Grouting method

Abstract

The embodiment of the invention relates to the technical field of grouting methods used for blocking well holes, cracks or similar conditions, in particular to a grouting method which is suitable for grouting a plurality of drill holes and comprises the steps that one of the drill holes is determined to be a grouting drill hole, and other drill holes of the drill holes are determined to be non-grouting drill holes, determining that the grouting drill hole is not communicated with the non-grouting drill hole; grouting is conducted on the determined grouting drill holes; and the steps are repeated until grouting of all the drilled holes is completed. According to the grouting method provided by the embodiment of the invention, the grouting drill hole to be grouted is determined to be not communicated with other non-grouting drill holes, then grouting is carried out on the grouting drill hole, after grouting is completed, the grouting drill hole to be grouted is determined again, and the steps are repeated until grouting of all the drill holes is completed. Slurry injected into the grouting drill hole can be completely kept in the grouting drill hole, it is ensured that grouting is compact, and a goaf is effectively avoided.

Description

Technical Field

[0001] Embodiments of the present application relate to the technical field of grouting methods for plugging wellbores, fissures, or similar situations, and particularly to a grouting method. Background Art

[0002] The statements herein merely provide background information related to the present application and do not necessarily constitute prior art.

[0003] In order to ensure the safety of underground projects, reasonably design support parameters, and conduct geological early warning, it is usually necessary to pre-drill holes in the cave wall and bury sensors to monitor parameters such as stress, displacement, and energy release of the surrounding rock. When burying the sensors, cement slurry is usually used as the coupling medium between the sensor and the rock mass and the sound wave transmission medium. By injecting cement slurry into the borehole, the sensor can be tightly coupled with the rock mass, thereby meeting the monitoring conditions of the surrounding rock and realizing real-time monitoring and early warning of the surrounding rock response during the construction of underground projects, thereby effectively avoiding the occurrence of engineering accidents and ensuring the safety and quality of underground project construction. Summary of the Invention

[0004] A brief overview of the present application is provided below to provide a basic understanding of certain aspects of the present application. It should be understood that this overview is not an exhaustive overview of the present application. It is not intended to identify key or important portions of the present application, nor is it intended to limit the scope of the present application. Its purpose is simply to present certain concepts in a simplified form as a prelude to the more detailed description that will be discussed later.

[0005] In the first aspect, an embodiment of the present application provides a grouting method suitable for grouting multiple boreholes, which includes the following steps: determining one of the multiple boreholes as a grouting borehole and determining the other boreholes of the multiple boreholes as non-grouting boreholes, and determining that the grouting borehole is not connected to the non-grouting borehole; grouting into the determined grouting borehole; repeating the above steps until all the boreholes are grouted.

[0006] The grouting method provided in the embodiment of the present application first determines that the grouting borehole to be grouted is not connected to other non-grouting boreholes, and then grouting is performed into the grouting borehole. After the grouting is completed, the grouting borehole to be grouted is re-determined and the above steps are repeated until all boreholes are grouted, so that the slurry injected into the grouting borehole can be completely retained in the grouting borehole, ensuring dense grouting and effectively avoiding the formation of voids.

[0007] In the second aspect, an embodiment of the present application provides a grouting method suitable for grouting multiple boreholes, which includes the following steps: S01: determining that one of the multiple boreholes is a grouting borehole and determining that the other boreholes of the multiple boreholes are non-grouting boreholes, determining the non-grouting boreholes connected to the grouting borehole and marking them; S02: determining that when grouting the boreholes, the slurry will not flow from the grouting boreholes to the non-grouting boreholes; S03: grouting the grouting boreholes; S04: repeating steps S01-S03 until all the boreholes are grouted.

[0008] The grouting method provided in the embodiment of the present application first determines and marks the non-grouting boreholes connected to the grouting boreholes to be grouted, then determines that no slurry will flow into these non-grouting boreholes during the grouting of the grouting boreholes, and then grouting is performed into the grouting boreholes. After the grouting is completed, the grouting boreholes to be grouted are re-determined and the above steps are repeated until all boreholes are grouted, so as to ensure that the slurry injected into the grouting boreholes will not flow into the non-grouting boreholes due to the connection between the grouting boreholes and the non-grouting boreholes, thereby ensuring that the grouting in the grouting boreholes is dense and effectively avoiding the generation of voids.

[0009] In a third aspect, an embodiment of the present application provides a grouting method suitable for grouting multiple boreholes, which includes the following steps: S10: determining that one of the multiple boreholes is a grouting borehole and determining that the other boreholes of the multiple boreholes are non-grouting boreholes, determining the non-grouting borehole connected to the grouting borehole and marking it; S20: determining that when grouting the borehole, the slurry can flow from the grouting borehole to the non-grouting borehole, determining the non-grouting borehole into which the slurry flows, and there is a through crack between the non-grouting borehole and the grouting borehole; S30: marking the grouting borehole and the non-grouting borehole determined in step S20. and filling the through-fissures with water; S40: blocking the orifices of the non-grouting boreholes to keep the water in the non-grouting boreholes and the through-fissures; S50: injecting water into the non-grouting boreholes according to a predetermined water injection pressure, so that when grouting the grouting boreholes, a pressure balance can be achieved between the grouting boreholes and the non-grouting boreholes; S60: grouting the grouting boreholes according to a predetermined grouting pressure; S70: after the grouting is completed, wait for a predetermined time to unblock the orifices of the non-grouting boreholes and clean the non-grouting boreholes; S80: repeating steps S10-S70 until all the boreholes are grouted.

[0010] The grouting method provided in the embodiment of the present application first determines and marks the non-grouting boreholes connected to the grouting borehole to be grouted, and then determines the non-grouting boreholes among these non-grouting boreholes into which slurry will flow when grouting is injected into the grouting borehole, so as to screen out the non-grouting boreholes with through-fissures through which slurry can flow between the non-grouting boreholes and the grouting boreholes; then the non-grouting boreholes, grouting boreholes and through-fissures are all filled with water, and then the orifices of the non-grouting boreholes are sealed to keep water at a predetermined pressure in the non-grouting boreholes, grouting boreholes and through-fissures; then water is injected into the non-grouting boreholes according to a predetermined water injection pressure, so that when grouting is injected into the grouting borehole, a pressure balance can be achieved between the grouting borehole and the non-grouting borehole, so as to avoid the grouting pressure being non-grouting when grouting is injected into the grouting borehole. The water in the grouting borehole is pushed out; then grouting is injected into the grouting borehole again to utilize the pressure balance between the grouting borehole and the non-grouting borehole to limit the flow of slurry, and avoid the slurry from flowing into the non-grouting borehole from the through cracks between the grouting borehole and the non-grouting borehole, so that the slurry can be retained in the grouting borehole, thereby ensuring that the grouting in the grouting borehole is dense, effectively avoiding the generation of voids, and at the same time, avoiding the non-grouting borehole from being blocked by the slurry flowing in from the grouting borehole, causing the borehole to be abandoned; after the grouting is completed, wait for a predetermined time to release the blockage of the non-grouting borehole and clean the non-grouting borehole, so that the water in the non-grouting borehole can flow out, and clean the slurry that accidentally flows into the non-grouting borehole from the through cracks, further avoiding the non-grouting borehole from being blocked by the slurry. BRIEF DESCRIPTION OF THE DRAWINGS

[0011] Other objects and advantages of the present application will become apparent from the following description of the embodiments of the present application with reference to the accompanying drawings, which will help to provide a comprehensive understanding of the present application.

[0012] Figure 1 is a schematic structural diagram of a grouting device according to an embodiment of the present application;

[0013] Figure 2 is a schematic diagram of a water injection member according to an embodiment of the present application being arranged in a non-grouting borehole;

[0014] Figure 3 It is a structural schematic diagram of a water injection component according to an embodiment of the present application.

[0015] Description of reference numerals:

[0016] 1. Non-grouting drilling; 2. Grouting drilling;

[0017] 100, grouting unit; 110, grouting assembly; 111, grouting member; 1111, first extension; 1112, first conveying member; 112, second control valve; 113, second pressure measuring member; 120, discharge assembly; 121, discharge member; 1211, second extension; 1212, second conveying member; 122, third control valve; 130, grouting storage member; 140, grouting pump;

[0018] 200, water injection unit; 210, water injection assembly; 211, water injection part; 212, pipeline; 213, first pressure measuring part; 214, first control valve; 220, water storage part; 230, water injection pump;

[0019] 10. Pipe fitting; 11. Pipe body; 12. First end portion; 13. Second end portion; 20. Inflatable member.

[0020] It should be noted that the drawings are not necessarily drawn to scale, but are merely shown in a schematic manner that does not affect the reader's understanding. DETAILED DESCRIPTION

[0021] Exemplary embodiments of the present application will be described below with reference to the accompanying drawings. For the sake of clarity and conciseness, not all features of actual implementations are described in the specification. However, it should be understood that many implementation-specific decisions must be made in the process of developing any such actual implementation in order to achieve the developer's specific goals, such as meeting those constraints related to the system and business, and these constraints may vary depending on the implementation. In addition, it should be understood that although the development work may be very complex and time-consuming, it is a routine task for those skilled in the art who benefit from the content of this application.

[0022] It is also necessary to explain here that, in order to avoid obscuring the present application due to unnecessary details, the accompanying drawings only show the device structure and / or processing steps that are closely related to the solution according to the present application, while other details that are not closely related to the present application are omitted.

[0023] The inventors of this application discovered that when using the existing grouting method to grout a borehole, if the boreholes are connected, grouting into the borehole will often result in problems such as loose grouting. After grouting, there will be cement mortar voids in the borehole, resulting in poor coupling between the sensor and the rock mass, causing the sensor to be unable to accurately monitor parameters such as stress, displacement, and energy release of the surrounding rock.

[0024] Based on this, an embodiment of the present application provides a grouting method suitable for grouting multiple boreholes, which includes the following steps: determining one of the multiple boreholes as a grouting borehole and determining the other boreholes of the multiple boreholes as non-grouting boreholes, and determining that the grouting borehole is not connected to the non-grouting borehole; grouting into the determined grouting borehole; repeating the above steps until all the boreholes are grouted.

[0025] The grouting method provided in the embodiment of the present application first determines that the grouting borehole to be grouted is not connected to other non-grouting boreholes, and then grouting is performed into the grouting borehole. After the grouting is completed, the grouting borehole to be grouted is re-determined and the above steps are repeated until all boreholes are grouted, so that the slurry injected into the grouting borehole can be completely retained in the grouting borehole, ensuring dense grouting and effectively avoiding the formation of voids.

[0026] In some embodiments, "determining that the grouting borehole is not connected to the non-grouting borehole" also includes the following steps: injecting water into the grouting borehole and maintaining a predetermined pressure; determining that the flow rate of water in the non-grouting borehole has not changed; and determining that the grouting borehole is not connected to the non-grouting borehole.

[0027] In this embodiment, water is injected into the grouting borehole and maintained at a predetermined pressure, and by determining that the flow rate of water in the non-grouting borehole has not changed, it is determined that the water in the grouting borehole has not flowed to the non-grouting borehole, thereby intuitively displaying the connectivity status between the boreholes. Through simple operations, it can be determined that the grouting borehole and the non-grouting borehole are not connected.

[0028] In some embodiments, when water is injected into the grouting borehole, when the grouting borehole is a downward-sloping down-dip borehole, the water injection pressure is maintained at 0.3 MPa. When the grouting borehole is an upward-sloping up-dip borehole, the water injection pressure can be determined based on the orifice elevation and bottom elevation of the grouting borehole.

[0029] In some embodiments, the hole elevation, hole bottom elevation, and injection pressure of the grouting borehole conform to the following relationship:

[0030] P w =0.3+ρ w g(h0-h1).

[0031] Among them, P w is the water injection pressure, unit: MPa; ρ w is the density of water; g is the acceleration of gravity, h0 is the elevation of the hole mouth, and h1 is the elevation of the hole bottom.

[0032] An embodiment of the present application further provides a grouting method suitable for grouting multiple boreholes, which includes the following steps S01 to S04:

[0033] S01: Determine one of the multiple boreholes as a grouting borehole and determine the other boreholes of the multiple boreholes as non-grouting boreholes, and determine and mark the non-grouting boreholes connected to the grouting borehole.

[0034] S02: Determine that when grouting the boreholes, the slurry does not flow from the grouting boreholes to the non-grouting boreholes.

[0035] S03: Grouting the grouting boreholes.

[0036] S04: Repeat steps S01-S03 until all the holes are grouted.

[0037] The grouting method provided in the embodiment of the present application first determines and marks the non-grouting boreholes connected to the grouting boreholes to be grouted, then determines that no slurry will flow into these non-grouting boreholes during the grouting of the grouting boreholes, and then grouting is performed into the grouting boreholes. After the grouting is completed, the grouting boreholes to be grouted are re-determined and the above steps are repeated until all boreholes are grouted, so as to ensure that the slurry injected into the grouting boreholes will not flow into the non-grouting boreholes due to the connection between the grouting boreholes and the non-grouting boreholes, thereby ensuring that the grouting in the grouting boreholes is dense and effectively avoiding the generation of voids.

[0038] In some embodiments, the step S01 of "determining and marking a non-grouting borehole connected to the grouting borehole" further includes the following steps:

[0039] S011: Inject water into the grouting borehole and maintain the predetermined pressure.

[0040] S012: Identify the boreholes with the largest change in water flow in non-grouting boreholes, mark them, and seal them.

[0041] S013: Repeat steps S011-S012 to determine and mark the non-grouting boreholes connected to the grouting boreholes.

[0042] In this embodiment, water is injected into the grouting borehole and maintained at a predetermined pressure, and the borehole with the largest water flow change among the non-grouting boreholes is marked and sealed. Then water is injected into the grouting borehole, and the borehole with the largest water flow change among the non-grouting boreholes is marked and sealed. In this way, all non-grouting boreholes connected to the grouting borehole are determined, so as to sequentially seal the boreholes with the largest flow change to avoid most of the water flowing out of the borehole with the largest flow change during water injection, resulting in unclear flow changes in other boreholes, and avoiding missing non-grouting boreholes connected to the grouting borehole.

[0043] Specifically, in the process of determining and marking the non-grouting boreholes connected to the grouting boreholes, water is injected into the grouting boreholes and a predetermined pressure is maintained. The borehole with the largest change in water flow in the non-grouting boreholes is determined, the borehole is marked, the injection of water into the grouting boreholes is stopped, and the marked non-grouting boreholes are sealed with air bags. Water is injected into the grouting boreholes while maintaining a predetermined pressure. The borehole with the largest change in water flow in the non-grouting boreholes is determined, the borehole is marked, the injection of water into the grouting boreholes is stopped, and the marked non-grouting boreholes are sealed with air bags. The above steps are repeated until the water flow in all boreholes no longer changes, thereby determining and marking all non-grouting boreholes connected to the grouting boreholes.

[0044] In some embodiments, step S02 further includes the following steps:

[0045] S021: Determine the aperture of the through-fractures of the marked non-grouted boreholes.

[0046] S022: Based on the aperture of the through-fracture, ensure that when grouting the borehole, the slurry will not flow from the grouting borehole to the non-grouting borehole.

[0047] In this embodiment, the opening of the through-fissure of the marked non-grouting borehole connected to the grouting borehole is determined so that the slurry will not flow from the grouting borehole into the non-grouting borehole during grouting according to the opening of the through-fissure.

[0048] In some embodiments, in step S021, a borehole television can be used to penetrate from the mouth of the marked non-grouting borehole to the bottom of the hole to obtain the surrounding rock image information of the borehole, thereby obtaining the opening of the through-cracks in the borehole, so as to accurately obtain the opening data of the through-cracks in all non-grouting boreholes, and ensure the accuracy and reliability of the conclusion obtained based on the through-crack opening data that the slurry will not flow from the grouting borehole to the non-grouting borehole during the grouting process.

[0049] In some embodiments, step S022 further includes the following steps:

[0050] S0221: Determine the maximum diffusion radius of the slurry based on the opening of the through-fracture.

[0051] S0222: Determine the non-grouting borehole closest to the grouting borehole and determine the distance between the two.

[0052] S0223: According to the maximum diffusion radius determined in S0221 and the distance determined in step S0222, it is determined that when grouting the borehole, the slurry will not flow from the grouting borehole to the non-grouting borehole.

[0053] Since the most important factor affecting the maximum diffusion radius of the slurry is the opening of the through-fissures, in this embodiment, the maximum diffusion radius of the slurry is determined based on the opening of the through-fissures in the non-grouting borehole, and the distance between the non-grouting borehole closest to the grouting borehole and the grouting borehole is determined. Then, the maximum diffusion radius of the slurry and the distance value are used to determine that when grouting the borehole, the slurry will not flow from the grouting borehole into the non-grouting borehole, which effectively reduces the difficulty of judgment and improves the accuracy of judgment.

[0054] Specifically, in step S0223, based on the maximum diffusion radius determined in step S0221 and the distance determined in step S0222, it is determined that the maximum diffusion radius is smaller than the distance value, thereby determining that when grouting the borehole, the slurry will not flow from the grouting borehole to the non-grouting borehole.

[0055] In some embodiments, in step S0221, the opening of the through-fracture and the maximum diffusion radius of the slurry conform to the following relationship:

[0056]

[0057] Among them, R max is the maximum diffusion radius, b max is the maximum opening of the through crack, P0 is the predetermined grouting pressure, P a is the hydrostatic pressure, τ is the yield shear stress of the slurry, η is the crack roughness coefficient, α is the water separation rate of the slurry, k0 is the safety factor considering the change of crack opening, which is generally taken as 1.2, ρ c is the density of the slurry, g is the acceleration of gravity, h0 is the elevation of the orifice, h2 is the elevation of the center of the crack, and β is the inclination angle of the crack.

[0058] In this embodiment, the maximum diffusion radius of the slurry is determined by using the relationship between the aperture of the through-fracture and the maximum diffusion radius of the slurry. This further ensures the accuracy and reliability of the conclusion in step S0223, based on the maximum diffusion radius determined in step S0221 and the distance determined in step S0222, that the slurry will not flow from the grouting borehole to the non-grouting borehole during the grouting process. In some embodiments, the slurry injected into the grouting borehole is configured to have a water-to-cement mass ratio of 0.5:1. In this case, the shear force and shear rate of the slurry exhibit a linear relationship, consistent with the fluid characteristics of a Bingham fluid, and exhibiting a yield shear stress.

[0059] An embodiment of the present application further provides a grouting method, which is suitable for grouting multiple boreholes, and includes the following steps S10 to S60:

[0060] S10: Determine one of the multiple boreholes as a grouting borehole and determine the other boreholes of the multiple boreholes as non-grouting boreholes, and determine and mark the non-grouting boreholes connected to the grouting borehole.

[0061] S20: Determine whether slurry can flow from the grouting borehole to the non-grouting borehole when grouting the borehole, determine the non-grouting borehole into which the slurry flows, and whether there is a through crack between the non-grouting borehole and the grouting borehole.

[0062] S30: Fill the grouting boreholes, the non-grouting boreholes determined in step S20, and the through cracks with water.

[0063] S40: Seal the openings of non-grouting boreholes to keep water in the non-grouting boreholes and through cracks.

[0064] S50: injecting water into the non-grouting borehole according to a predetermined water injection pressure, so that when grouting is injected into the grouting borehole, pressure balance can be achieved between the grouting borehole and the non-grouting borehole.

[0065] S60: Grouting is performed into the grouting borehole according to a predetermined grouting pressure.

[0066] S70: After the grouting is completed, wait for a predetermined time to release the blockage of the non-grouting borehole and clean the non-grouting borehole.

[0067] S80: Repeat steps S10-S70 until all the holes are grouted.

[0068] The grouting method provided in the embodiment of the present application first determines and marks the non-grouting boreholes connected to the grouting borehole to be grouted, and then determines the non-grouting boreholes among these non-grouting boreholes into which slurry will flow when grouting is injected into the grouting borehole, so as to screen out the non-grouting boreholes with through-fissures through which slurry can flow between the non-grouting boreholes and the grouting boreholes; then the non-grouting boreholes, grouting boreholes and through-fissures are all filled with water, and then the orifices of the non-grouting boreholes are sealed to keep water at a predetermined pressure in the non-grouting boreholes, grouting boreholes and through-fissures; then water is injected into the non-grouting boreholes according to a predetermined water injection pressure, so that when grouting is injected into the grouting borehole, a pressure balance can be achieved between the grouting borehole and the non-grouting borehole, so as to avoid the grouting pressure being non-grouting when grouting is injected into the grouting borehole. The water in the grouting borehole is pushed out; then grouting is injected into the grouting borehole again to utilize the pressure balance between the grouting borehole and the non-grouting borehole to limit the flow of slurry, and avoid the slurry from flowing into the non-grouting borehole from the through cracks between the grouting borehole and the non-grouting borehole, so that the slurry can be retained in the grouting borehole, thereby ensuring that the grouting in the grouting borehole is dense, effectively avoiding the generation of voids, and at the same time, avoiding the non-grouting borehole from being blocked by the slurry flowing in from the grouting borehole, causing the borehole to be abandoned; after the grouting is completed, wait for a predetermined time to release the blockage of the non-grouting borehole and clean the non-grouting borehole, so that the water in the non-grouting borehole can flow out, and clean the slurry that accidentally flows into the non-grouting borehole from the through cracks, further avoiding the non-grouting borehole from being blocked by the slurry.

[0069] In some embodiments, the step S10 of "determining and marking a non-grouting borehole connected to the grouting borehole" further includes the following steps:

[0070] S11: Inject water into the grouting borehole and maintain a predetermined pressure.

[0071] S12: Determine the borehole in which the water flow rate change in the non-grouting borehole is the largest, mark it, and seal it.

[0072] S13: Repeat steps S11-S12 to determine and mark the non-grouting boreholes connected to the grouting boreholes.

[0073] In this embodiment, water is injected into the grouting borehole and maintained at a predetermined pressure, and the borehole with the largest water flow change among the non-grouting boreholes is marked and sealed. Then water is injected into the grouting borehole, and the borehole with the largest water flow change among the non-grouting boreholes is marked and sealed. In this way, all non-grouting boreholes connected to the grouting borehole are determined, so as to sequentially seal the boreholes with the largest flow change to avoid most of the water flowing out of the borehole with the largest flow change during water injection, resulting in unclear flow changes in other boreholes, and avoiding missing non-grouting boreholes connected to the grouting borehole.

[0074] Specifically, in the process of determining and marking the non-grouting boreholes connected to the grouting boreholes, water is injected into the grouting boreholes and a predetermined pressure is maintained. The borehole with the largest change in water flow in the non-grouting boreholes is determined, the borehole is marked, the injection of water into the grouting boreholes is stopped, and the marked non-grouting boreholes are sealed with air bags. Water is injected into the grouting boreholes while maintaining a predetermined pressure. The borehole with the largest change in water flow in the non-grouting boreholes is determined, the borehole is marked, the injection of water into the grouting boreholes is stopped, and the marked non-grouting boreholes are sealed with air bags. The above steps are repeated until the water flow in all boreholes no longer changes, thereby determining and marking all non-grouting boreholes connected to the grouting boreholes.

[0075] In some embodiments, step S20 further includes the following steps:

[0076] S21: Determine the aperture of the through-fracture of the marked non-grouting borehole;

[0077] S22: Determine, based on the aperture of the through-fissure, whether the slurry can flow from the grouting borehole to the non-grouting borehole when grouting the borehole, and determine the non-grouting borehole into which the slurry flows.

[0078] In this embodiment, the opening of the through-fissure of the marked non-grouting borehole connected to the grouting borehole is determined so that the non-grouting borehole into which slurry will flow when grouting the grouting borehole is determined according to the opening of the through-fissure.

[0079] In some embodiments, in step S22, the following steps are further included:

[0080] S221: Determine the maximum diffusion radius of the slurry based on the aperture of the through-fracture;

[0081] S222: Determine the non-grouting borehole closest to the grouting borehole and the distance between the two;

[0082] S223: According to the maximum diffusion radius determined in S221 and the distance determined in step S222, it is determined that when grouting the borehole, the slurry can flow from the grouting borehole to the non-grouting borehole, and the non-grouting borehole into which the slurry flows is determined.

[0083] Since the most important factor affecting the maximum diffusion radius of the slurry is the aperture of the through-fissures, in this embodiment, the maximum diffusion radius of the slurry is determined based on the aperture of the through-fissures in the non-grouting borehole, and the distance between the non-grouting borehole closest to the grouting borehole and the grouting borehole is determined. Then, the non-grouting boreholes into which slurry will flow when grouting into the borehole are screened out based on the maximum diffusion radius of the slurry and the distance value, which effectively reduces the difficulty of judgment and improves the accuracy of screening.

[0084] In some embodiments, step S223 further includes the following steps: determining that the maximum diffusion radius is greater than the distance based on the maximum diffusion radius determined in step S221 and the distance determined in step S222; determining that when grouting the borehole, the slurry can flow from the grouting borehole to the non-grouting borehole; determining the distance between all non-grouting boreholes marked in step S10 and the grouting borehole; and determining the non-grouting borehole whose distance is less than the maximum diffusion radius as the non-grouting borehole into which the slurry flows.

[0085] In some embodiments, in step S221, the opening of the through-fracture and the maximum diffusion radius of the slurry conform to the following relationship:

[0086]

[0087] Among them, R max is the maximum diffusion radius, b max is the maximum opening of the through crack, P0 is the predetermined grouting pressure, P a is the hydrostatic pressure, τ is the yield shear stress of the slurry, η is the crack roughness coefficient, α is the water separation rate of the slurry, k0 is the safety factor considering the change of crack opening, which is generally taken as 1.2, ρ c is the density of the slurry, g is the acceleration of gravity, h0 is the elevation of the orifice, h2 is the elevation of the center of the crack, and β is the inclination angle of the crack.

[0088] In this embodiment, the maximum diffusion radius of the slurry is determined by the relationship between the opening of the through-crack and the maximum diffusion radius of the slurry, thereby further ensuring the accuracy of the non-grouting boreholes into which slurry will flow during the grouting process, which are screened out according to the maximum diffusion radius determined in S221 and the distance between the grouting borehole and the non-grouting borehole in step S223, and avoiding missing non-grouting boreholes that need to be treated to prevent slurry inflow. This further ensures that slurry will not flow into the non-grouting boreholes when grouting into the grouting boreholes, making the grouting in the grouting boreholes dense and avoiding clogging of the non-grouting boreholes by slurry.

[0089] In some embodiments, step S30 further includes the following steps:

[0090] S31: Determine the non-grouting borehole closest to the center of the grouting borehole.

[0091] S32: injecting water into the non-grouting boreholes determined in step S31 to ensure that the grouting boreholes, all non-grouting boreholes and through-fractures are filled with water.

[0092] In this embodiment, the non-grouting borehole closest to the center of the grouting borehole is determined to determine the non-grouting borehole with the best connectivity to the grouting borehole. That is, this non-grouting borehole is most likely to have slurry flowing into it and the largest amount of slurry is likely to flow into it. Therefore, water is injected into this borehole first to facilitate the injected water to flow into the grouting borehole and other non-grouting boreholes through the cracks.

[0093] In some embodiments, in step S50, the predetermined water injection pressure for injecting water into the non-grouting borehole is determined based on the predetermined grouting pressure for grouting into the grouting borehole, so as to establish a relationship between the predetermined grouting pressure and the predetermined water injection pressure, thereby facilitating controlling the pressure of injecting water into the non-grouting borehole according to changes in the predetermined grouting pressure for grouting into the grouting borehole, thereby facilitating achieving a pressure balance between the grouting borehole and the non-grouting borehole, and avoiding pushing out the water in the non-grouting borehole under the action of the pressure of grouting into the grouting borehole.

[0094] In some embodiments, when the grouting borehole is a downward-sloping down-dip borehole, the predetermined grouting pressure P0 is maintained at 0.3 MPa. When the grouting borehole is an upward-sloping up-dip borehole, the predetermined grouting pressure P0 can be determined based on the hole mouth elevation and hole bottom elevation of the grouting borehole.

[0095] Specifically, the hole elevation, hole bottom elevation, and predetermined grouting pressure of the grouting borehole conform to the following relationship:

[0096] P0=0.3+ρ c g(h1-h0).

[0097] Where P0 is the predetermined grouting pressure, ρ c is the density of the slurry, g is the acceleration of gravity, h0 is the elevation of the hole mouth, and h1 is the elevation of the hole bottom.

[0098] In some embodiments, the predetermined water injection pressure and the predetermined grouting pressure conform to the following relationship:

[0099]

[0100] Among them, P c is the predetermined water injection pressure, D min b is the distance between the nearest non-grouting borehole and the grouting borehole center, max is the maximum opening of the through crack, P0 is the predetermined grouting pressure, ρ c is the density of the slurry, g is the acceleration of gravity, h0 is the elevation of the orifice, h2 is the elevation of the center of the crack, P ais the hydrostatic pressure, τ is the yield shear stress of the slurry, η is the crack roughness coefficient, α is the water separation rate of the slurry, k0 is the safety factor considering the change of crack opening, generally taken as 1.2, and β is the crack inclination.

[0101] In this embodiment, a specific relationship between the predetermined water injection pressure and the predetermined grouting pressure is established so that the pressure of water injection into the non-grouting borehole can be accurately controlled according to the change of the predetermined grouting pressure of grouting into the grouting borehole, thereby maintaining a stable pressure balance between the grouting borehole and the non-grouting borehole, and further ensuring that the slurry injected into the grouting borehole will not flow into the non-grouting borehole through the through cracks between the grouting borehole and the non-grouting borehole.

[0102] In some embodiments, step S60 further includes the following steps:

[0103] S61: Grouting is performed into the grouting borehole until the liquid flowing out of the grouting borehole orifice changes from water to slurry, and the grouting is continued for a first predetermined time.

[0104] S62: Adjust the grouting pressure to a predetermined grouting pressure, and maintain the predetermined grouting pressure to grout the grouting borehole for a second predetermined time.

[0105] In this embodiment, when grouting the grouting borehole, grouting is first performed until the liquid flowing out of the grouting borehole orifice changes from water to slurry, so as to facilitate the judgment that the slurry has been poured to the predetermined position. The slurry flowing out of the grouting borehole orifice may contain a small amount of water at first, so grouting is continued for the first predetermined time to ensure that all the liquid flowing out of the orifice is slurry, so that the grouting borehole is filled with slurry. However, the through-fissures between the boreholes are not filled with slurry at this time. If grouting is stopped at this time, the slurry will flow from the grouting borehole into the through-fissures, forming an empty area in the grouting borehole. Therefore, the grouting pressure is adjusted to the predetermined grouting pressure, and grouting is performed into the grouting borehole for the second predetermined time to avoid destroying the pressure balance between the grouting borehole and the non-grouting borehole, and to ensure that the through-fissures are also completely filled with slurry, thereby ensuring that the grouting of the grouting borehole is dense.

[0106] In some embodiments, in step S61, after the liquid flowing out of the grouting borehole is converted from water to slurry, grouting is continued for 15 seconds; in step S62, the grouting pressure is continued to be maintained to grout the grouting borehole for 5 minutes.

[0107] In some embodiments, the slurry injected into the grouting borehole is composed of ordinary Portland cement and water, with a mass ratio of 0.5:1. The slurry also includes light magnesium oxide, and the mass of light magnesium oxide is 0.5% of the total mass of the slurry, so as to achieve good coupling between the sensor buried in the borehole and the rock mass after grouting and less heat release.

[0108] In some embodiments, in step S70, a predetermined time is determined based on the initial setting time of the slurry, so that the blockage of the non-grouting borehole opening is released before the slurry reaches the initial setting state, allowing water inside the non-grouting borehole to flow out, thereby facilitating the timely removal of the slurry flowing into the non-grouting borehole and preventing the slurry from solidifying and causing blockage of the non-grouting borehole. Specifically, the initial setting time of the slurry can be determined based on the composition and proportion of the slurry.

[0109] In some embodiments, the predetermined time is 20-40 minutes before the slurry reaches an initial setting state. During this time, the fluidity of the slurry is significantly reduced and it has not yet fully solidified, facilitating the timely removal of slurry flowing into non-grouting boreholes. Preferably, the predetermined time is 30 minutes before the slurry reaches an initial setting state.

[0110] The embodiment of the present application also provides a grouting device, which is suitable for the grouting method provided in the present application, such as Figure 1 As shown, Figure 1 A schematic structural diagram of a grouting device according to an embodiment of the present application is shown, comprising a grouting unit 100 and a water injection unit 200. The grouting unit 100 is configured to inject grout into a grouting borehole 2; the water injection unit 200 is configured to inject water into a non-grouting borehole 1 and is capable of maintaining water at a predetermined pressure in the non-grouting borehole 1 and in the through-fissures, thereby preventing the injected slurry from flowing into the non-grouting borehole 1 through the through-fissures when the grouting unit 100 injects grout into the grouting borehole 2.

[0111] The grouting device provided by the embodiment of the present application, by configuring the water injection unit 200 to inject water into the non-grouting borehole 1, so that water at a predetermined pressure is maintained in the non-grouting borehole 1 and the through-fissures, so that when the grouting unit 100 grouts the grouting borehole 2, the injected slurry is blocked from flowing into the non-grouting borehole 1 through the through-fissures, so that the slurry injected into the grouting borehole 2 is retained in the grouting borehole 2, thereby ensuring that the grouting in the grouting borehole 2 is dense, effectively avoiding the generation of voids, and at the same time, avoiding the non-grouting borehole 1 from being blocked by the slurry flowing from the grouting borehole 2, causing the borehole to be abandoned; and the water injection unit 200 is configured to inject water into the non-grouting borehole 1, and can also clean up the slurry in the non-grouting borehole 1 that accidentally flows into the non-grouting borehole 1 through the through-fissures after the grouting unit 100 completes grouting into the grouting borehole 2, thereby further avoiding the non-grouting borehole 1 from being blocked by the slurry.

[0112] In some embodiments, the water injection unit 200 includes: at least one water injection assembly 210, a water storage member 220, and a water injection pump 230. The water injection assembly 210 is configured to extend from the bottom of the non-grouting borehole 1 to the outside of the non-grouting borehole 1, and is configured to inject water into the non-grouting borehole 1 through the water injection assembly 210, so that water at a predetermined pressure is maintained in the non-grouting borehole 1 and penetrates the fractures; the water storage member 220 is configured to store water delivered to the non-grouting borehole 1 through the water injection assembly 210; and the water injection pump 230 is configured to provide pressure so that the water in the water storage member 220 flows into the non-grouting borehole 1 through the water injection assembly 210.

[0113] In this embodiment, a water injection assembly 210 is provided to extend from the bottom of the non-grouting borehole 1 to the outside of the non-grouting borehole 1, and is configured to be able to inject water into the non-grouting borehole 1 through the water injection assembly 210, so that under the pressure of the water injection pump 230, the water in the water storage member 220 is guided into the bottom of the non-grouting borehole 1 through the water injection assembly 210, so that the water can penetrate into the through-fissure located at the bottom of the non-grouting borehole 1; and the water injection assembly 210 is configured to keep water at a predetermined pressure in the non-grouting borehole 1 and the through-fissure, so that in the process of grouting into the grouting borehole 2, the water in the non-grouting borehole 1 and the through-fissure is used to prevent the slurry from flowing from the grouting borehole 2 through the through-fissure into the non-grouting borehole 1.

[0114] In some embodiments, the water injection assembly 210 includes: a water injection member 211, a pipeline 212, a first pressure measuring member 213, and a first control valve 214. The water injection member 211 is configured to extend from the bottom of the non-grouting borehole 1 to the orifice of the non-grouting borehole 1, diverting water from the outside of the non-grouting borehole 1 to the inside thereof, and is configured to maintain water at a predetermined pressure in the non-grouting borehole 1 and through the cracks; the pipeline 212 is disposed outside the non-grouting borehole 1 and is in fluid communication with the water injection member 211; the first pressure measuring member 213 is disposed in the pipeline 212 for measuring the pressure of water flowing through the pipeline 212; and the first control valve 214 is disposed in the pipeline 212 for controlling whether the flow between the pipeline 212 and the water injection member 211 flows or does not flow.

[0115] In this embodiment, the water injection member 211 is set to extend from the bottom of the non-grouting borehole 1 to the orifice of the non-grouting borehole 1, so that water is diverted from the outside of the non-grouting borehole 1 to the inside thereof, and is set to keep the water of a predetermined pressure in the non-grouting borehole 1 and through the cracks, and a pipeline 212 is set to be in fluid communication with the water injection member 211, and a first control valve 214 is set in the pipeline 212. By closing the first control valve 214, the water in the non-grouting borehole 1 is further restricted from flowing out of the non-grouting borehole 1, ensuring that the water can It can maintain a predetermined pressure in the non-grouting borehole 1 and the through-fissures; the first pressure measuring piece 213 is arranged on the pipeline 212 to determine the water pressure of water injected into the non-grouting borehole 1 through the water injection piece 211, thereby facilitating that when the grouting unit 100 grouts the grouting borehole 2, the injected slurry is prevented from flowing into the non-grouting borehole 1 through the through-fissures; and after the grouting unit 100 completes grouting into the grouting borehole 2, the water in the non-grouting borehole 1 is allowed to flow out through the pipeline 212 by opening the first control valve 214.

[0116] In some embodiments, the number of water injection assemblies 210 is determined according to the number of non-grouting boreholes 1 with through cracks between them and the grouting borehole 2, so that a water injection assembly 210 is set for each non-grouting borehole 1 with through cracks between it and the grouting borehole 2, so as to maintain water at a predetermined pressure in each non-grouting borehole 1 with through cracks between it and the grouting borehole 2 and the through cracks. Therefore, in the process of grouting into the grouting borehole 2, the slurry is prevented from flowing into these non-grouting boreholes 1 through the through cracks, thereby effectively ensuring the dense grouting of the grouting borehole 2.

[0117] In some embodiments, the water injection pump 230 and the water storage component 220 are fluidically connected to the water injection assembly 210 arranged at the non-grouting borehole 1 closest to the grouting borehole 2, so as to inject water into the non-grouting borehole 1 closest to the grouting borehole 2 through the water injection assembly 210, so that the injected water can flow into the grouting borehole 2 and other non-grouting boreholes 1 through the cracks.

[0118] In some embodiments, the water storage component 220 of the water injection pump 230 is fluidically connected to the pipeline 212 of the water injection assembly 210 arranged in the non-grouting borehole 1 closest to the grouting borehole 2, so that the water in the water storage component 220 is injected into the non-grouting borehole 1 through the pipeline 212 and the water injection component 211, and then flows into the grouting borehole 2 and other non-grouting boreholes 1 through the through-fractures.

[0119] In some embodiments, the grouting unit 100 includes: a grouting assembly 110, a discharge assembly 120, a slurry reservoir 130, and a grouting pump 140. The grouting assembly 110 is configured to extend from the inside of the grouting borehole 2 to the outside of the grouting borehole 2, and is configured to inject slurry in the slurry reservoir 130 into the grouting borehole 2 through the grouting assembly 110; the slurry reservoir 130 is configured to store slurry transported to the grouting borehole 2 through the grouting assembly 110; the discharge assembly 120 is configured to extend from the inside of the grouting borehole 2 to the outside of the grouting borehole 2, forming a channel for gas or liquid in the grouting borehole 2 to discharge from the grouting borehole 2; and the grouting pump 140 is configured to provide pressure to enable the slurry in the slurry reservoir 130 to flow into the grouting borehole 2 through the grouting assembly 110.

[0120] In this embodiment, a grouting component 110 is provided to extend from the inside of the grouting borehole 2 to the outside of the grouting borehole 2, so that the slurry in the slurry storage part 130 is guided into the grouting borehole 2 through the grouting component 110 under the pressure of the grouting pump 140; and a discharge component 120 is provided to extend from the inside of the grouting borehole 2 to the outside of the grouting borehole 2, so that when grouting is performed into the grouting borehole 2 through the grouting component 110, the water in the grouting borehole 2 can flow out through the discharge component 120, thereby preventing the water in the grouting borehole 2 from affecting the injection of the slurry.

[0121] In some embodiments, the grouting assembly 110 and the discharge assembly 120 are configured to maintain water at a predetermined pressure in the grouting borehole 2 to prevent water from flowing from the non-grouting borehole 1 through the through cracks into the grouting borehole 2 when the water injection unit 200 injects water into the non-grouting borehole 1.

[0122] In some embodiments, the grouting assembly 110 includes: a grouting member 111, a second control valve 112, and a second pressure measuring member 113. The grouting member 111 is configured to extend from the inside of the grouting borehole 2 to the outside of the grouting borehole 2 and is in fluid communication with the grouting pump 140 and the grouting reservoir 130; the second control valve 112 is provided on the grouting member 111 to control whether the flow path between the grouting member 111 and the grouting pump 140 and the grouting reservoir 130 is open or closed; the second pressure measuring member 113 is provided on the grouting member 111 to measure the pressure of the slurry flowing through the grouting member 111.

[0123] In this embodiment, the grouting component 111 is arranged to extend from the inside of the grouting borehole 2 to the outside of the grouting borehole 2, and is fluidly connected to the grouting pump 140 and the grouting storage component 130, so that the slurry in the slurry storage component 130 is diverted into the grouting borehole 2 under the pressure of the grouting pump 140; the second control valve 112 is arranged on the grouting component 111, and by closing the second control valve 112, the water in the grouting borehole 2 is restricted from flowing out of the grouting borehole 2, ensuring that the water can be maintained in the grouting borehole 2 at a predetermined pressure, and by opening the second control valve 112, the grouting process into the grouting borehole 2 is controlled; the second pressure measuring component 113 is arranged on the grouting component 111 to determine the pressure of grouting into the grouting borehole 2 through the grouting component 111, which is conducive to controlling the grouting pressure, thereby cooperating with the water injection pressure of the water injection unit 200 into the non-grouting borehole 1 to prevent the injected slurry from flowing into the non-grouting borehole 1 through the through cracks.

[0124] In some embodiments, the grouting element 111 includes a first extension portion 1111 and a first conveying portion 1112. The first extension portion 1111 and the first conveying portion 1112 are integrally formed. The first extension portion 1111 is disposed within the grouting borehole 2, while the first conveying portion 1112 is disposed outside the grouting borehole 2 and is in fluid communication with the grouting pump 140 and the slurry reservoir 130. A second control valve 112 and a second pressure measuring member 113 are disposed within the first conveying portion 1112. The slurry conveyed by the first conveying portion 1112 is directed into the grouting borehole 2 via the first extension portion 1111. The second control valve 112 and the second pressure measuring member 113 are disposed within the first conveying portion 1112 to control the flow of the first conveying portion 1112, thereby monitoring and controlling the grouting pressure. This further ensures coordination between the grouting pressure and the water injection pressure, thereby preventing the slurry injected into the grouting borehole 2 from flowing through the fractures into the non-grouting borehole 1.

[0125] In some embodiments, the sidewall of the first extension portion 1111 is formed with multiple holes to prevent the slurry outlet of the first extension portion 1111 from being blocked by gravel, mud, or sand during insertion into the grouting borehole 2, thereby preventing the slurry from flowing out. In this case, the slurry can flow out through the multiple holes. Preferably, the multiple holes are circular holes, with a number of 2-3 holes and a spacing of 10 cm.

[0126] Furthermore, waterproof tape is pasted at the positions of multiple holes formed on the side wall of the first extension part 1111, and the degree of adhesion of the waterproof tape is set to be able to be washed away by slurry, so as to avoid the multiple holes of the first extension part 1111 being blocked by gravel, mud, sand, etc. when the first extension part 1111 is extended into the grouting borehole 2 by pasting the waterproof tape, and the degree of adhesion of the waterproof tape is set to be able to be washed away by slurry, so as to avoid the waterproof tape being pasted too firmly, resulting in the slurry being unable to flow out of the multiple holes.

[0127] In some embodiments, the discharge assembly 120 includes: a discharge member 121 and a third control valve 122. The discharge member 121 is configured to extend from the inside of the grouting borehole 2 to the outside of the grouting borehole 2, forming a channel for gas or liquid in the grouting borehole 2 to discharge from the grouting borehole 2; the third control valve 122 is disposed on the discharge member 121 to control whether the flow path of the discharge member 121 is open or closed. When grouting the grouting borehole 2 through the grouting assembly 110, the water inside the grouting borehole 2 can be diverted to the outside of the grouting borehole 2 through the discharge member 121, preventing the water in the grouting borehole 2 from affecting the injection of slurry; the third control valve 122 is disposed on the discharge member 121 to facilitate limiting the flow of water in the grouting borehole 2 out of the grouting borehole 2 by closing the third control valve 122, ensuring that the water can be maintained in the grouting borehole 2 at a predetermined pressure, and to facilitate controlling the flow of water in the grouting borehole 2 by opening the third control valve 122.

[0128] In some embodiments, the discharge member 121 includes a second extension portion 1211 and a second conveying portion 1212. The second extension portion 1211 and the second conveying portion 1212 are integrally formed. The second extension portion 1211 is disposed within the grouting borehole 2 and is arranged parallel to the first extension portion 1111 along the radial direction of the grouting borehole 2. The second conveying portion 1212 is disposed outside the grouting borehole 2. The third control valve 122 is disposed on the second conveying portion 1212. Water inside the grouting borehole 2 is diverted from the second conveying portion 1212 to the outside of the grouting borehole 2 via the second extension portion 1211. The third control valve 122 is disposed on the second conveying portion 1212 to control whether the flow path of the second conveying portion 1212 is open or closed.

[0129] In some embodiments, when the grouting borehole 2 is an upwardly inclined up-dip borehole, the grouting member 111 is configured to form a channel for gas or liquid in the grouting borehole 2 to discharge from the grouting borehole 2, and the discharge member 121 is used to guide the slurry into the grouting borehole 2; when the grouting borehole 2 is a downwardly inclined down-dip borehole, the grouting member 111 is configured to guide the slurry into the grouting borehole 2, and the discharge member 121 forms a channel for gas or liquid in the grouting borehole 2 to discharge from the grouting borehole 2. In addition, the other components of the grouting assembly 110 and the discharge assembly 120 are configured to be able to be interchanged according to changes in the functions of the grouting member 111 and the discharge member 121.

[0130] In some embodiments, the length of the first extension portion 1111 is set to, when it is set inside the grouting borehole 2, be able to maintain a distance of 15-20 cm from the bottom of the grouting borehole 2. Since there may be a core that has not been pulled out at the bottom of the grouting borehole, the first extension portion 1111 directly penetrates into the bottom of the hole and may block the orifice, so it is necessary to maintain a certain distance. In addition, if the distance is too far, for the case where the grouting borehole is an up-dip borehole, the first extension portion 1111 is used to discharge the gas in the grouting borehole 2. At this time, it will appear that when the slurry has not completely filled the grouting borehole, the first extension portion 1111 has been filled with the slurry, and the gas in the grouting borehole cannot be effectively discharged. There will be bubbles in the slurry, resulting in loose grouting; if the distance is too close, there is still the possibility of blocking the orifice.

[0131] In some embodiments, the length of the second extension portion 1211 is set to 1-2m, preferably 1.5m. Since the second extension portion 1211 is used to guide the slurry into the grouting borehole 2 when the grouting borehole 2 is an upward-inclined borehole, and to discharge the gas in the grouting borehole 2 when the grouting borehole 2 is a downward-inclined borehole, if the length is too short, the anchoring agent may enter during the hole anchoring, resulting in the borehole being sealed; if the length is too long, when the grouting borehole 2 is a downward-inclined borehole, the second extension portion 1211 may be filled with slurry before the grouting borehole is completely filled. The gas in the grouting borehole cannot be effectively discharged, and bubbles will exist in the slurry, resulting in loose grouting.

[0132] like Figure 2 As shown, Figure 2 A schematic diagram showing a water injection member 211 according to an embodiment of the present application disposed in a non-grouting borehole 1 is provided. In some embodiments, the water injection member 211 includes: a plurality of pipes 10 and an inflatable member 20. The plurality of pipes 10 are connectable to one another and are configured to extend from the bottom of the non-grouting borehole 1 to the orifice of the non-grouting borehole 1 after connection, and are configured to inject water into the non-grouting borehole 1 through the plurality of pipes 10; the inflatable member 20 is disposed on the pipe 10 located at the orifice, and is configured to seal the gap between the pipe 10 and the non-grouting borehole 1 after inflation, so that water entering the borehole through the plurality of pipes 10 does not flow out of the gap to the outside of the borehole.

[0133] In this embodiment, multiple pipe fittings 10 are arranged to be connected to each other, and after connection, they extend from the bottom of the non-grouting borehole 1 to the orifice of the non-grouting borehole 1, and are arranged to be able to inject water into the non-grouting borehole 1 through the multiple pipe fittings 10, so as to facilitate the water to be diverted from the outside into the bottom of the non-grouting borehole 1, and facilitate the water to penetrate into the through-fissures at the bottom of the non-grouting borehole 1, so that the water fills the non-grouting borehole 1 and the through-fissures; and, by arranging an inflatable piece 20 to seal the gap between the pipe fitting 10 and the non-grouting borehole 1, the water entering the borehole through the multiple pipe fittings 10 will not flow out of the gap to the outside of the borehole, so that in the process of grouting the grouting borehole, the water in the non-grouting borehole 1 and the through-fissures is used to block the slurry from flowing from the grouting borehole through the through-fissures into the non-grouting borehole 1, thereby avoiding the formation of a void in the grouting borehole, ensuring dense grouting, and avoiding the non-grouting borehole being blocked by slurry, resulting in the abandonment of the borehole.

[0134] like Figure 2 and Figure 3 As shown, Figure 3 The schematic diagram of the structure of the water injection fitting of the embodiment of the present application is shown. In some embodiments, the pipe fitting 10 has a pipe body 11, a first end 12 and a second end 13. The pipe body 11 is arranged between the first end 12 and the second end 13. The pipe body 11, the first end 12 and the second end 13 are integrally formed. The first end 12 of one pipe fitting 10 and the second end 13 of another pipe fitting 10 are arranged to be detachably connected. The second end 13 of the pipe fitting 10 arranged at the orifice is arranged outside the orifice. This allows multiple pipe fittings 10 to be connected to each other to form a structure that can extend from the bottom of the non-grouting borehole 1 to the orifice of the non-grouting borehole 1, thereby facilitating the diversion of water from the outside into the bottom of the non-grouting borehole 1 and facilitating the water to penetrate into the through-fissures at the bottom of the non-grouting borehole 1, so that the water fills the non-grouting borehole 1 and the through-fissures.

[0135] In some embodiments, the radial length of the pipe body 11 is set to be 7-13 mm, preferably 10 mm, less than the radial length of the non-grouting borehole 1. In this embodiment, the radial length of the pipe body 11 is set to be 7-13 mm less than the radial length of the non-grouting borehole 1 to ensure the slurry blocking effect while facilitating the movement of the pipe body 11 within the borehole, thereby preventing the pipe fitting 10 from being easily pulled out of the borehole after slurry flows between the pipe fitting 10 and the borehole.

[0136] In some embodiments, the first end portion 12 is configured as an external thread and the second end portion 13 is configured as an internal thread, and the radial length of the second end portion 13 is greater than the radial length of the tube body 11 .

[0137] In this embodiment, the first end 12 of the pipe fitting 10 is set to an external thread and the second end 13 is set to an internal thread, so that the first end 12 of one pipe fitting 10 can be detachably connected to the second end 13 of another pipe fitting 10; the radial length of the second end 13 is set to be greater than the radial length of the pipe body 11, so that the second end 13 is closer to the wall of the non-grouting borehole 1 than the pipe body 11. Therefore, during the grouting process of the grouting borehole, if there is still slurry flowing from the grouting borehole into the non-grouting borehole 1 through the through-cracks, the flowing slurry can be restricted between every two second ends 13, preventing the slurry from flowing deeper into the non-grouting borehole 1, and when the device is taken out of the non-grouting borehole 1, the second end 13 can be used to scrape the slurry solidified on the inner wall of the borehole and bring the slurry out.

[0138] In some embodiments, the radial length of the second end portion 13 is 3-7 mm greater than the radial length of the tube body 11, preferably 5 mm. In this embodiment, the radial length of the second end portion 13 is 3-7 mm greater than the radial length of the tube body 11 to ensure the slurry blocking effect and the ability to scrape slurry solidified on the inner wall of the drill hole, while preventing excessive slurry outflow.

[0139] like Figure 2 As shown, in some embodiments, the inflatable member 20 is arranged at a position close to the second end 13 of the pipe 10 at the orifice, so that the inflatable member 20 can block the gap between the orifice of the non-grouting borehole 1 and the pipe 10, which is beneficial to ensure that the non-grouting borehole 1 and all through cracks are filled with water, thereby improving the blocking effect of slurry flowing from the grouting borehole through the through cracks into the non-grouting borehole 1.

[0140] In some embodiments, the inflatable member 20 can be an O-shaped airbag, which is configured to be sleeved on the pipe 10 so as to adapt to the shape of the wall of the non-grouting borehole 1 and fit tightly with the wall of the non-grouting borehole 1, thereby tightly sealing the gap between the non-grouting borehole 1 and the pipe 10.

[0141] In some embodiments, the device suitable for drilling and grouting also includes a rubber pad, which is arranged at the connection of multiple pipe fittings 10 to improve the sealing of the connection between the multiple pipe fittings 10, prevent water from leaking from the connection, resulting in the inability to divert water to the bottom of the non-grouting borehole 1 through the multiple pipe fittings 10, affecting the water from penetrating into the through cracks at the bottom of the non-grouting borehole 1.

[0142] Specifically, the rubber pad is disposed inside the second end portion 13 of the pipe 10 so as to cooperate with the first end portion 12 of another pipe 10 to achieve a sealed connection.

[0143] In some embodiments, in step S70, when cleaning the non-grouting borehole, the following steps are also included:

[0144] S71: injecting water into the non-grouting borehole through the water injection member 211.

[0145] S72: reciprocatingly moving the water injection member 211 in the axial direction in the non-grouting borehole.

[0146] S73: Ensure that non-grouting boreholes are clean.

[0147] In this embodiment, water is injected into the non-grouting borehole through the water injection member 211, and the device is reciprocated in the axial direction in the non-grouting borehole 1, so as to use the second end 13 of the pipe 10 to repeatedly scrape the hole wall of the non-grouting borehole 1 to bring out the slurry flowing into the non-grouting borehole 1, thereby cleaning the non-grouting borehole 1 and further preventing the non-grouting borehole 1 from being blocked by slurry.

[0148] Regarding the embodiments of the present application, it should also be noted that, in the absence of conflict, the embodiments of the present application and the features therein can be combined with each other to obtain new embodiments.

[0149] The above are only specific implementation methods of the present application, but the protection scope of the present application is not limited thereto. The protection scope of the present application shall be based on the protection scope of the claims.

Claims

1. A grouting method suitable for grouting multiple boreholes, characterized in that: It includes the following steps: determining that one of the plurality of boreholes is a grouting borehole and determining that the other boreholes of the plurality of boreholes are non-grouting boreholes, and determining that the grouting borehole is not connected to the non-grouting borehole; injecting grout into the determined grouting borehole; Repeat the above steps until all the boreholes are grouted.

2. The grouting method according to claim 1, wherein "Determining that the grouting borehole is not connected to the non-grouting borehole" further includes the following steps: injecting water into the grouting borehole and maintaining a predetermined pressure; Determining that the flow rate of water in the non-grouting borehole does not change; Determine that the grouting borehole is not connected to the non-grouting borehole.

3. A grouting method suitable for grouting multiple boreholes, characterized in that: It includes the following steps: S01: determining that one of the plurality of boreholes is a grouting borehole and that the other boreholes of the plurality of boreholes are non-grouting boreholes, and determining and marking the non-grouting boreholes connected to the grouting borehole; S02: Determining that, when grouting the borehole, slurry does not flow from the grouting borehole into the non-grouting borehole; S03: Grouting the grouting borehole; S04: Repeat steps S01-S03 until all the drill holes are grouting completed.

4. The grouting method according to claim 3, wherein: In step S01 of "determining and marking a non-grouting borehole connected to the grouting borehole", the following steps are also included: S011: injecting water into the grouting borehole and maintaining a predetermined pressure; S012: determining the borehole in which the water flow rate change in the non-grouting borehole is the largest, marking it, and sealing it; S013: Repeat steps S011-S012 to determine and mark the non-grouting boreholes connected to the grouting boreholes.

5. The grouting method according to claim 3, wherein: In step S02, the following steps are also included: S021: Determine the opening of the marked through-crack of the non-grouting borehole; S022: Determine, based on the aperture of the through-fissure, that when grouting the borehole, the slurry will not flow from the grouting borehole into the non-grouting borehole.

6. The grouting method according to claim 5, characterized in that: In step S022, the following steps are also included: S0221: Determine the maximum diffusion radius of the slurry according to the opening of the through-fracture; S0222: Determine the non-grouting borehole closest to the grouting borehole, and determine the distance between the two; S0223: According to the maximum diffusion radius determined in S0221 and the distance determined in step S0222, it is determined that when grouting the borehole, the slurry will not flow from the grouting borehole to the non-grouting borehole.

7. The grouting method according to claim 6, characterized in that: In step S0221, the opening of the through crack and the maximum diffusion radius of the slurry meet the following relationship: Among them, R max is the maximum diffusion radius, b max is the maximum opening of the through crack, P0 is the predetermined grouting pressure, P a is the hydrostatic pressure, τ is the yield shear stress of the slurry, η is the crack roughness coefficient, α is the water separation rate of the slurry, k0 is the safety factor considering the change of crack opening, ρ c is the density of the slurry, g is the acceleration of gravity, h0 is the elevation of the orifice, h2 is the elevation of the center of the crack, and β is the inclination angle of the crack.

8. A grouting method suitable for grouting multiple boreholes, characterized in that: It includes the following steps: S10: determining that one of the plurality of boreholes is a grouting borehole and that the other boreholes of the plurality of boreholes are non-grouting boreholes, and determining and marking the non-grouting boreholes connected to the grouting borehole; S20: determining that slurry can flow from the grouting borehole to the non-grouting borehole when grouting the borehole, and determining that the non-grouting borehole into which the slurry flows has a through-crack between the non-grouting borehole and the grouting borehole; S30: Filling the grouting borehole, the non-grouting borehole determined in step S20, and the through-fissure with water; S40: sealing the opening of the non-grouting borehole to keep water in the non-grouting borehole and the through-fissure; S50: injecting water into the non-grouting borehole according to a predetermined water injection pressure, so that when grouting is injected into the grouting borehole, pressure balance can be achieved between the grouting borehole and the non-grouting borehole; S60: grouting the grouting borehole according to a predetermined grouting pressure; S70: After the grouting is completed, wait for a predetermined time, unblock the non-grouting borehole and clean the non-grouting borehole; S80: Repeat steps S10-S70 until all the boreholes are grouting completed.

9. The grouting method according to claim 8, characterized in that: The step S10 of "determining and marking a non-grouting borehole connected to the grouting borehole" further includes the following steps: S11: injecting water into the grouting borehole and maintaining a predetermined pressure; S12: determining the borehole in which the water flow rate change in the non-grouting borehole is the largest, marking it, and sealing it; S13: Repeat steps S11-S12 to determine and mark the non-grouting boreholes connected to the grouting boreholes.

10. The grouting method according to claim 8, characterized in that: In step S20, the following steps are also included: S21: determining the opening of the marked through-fracture of the non-grouting borehole; S22: determining, based on the aperture of the through-fissure, whether the slurry can flow from the grouting borehole to the non-grouting borehole when grouting the borehole, and determining the non-grouting borehole into which the slurry flows.

11. The grouting method according to claim 10, characterized in that: In step S22, the following steps are also included: S221: Determining the maximum diffusion radius of the slurry according to the opening of the through-fracture; S222: Determine the non-grouting borehole closest to the grouting borehole, and determine the distance between the two; S223: According to the maximum diffusion radius determined in S221 and the distance determined in step S222, it is determined that when grouting the borehole, the slurry can flow from the grouting borehole to the non-grouting borehole, and the non-grouting borehole into which the slurry flows is determined.

12. The grouting method according to claim 11, characterized in that: In step S221, the opening of the through-fracture and the maximum diffusion radius of the slurry meet the following relationship: Among them, R max is the maximum diffusion radius, b max is the maximum opening of the through crack, P0 is the predetermined grouting pressure, P a is the hydrostatic pressure, τ is the yield shear stress of the slurry, η is the crack roughness coefficient, α is the water separation rate of the slurry, k0 is the safety factor considering the change of crack opening, ρ c is the density of the slurry, g is the acceleration of gravity, h0 is the elevation of the orifice, h2 is the elevation of the center of the crack, and β is the inclination angle of the crack.

13. The grouting method according to claim 8, characterized in that: In step S30, the following steps are also included: S31: Determine the non-grouting borehole closest to the center of the grouting borehole; S32: injecting water into the non-grouting borehole determined in step S31 to ensure that the grouting borehole, all the non-grouting boreholes and the through-fissures are filled with water.

14. The grouting method according to claim 8, characterized in that: In step S50, the predetermined water injection pressure for injecting water into the non-grouting borehole is determined based on the predetermined grouting pressure for grouting into the grouting borehole.

15. The grouting method according to claim 14, characterized in that: The predetermined water injection pressure and the predetermined grouting pressure meet the following relationship: Among them, P c is the predetermined water injection pressure, D min b is the distance between the nearest non-grouting borehole and the grouting borehole center, max is the maximum opening of the through crack, P0 is the predetermined grouting pressure, ρ c is the density of the slurry, g is the acceleration of gravity, h0 is the elevation of the orifice, h2 is the elevation of the center of the crack, P a is the hydrostatic pressure, τ is the yield shear stress of the slurry, η is the crack roughness coefficient, α is the water separation rate of the slurry, k0 is the safety factor considering the change of crack opening, and β is the crack inclination.

16. The grouting method according to claim 8, characterized in that: In step S60, the following steps are also included: S61: Grouting is performed into the grouting borehole until the liquid flowing out of the grouting borehole is converted from water to slurry, and the grouting is continued for a first predetermined time; S62: Adjust the grouting pressure to the predetermined grouting pressure, and maintain the predetermined grouting pressure to grout the grouting borehole for a second predetermined time.

17. The grouting method according to claim 8, characterized in that: In step S70, the predetermined time is determined according to the initial setting time of the slurry.

18. The grouting method according to claim 17, characterized in that: The predetermined time is 20-40 minutes before the slurry reaches the initial setting state.

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