenomenon.

[0122] Pressure variation: records the changes in external and internal pressures on the tunnel floor rock mass, such as support pressure, groundwater pressure, etc. The increase in pressure may cause plastic deformation of the floor rock mass, thereby causing floor heave.

[0123] Preset conditions include thresholds for displacement, stress change, deformation, and pressure change. These thresholds are determined based on tunnel design safety standards, rock mass mechanical properties, and historical data. If the monitored change exceeds any of the preset thresholds, it indicates that the stability of the tunnel floor may be seriously threatened, posing a risk of floor heave.

[0124] For example, in the daily monitoring of soft rock tunnels in a coal mine, the following method and preset conditions are used to judge the floor heave phenomenon:

[0125] Displacement Monitoring: Laser displacement sensors are installed on the tunnel floor to record changes in floor displacement relative to the initial stage of tunnel excavation. A preset displacement threshold of 5mm is used; when the displacement exceeds 5mm, a floor bulge warning is triggered.

[0126] Stress change monitoring: Strain gauges are placed within the tunnel floor rock mass to monitor stress changes in real time. The preset stress change threshold is 20 MPa. When the stress change exceeds 20 MPa, it indicates that the floor rock mass may be unstable.

[0127] Deformation monitoring: Regularly scan the tunnel floor using geological radar to compare changes in floor shape. The preset deformation threshold is 1% of the tunnel floor width. That is, if 1% of the floor width is deformed, it can be determined that floor heave is present.

[0128] Pressure change monitoring: Pressure sensors are installed beneath the tunnel floor to monitor changes in groundwater pressure and abutment pressure. The preset pressure change threshold is 10 MPa. When the pressure change exceeds 10 MPa, the floor stability may be affected.

[0129] During one monitoring cycle, the monitoring system recorded a displacement of the tunnel floor reaching 6mm, exceeding the preset displacement threshold. Geological radar scans also revealed deformation of 1.2% of the tunnel floor width, also exceeding the preset deformation threshold. Based on this data, it was determined that the tunnel floor was experiencing floor heave, necessitating immediate reinforcement measures, such as installing more hollow grouting anchors or adjusting the tunnel support design, to prevent further deterioration and ensure safe tunnel operation.

[0130] In order to enable those skilled in the art to more clearly understand the technical solution of the present application, the implementation process of the method for treating tunnel floor heave of the present application will be described in detail below with reference to specific embodiments.

[0131] This embodiment relates to a specific method for treating tunnel floor heave, such as Figure 7 As shown, the following steps are included:

[0132] Step 1: Establish a calculation model for the tunnel floor failure depth and calculate the tunnel floor failure depth.

[0133] Step 2: Based on the depth of floor damage, hollow grouting anchor rods are used to reinforce the tunnel floor. The anchoring end of the anchor rod is anchored in the stable bedrock, the grouting end is consistent with the depth of tunnel floor damage, and the pre-tightening end is exposed outside the floor.

[0134] Step 3: Grouting the hollow grouting anchor rods to solidify the damaged bottom rock of the tunnel.

[0135] Step 4: Pour the concrete floor and pour the exposed end of the anchor rod into the concrete floor.

[0136] The embodiments of the present application also provide a device for treating tunnel floor drums. It should be noted that the device for treating tunnel floor drums in the embodiments of the present application can be used to execute the method for treating tunnel floor drums provided in the embodiments of the present application. The device is used to implement the above-mentioned embodiments and preferred implementation methods, and those that have been explained will not be repeated here. As used below, the term "module" can be a combination of software and / or hardware that implements a predetermined function. Although the devices described in the following embodiments are preferably implemented in software, implementation in hardware, or a combination of software and hardware, is also possible and conceivable.

[0137] The following is an introduction to the tunnel floor heave treatment device provided in the embodiments of the present application.

[0138] Figure 8 This is a structural block diagram of a tunnel floor heave treatment device according to an embodiment of the present application. Figure 8 As shown, the device includes:

[0139] The first acquisition unit 100 is used to acquire the floor failure depth, wherein the floor failure depth is the depth of deformation and failure of the tunnel floor rock mass;

[0140] A control unit 200 is configured to control the handling equipment to insert the hollow grouting anchor rod into the roadway, wherein the hollow grouting anchor rod comprises an anchoring end, a grouting end, and a pre-tightening end, wherein the anchoring end is configured to anchor the hollow grouting anchor rod in the bedrock, the length of the grouting end being equal to the depth of the bottom plate failure, the surface of the pre-tightening end being exposed to the air, and the pre-tightening end being configured to adjust the pre-tightening force of the hollow grouting anchor rod;

[0141] The first grouting unit 300 is used to grout the hollow grouting anchor rod to solidify the base plate.

[0142] Through this embodiment, the anchoring end of the hollow grouting anchor rod is anchored in the stable bedrock, connecting the damaged surrounding rock and the stable surrounding rock into a whole. After grouting at the grouting end, the slurry can cement the broken surrounding rock into a whole, increase the cohesion, internal friction angle and elastic modulus of the rock mass, increase the stability of the surrounding rock, enhance the bearing capacity of the rock mass, reduce the bottom bulging phenomenon of the tunnel, and ensure safe and efficient mining of the mine.

[0143] In the specific implementation process, the first acquisition unit includes a first acquisition module and a determination module. The first acquisition module is used to obtain the internal friction angle of the above-mentioned tunnel floor rock mass; the determination module is used to use slip line field technology to determine the above-mentioned floor damage depth based on at least the above-mentioned internal friction angle.

[0144] In this plan, by obtaining the internal friction angle of the tunnel floor rock mass and combining it with the slip line field technology to calculate the damage depth, a scientific basis is provided for the treatment of tunnel floor heave. Through the comprehensive application of hollow grouting anchor rods and concrete floors, the tunnel floor heave problem is further solved, and the safety and stability of the tunnel are further improved.

[0145] During the specific implementation process, the first grouting unit includes a second acquisition module, a third acquisition module and a grouting module. The second acquisition module is used to obtain the grouting volume; the third acquisition module is used to obtain the grouting speed; the grouting module is used to grout the above-mentioned hollow grouting anchor rod according to the above-mentioned grouting volume and the above-mentioned grouting speed.

[0146] In this scheme, by accurately calculating the grouting volume and reasonably controlling the grouting speed, the effective filling of the slurry in the cracks of the tunnel floor rock mass is ensured, which can enhance the integrity and bearing capacity of the rock mass.

[0147] During the specific implementation process, the second acquisition module includes a first acquisition submodule and a first determination submodule. The first acquisition submodule is used to obtain first relevant information, wherein the above-mentioned first relevant information includes at least one or more of the slurry diffusion radius, the hollow length of the above-mentioned hollow grouting anchor and the rock porosity; the first determination submodule is used to determine the above-mentioned grouting amount based on the above-mentioned first relevant information.

[0148] In this solution, by accurately calculating the grouting volume and controlling the grouting speed and pressure, the tunnel floor rock mass is effectively reinforced, the bottom heave phenomenon is reduced, and the safety and stability of the tunnel can be further improved.

[0149] In some embodiments, the third acquisition module includes a second acquisition submodule and a second determination submodule, and the second acquisition submodule is used to obtain second related information, wherein the above-mentioned second related information includes at least one or more of slurry viscosity, slurry flow rate, slurry solidification time, crack size, crack distribution, crack connectivity, crack permeability and grouting pressure; the second determination submodule is used to determine the above-mentioned grouting speed based on the above-mentioned second related information.

[0150] In this scheme, by comprehensively considering the second relevant information, the grouting speed is reasonably set to ensure that the slurry can effectively fill the cracks in the tunnel floor rock mass, further improve the cohesion and stability of the rock mass, and effectively control the bottom heave phenomenon.

[0151] In some embodiments, the above-mentioned device also includes a second pouring unit, which is used to pour concrete into the floor after grouting the above-mentioned hollow grouting anchor rod to level the above-mentioned bottom plate, wherein the exposed part of the above-mentioned hollow grouting anchor rod is poured into the above-mentioned floor.

[0152] In this solution, during the tunnel floor heave treatment process, the tunnel floor is leveled by pouring concrete, and the pre-tightened end (i.e., the exposed part) of the hollow grouting anchor rod is poured into the concrete to enhance the overall structural stability.

[0153] In some embodiments, the above-mentioned device also includes a second acquisition unit and a determination unit, the second acquisition unit is used to obtain the change of the above-mentioned bottom plate after obtaining the bottom plate damage depth, wherein the above-mentioned change includes one or more of displacement, stress change, deformation and pressure change; the determination unit is used to determine that the bottom plate has a bottom bulging phenomenon when the above-mentioned change meets a preset condition, wherein the above-mentioned preset condition includes one or more of the above-mentioned displacement being greater than or equal to a preset displacement threshold, the above-mentioned stress change being greater than or equal to a preset stress change threshold, the above-mentioned deformation being greater than or equal to a preset deformation threshold, and the above-mentioned pressure change being greater than or equal to a preset pressure change threshold.

[0154] In this solution, by comprehensively monitoring the displacement, stress change, deformation and pressure change of the tunnel floor and comparing them with preset thresholds, the risk of floor heave can be discovered and assessed in a timely manner, providing an important basis for the safe management and maintenance of the tunnel.

[0155] The above-mentioned tunnel floor heave treatment device includes a processor and a memory. The first acquisition unit, control unit, and first grouting unit are all stored as program units in the memory. The processor executes the program units stored in the memory to implement the corresponding functions. The above-mentioned modules are all located in the same processor; alternatively, the above-mentioned modules can be located in different processors in any combination.

[0156] The processor includes a core, which retrieves the corresponding program unit from the memory. One or more cores can be provided, and the core parameters can be adjusted to solve the problem of floor heave phenomenon often seen in the control of surrounding rock of the roadway floor in the prior art.

[0157] The memory may include non-permanent memory in a computer-readable medium, random access memory (RAM) and / or non-volatile memory, such as read-only memory (ROM) or flash RAM, and the memory includes at least one memory chip.

[0158] An embodiment of the present invention provides a computer-readable storage medium, which includes a stored program. When the program is run, the device where the computer-readable storage medium is located is controlled to execute the method for controlling the tunnel floor heave.

[0159] An embodiment of the present invention provides a processor, which is used to run a program, wherein the method for controlling the tunnel floor heave is executed when the program is run.

[0160] An embodiment of the present invention provides a device comprising a processor, a memory, and a program stored in the memory and executable on the processor. When the processor executes the program, it implements at least the steps of a method for treating tunnel floor heave. The device herein may be a server, a PC, a PAD, a mobile phone, or the like.

[0161] A computer program product includes a non-volatile computer-readable storage medium, wherein the non-volatile computer-readable storage medium stores a computer program, and when the computer program is executed by a processor, the steps of the method for controlling tunnel floor heave in each embodiment of the present application are implemented.

[0162] The present application also provides a tunnel management system, comprising one or more processors, a memory, and one or more programs, wherein the one or more programs are stored in the memory and are configured to be executed by the one or more processors, and the one or more programs include methods for executing any one of the above-mentioned tunnel bottom drum management methods.

[0163] Obviously, those skilled in the art will appreciate that the various modules or steps of the present invention described above can be implemented using a general-purpose computing device, can be centralized on a single computing device, or can be distributed across a network of multiple computing devices. They can be implemented using program code executable by the computing device, and thus, can be stored in a storage device and executed by the computing device. In some cases, the steps shown or described herein can be performed in a different order than that shown, or can be fabricated as separate integrated circuit modules, or multiple modules or steps can be fabricated as a single integrated circuit module. Thus, the present invention is not limited to any particular combination of hardware and software.

[0164] Those skilled in the art will appreciate that the embodiments of the present application can be provided as methods, systems, or computer program products. Therefore, the present application can adopt the form of a complete hardware embodiment, a complete software embodiment, or an embodiment in combination with software and hardware. Moreover, the present application can adopt the form of a computer program product implemented on one or more computer-usable storage media (including but not limited to magnetic disk storage, CD-ROM, optical storage, etc.) that contain computer-usable program code.

[0165] The present application is described with reference to the flowcharts and / or block diagrams of the methods, devices (systems), and computer program products according to the embodiments of the present application. It should be understood that each process and / or box in the flowchart and / or block diagram, as well as the combination of the processes and / or boxes in the flowchart and / or block diagram, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, a special-purpose computer, an embedded processor, or other programmable data processing device to produce a machine, so that the instructions executed by the processor of the computer or other programmable data processing device generate instructions for implementing the steps in the flowchart and / or block diagram. Figure 1 a process or multiple processes and / or boxes Figure 1 A device that provides the functions specified in a block or multiple blocks.

[0166] These computer program instructions may also be stored in a computer readable memory that can direct a computer or other programmable data processing device to work in a specific manner, so that the instructions stored in the computer readable memory produce an article of manufacture comprising an instruction device, which implements the process Figure 1 a process or multiple processes and / or boxes Figure 1 The function specified in one or more boxes.

[0167] These computer program instructions can also be loaded onto a computer or other programmable data processing device so that a series of operational steps are executed on the computer or other programmable device to produce a computer-implemented process, thereby providing the instructions executed on the computer or other programmable device for implementing the process. Figure 1 a process or multiple processes and / or boxes Figure 1 A step that specifies a function in one or more boxes.

[0168] In a typical configuration, a computing device includes one or more processors (CPUs), input / output interfaces, network interfaces, and memory.

[0169] The memory may include non-permanent memory in a computer-readable medium, random access memory (RAM) and / or non-volatile memory in the form of read-only memory (ROM) or flash RAM. The memory is an example of a computer-readable medium.

[0170] Computer-readable media includes permanent and non-permanent, removable and non-removable media that can be implemented by any method or technology to store information. The information can be computer-readable instructions, data structures, program modules, or other data. Examples of computer storage media include, but are not limited to, phase change memory (PRAM), static random access memory (SRAM), dynamic random access memory (DRAM), other types of random access memory (RAM), read-only memory (ROM), electrically erasable programmable read-only memory (EEPROM), flash memory or other memory technology, compact disc read-only memory (CD-ROM), digital versatile disc (DVD) or other optical storage, magnetic cassettes, magnetic disk storage or other magnetic storage devices, or any other non-transmission media that can be used to store information that can be accessed by a computing device. As defined herein, computer-readable media does not include transitory media such as modulated data signals and carrier waves.

[0171] It should also be noted that the terms "comprises," "includes," or any other variations thereof are intended to encompass non-exclusive inclusion, such that a process, method, commodity, or apparatus that includes a series of elements includes not only those elements but also other elements not explicitly listed, or includes elements inherent to such process, method, commodity, or apparatus. In the absence of further limitations, an element defined by the phrase "comprises a ..." does not exclude the presence of other identical elements in the process, method, commodity, or apparatus that includes the element.

[0172] From the above description, it can be seen that the above embodiments of the present application achieve the following technical effects:

[0173] 1) The method for treating tunnel floor heave of the present application anchors the anchoring end of the hollow grouting anchor rod in the stable bedrock, connecting the damaged surrounding rock and the stable surrounding rock into a whole. After grouting at the grouting end, the slurry can cement the broken surrounding rock into a whole, increase the cohesion, internal friction angle and elastic modulus of the rock mass, increase the stability of the surrounding rock, enhance the bearing capacity of the rock mass, reduce the tunnel floor heave phenomenon, and ensure safe and efficient mining of the mine.

[0174] 2) The tunnel floor heave control device of the present application anchors the anchoring end of the hollow grouting anchor rod in the stable bedrock, connecting the damaged surrounding rock and the stable surrounding rock into a whole. After grouting at the grouting end, the slurry can cement the broken surrounding rock into a whole, increase the cohesion, internal friction angle and elastic modulus of the rock mass, increase the stability of the surrounding rock, enhance the bearing capacity of the rock mass, reduce the tunnel floor heave phenomenon, and ensure safe and efficient mining of the mine.

[0175] The above description is merely a preferred embodiment of the present application and is not intended to limit the present application. Various modifications and variations are possible for those skilled in the art. Any modifications, equivalent substitutions, or improvements made within the spirit and principles of the present application shall be included within the scope of protection of the present application.

Claims

1. A method for treating tunnel floor heave, characterized in that: include: Obtaining the bottom plate damage depth, wherein the bottom plate damage depth is the depth of deformation and damage of the tunnel bottom plate rock mass; Controlling the handling equipment to insert the hollow grouting anchor rod into the tunnel, wherein the hollow grouting anchor rod comprises an anchoring end, a grouting end and a pre-tightening end, the anchoring end is used to anchor the hollow grouting anchor rod in the bedrock, the length of the grouting end is equal to the bottom plate failure depth, the surface of the pre-tightening end is exposed to the air, and the pre-tightening end is used to adjust the pre-tightening force of the hollow grouting anchor rod; The hollow grouting anchor rods are grout-injected to solidify the base plate.

2. The method according to claim 1, characterized in that Get the bottom plate damage depth, including: Obtaining the internal friction angle of the tunnel floor rock mass; The bottom plate failure depth is determined at least according to the internal friction angle using a slip line field technique.

3. The method according to claim 1, characterized in that Grouting the hollow grouting anchor includes: Get the grouting volume; Get the grouting speed; The hollow grouting anchor rod is grouted according to the grouting amount and the grouting speed.

4. The method according to claim 3, characterized in that: Get the grouting volume, including: Acquire first relevant information, wherein the first relevant information includes at least one or more of a slurry diffusion radius, a hollow length of the hollow grouting anchor rod, and a rock crack ratio; The grouting amount is determined according to the first relevant information.

5. The method according to claim 3, characterized in that: Get grouting speed, including: Acquiring second relevant information, wherein the second relevant information includes at least one or more of slurry consistency, slurry flow velocity, slurry solidification time, crack size, crack distribution, crack connectivity, crack permeability and grouting pressure; The grouting speed is determined according to the second relevant information.

6. The method according to claim 1, characterized in that After grouting the hollow grouting anchor rod, the method further comprises: The floor is cast with concrete to level the bottom plate, wherein the exposed portion of the hollow grouting anchor rod is cast in the floor.

7. The method according to claim 1, characterized in that After obtaining the bottom plate damage depth, the method further includes: Acquiring a change amount of the base plate, wherein the change amount includes one or more of a displacement amount, a stress change amount, a deformation amount, and a pressure change amount; When the change amount meets the preset conditions, it is determined that the bottom plate has bottom bulging phenomenon, wherein the preset conditions include one or more of the displacement amount being greater than or equal to a preset displacement threshold, the stress change amount being greater than or equal to a preset stress change threshold, the deformation amount being greater than or equal to a preset deformation threshold, and the pressure change amount being greater than or equal to a preset pressure change threshold.

8. A device for treating floor heave in a tunnel, characterized in that: include: A first acquisition unit is used to acquire a bottom plate damage depth, wherein the bottom plate damage depth is a depth of deformation and damage of a tunnel bottom plate rock mass; A control unit, used for controlling the handling equipment to insert the hollow grouting anchor rod into the tunnel, wherein the hollow grouting anchor rod comprises an anchoring end, a grouting end and a pre-tightening end, the anchoring end is used to anchor the hollow grouting anchor rod in the bedrock, the length of the grouting end is equal to the bottom plate failure depth, the surface of the pre-tightening end is exposed to the air, and the pre-tightening end is used to adjust the pre-tightening force of the hollow grouting anchor rod; The first grouting unit is used for grouting the hollow grouting anchor rod to solidify the base plate.

9. A computer program product, comprising a computer program, characterized in that When the computer program is executed by a processor, the steps of the method for treating tunnel floor drum as claimed in any one of claims 1 to 7 are implemented.

10. A tunnel management system, characterized in that: include: One or more processors, a memory, and one or more programs, wherein the one or more programs are stored in the memory and are configured to be executed by the one or more processors, and the one or more programs include a method for executing the tunnel floor drum control method described in any one of claims 1 to 7.

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