Slip casting method

Abstract

This application relates to the technical field of grouting methods for sealing wellbores, fractures, or similar conditions, specifically to a grouting method suitable for grouting multiple boreholes. The method includes: identifying one of the multiple boreholes as a grouting borehole and identifying the other boreholes as non-grouting boreholes; determining that the grouting borehole and the non-grouting boreholes are not connected; grouting the identified grouting borehole; and repeating the above steps until all boreholes are grouted. The grouting method provided by the embodiments of this application, by first determining that the grouting borehole to be grouted is not connected to other non-grouting boreholes, then grouting the grouting borehole, and after grouting is completed, re-identifying the grouting borehole to be grouted and repeating the above steps until all boreholes are grouted, ensures that the grout injected into the grouting borehole is completely retained within the grouting borehole, ensuring dense grouting and effectively avoiding the generation of voids.

Description

Technical Field

[0001] The embodiments of this application relate to the technical field of grouting methods for sealing wellbores, fractures, or similar situations, and specifically to a grouting method. Background Technology

[0002] The statements herein are provided merely as background information in connection with this application and do not necessarily constitute prior art.

[0003] To ensure the safety of underground engineering projects, rationally design support parameters, and conduct geological early warning, it is usually necessary to pre-drill holes in the tunnel wall and embed sensors to monitor parameters such as stress, displacement, and energy release of the surrounding rock. When embedding sensors, cement slurry is usually used as the coupling medium between the sensor and the rock mass and as 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 response of the surrounding rock during the construction of underground engineering projects. This effectively avoids engineering accidents and ensures the safety and quality of underground engineering construction. Summary of the Invention

[0004] A brief overview of this application is provided below to offer a basic understanding of certain aspects thereof. It should be understood that this overview is not an exhaustive summary of the application. It is not intended to identify key or essential parts of the application, nor is it intended to limit its scope. Its purpose is merely to present certain concepts in a simplified form as a prelude to the more detailed description that follows.

[0005] In a first aspect, embodiments of this application provide a grouting method applicable to grouting multiple boreholes, comprising 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, determining that the grouting borehole and the non-grouting boreholes are not connected; grouting the determined grouting borehole; repeating the above steps until all boreholes are grouted.

[0006] The grouting method provided in the embodiments of this application first determines that the grouting borehole to be grouted is not connected to other non-grouting boreholes, then grout is injected 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 grout injected into the grouting borehole can be completely retained in the grouting borehole, ensuring that the grouting is dense and effectively avoiding the generation of voids.

[0007] Secondly, embodiments of this application provide a grouting method applicable to grouting multiple boreholes, comprising the following steps: S01: determining one of the multiple boreholes as a grouting borehole and determining the other boreholes of the multiple boreholes as non-grouting boreholes, identifying and marking the non-grouting boreholes connected to the grouting borehole; S02: determining that during grouting of the boreholes, grout will not flow from the grouting boreholes into the non-grouting boreholes; S03: grouting the grouting boreholes; S04: repeating steps S01-S03 until all boreholes are grouted.

[0008] The grouting method provided in the embodiments of this application first identifies and marks the non-grouting boreholes connected to the grouting borehole to be grouted. Then, it is determined that no grout will flow into these non-grouting boreholes during the grouting process of the grouting borehole. Grout is then injected into the grouting borehole. After the grouting is completed, the grouting borehole to be grouted is re-identified, and the above steps are repeated until all boreholes are grouted. This ensures that the grout injected into the grouting borehole will not flow into the non-grouting borehole due to the connection between the grouting borehole and the non-grouting borehole, thereby ensuring that the grouting in the grouting borehole is dense and effectively avoiding the generation of voids.

[0009] Thirdly, embodiments of this application provide a grouting method suitable for grouting multiple boreholes, comprising the following steps: S10: determining one of the multiple boreholes as a grouting borehole and determining the other boreholes of the multiple boreholes as non-grouting boreholes, identifying and marking the non-grouting boreholes connected to the grouting borehole; S20: determining that during grouting of the boreholes, grout can flow from the grouting borehole to the non-grouting borehole, identifying the non-grouting borehole into which the grout flows, and identifying a through-crack between the non-grouting borehole and the grouting borehole; S30: connecting the grouting borehole and the non-grouting borehole determined in step S20... S40: Seal the openings of non-grouting boreholes to keep water in the non-grouting boreholes and through-fractures; S50: Inject water into the non-grouting boreholes at a predetermined injection pressure to achieve pressure balance between the grouting boreholes and non-grouting boreholes when grouting is injected into the grouting boreholes; S60: Inject grout into the grouting boreholes at a predetermined injection pressure; S70: After grouting is completed, wait a predetermined time before unsealing the openings of the non-grouting boreholes and cleaning them; S80: Repeat steps S10-S70 until all boreholes are grouted.

[0010] The grouting method provided in this application first identifies and marks the non-grouting boreholes connected to the grouting borehole to be grouted. Then, it identifies non-grouting boreholes from these non-grouting boreholes where grout would flow into the grouting borehole during grouting, thus filtering out non-grouting boreholes with through-cracks that allow grout to flow between them and the grouting borehole. Next, it fills all non-grouting boreholes, grouting boreholes, and through-cracks with water, then seals the openings of the non-grouting boreholes to maintain water at a predetermined pressure within them. Finally, it injects water into the non-grouting boreholes at a predetermined injection pressure, ensuring pressure balance between the grouting borehole and the non-grouting boreholes during grouting, preventing the grouting pressure from exceeding the pressure of the non-grouting boreholes when grouting is injected into the grouting borehole. Water is forced out of the grouting borehole; then grout is injected into the grouting borehole to utilize the pressure balance between the grouting and non-grouting boreholes, restricting the flow of grout and preventing grout from flowing into the non-grouting borehole through the through-cracks. This keeps the grout in the grouting borehole, ensuring dense grouting and effectively preventing voids. At the same time, it prevents the non-grouting borehole from being blocked by grout flowing in from the grouting borehole, thus avoiding borehole abandonment. After grouting is completed, the sealing of the non-grouting borehole is removed after a predetermined time, and the non-grouting borehole is cleaned to allow water to flow out and remove any grout that may have accidentally flowed into the non-grouting borehole through the through-cracks, further preventing the non-grouting borehole from being blocked by grout. Attached Figure Description

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

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

[0013] Figure 2 This is a schematic diagram of a water injection component installed in a non-grouting borehole according to an embodiment of this application;

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

[0015] Explanation of reference numerals in the attached figures:

[0016] 1. Non-grouting drill holes; 2. Grouting drill holes;

[0017] 100. Grouting unit; 110. Grouting assembly; 111. Grouting component; 1111. First extension; 1112. First conveying section; 112. Second control valve; 113. Second pressure measuring component; 120. Discharge assembly; 121. Discharge component; 1211. Second extension; 1212. Second conveying section; 122. Third control valve; 130. Grout storage component; 140. Grouting pump;

[0018] 200. Water injection unit; 210. Water injection assembly; 211. Water injection component; 212. Piping; 213. First pressure measuring component; 214. First control valve; 220. Water storage component; 230. Water injection pump;

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

[0020] It should be noted that the accompanying drawings are not necessarily drawn to scale, but are shown only in a schematic manner without affecting the reader's understanding. Detailed Implementation

[0021] Exemplary embodiments of this application will be described below with reference to the accompanying drawings. For clarity and brevity, 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 development of any such actual embodiment to achieve the developer's specific goals, such as complying with constraints related to the system and business, and these constraints may vary depending on the implementation. Furthermore, it should be understood that while development work can be very complex and time-consuming, such development work is merely a routine task for those skilled in the art who benefit from the content of this application.

[0022] It should also be noted that, in order to avoid obscuring this application with unnecessary details, only the equipment structure and / or processing steps closely related to the solution according to this application are shown in the accompanying drawings, while other details that are not closely related to this application are omitted.

[0023] The inventors of this application have discovered that when grouting boreholes using existing grouting methods, if the boreholes are connected, grouting often results in problems such as incomplete grouting. After grouting, cement mortar voids exist within the boreholes, causing poor coupling between the sensor and the rock mass, which prevents the sensor from accurately monitoring parameters such as stress, displacement, and energy release of the surrounding rock.

[0024] Based on this, embodiments of this application provide a grouting method applicable to grouting multiple boreholes, comprising 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, determining that the grouting borehole and the non-grouting boreholes are not connected; grouting the determined grouting borehole; repeating the above steps until all boreholes are grouted.

[0025] The grouting method provided in the embodiments of this application first determines that the grouting borehole to be grouted is not connected to other non-grouting boreholes, then grout is injected 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 grout injected into the grouting borehole can be completely retained in the grouting borehole, ensuring that the grouting is dense and effectively avoiding the generation of voids.

[0026] In some embodiments, "determining that the grouting borehole and the non-grouting borehole are not connected" further includes the steps of: 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; and determining that the grouting borehole and the non-grouting borehole are not connected.

[0027] In this embodiment, water is injected into the grouting borehole and maintained at a predetermined pressure. By determining that the water flow rate in the non-grouting borehole has not changed, it is determined that the water in the grouting borehole does not flow to the non-grouting borehole. This visually demonstrates the connectivity between the boreholes. The non-connectivity between the grouting borehole and the non-grouting borehole can be determined with simple operation.

[0028] In some embodiments, when water is injected into the grouting borehole, the water injection pressure is maintained at 0.3 MPa when the grouting borehole is a downwardly inclined borehole, and the water injection pressure can be determined based on the borehole opening elevation and the bottom elevation of the grouting borehole when the grouting borehole is an upwardly inclined borehole.

[0029] In some embodiments, the borehole orifice elevation, borehole bottom elevation, and water 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 The injection pressure is expressed in MPa; ρ w ρ is the density of water; g is the acceleration due to gravity; h0 is the elevation of the orifice opening; and h1 is the elevation of the orifice bottom.

[0032] Embodiments of this application also provide a grouting method suitable for grouting multiple boreholes, comprising the following steps S01-S04:

[0033] S01: Identify one of the multiple boreholes as a grouting borehole and identify the other boreholes as non-grouting boreholes. Identify and mark the non-grouting boreholes that are connected to the grouting borehole.

[0034] S02: Ensure that during grouting of boreholes, grout will not flow from grouting boreholes into non-grouting boreholes.

[0035] S03: Grouting is performed on the grouting borehole.

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

[0037] The grouting method provided in the embodiments of this application first identifies and marks the non-grouting boreholes connected to the grouting borehole to be grouted. Then, it is determined that no grout will flow into these non-grouting boreholes during the grouting process of the grouting borehole. Grout is then injected into the grouting borehole. After the grouting is completed, the grouting borehole to be grouted is re-identified, and the above steps are repeated until all boreholes are grouted. This ensures that the grout injected into the grouting borehole will not flow into the non-grouting borehole due to the connection between the grouting borehole and the non-grouting borehole, thereby ensuring that the grouting in the grouting borehole is dense and effectively avoiding the generation of voids.

[0038] In some embodiments, the step S01, "identifying and marking non-grouting boreholes connected to grouting boreholes," further includes the following steps:

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

[0040] S012: Identify the borehole with the greatest variation in water flow rate in the non-grouting borehole, mark it, and seal it.

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

[0042] In this embodiment, water is injected into the grouting borehole and maintained at a predetermined pressure. The boreholes with the largest changes in water flow rate in the non-grouting boreholes are marked and sealed. Then, water is injected into the grouting borehole again, and the boreholes with the largest changes in water flow rate in the non-grouting boreholes are marked and sealed again. In this way, all non-grouting boreholes connected to the grouting borehole are identified. By sealing the boreholes with the largest changes in flow rate in sequence, most of the water flows out from the borehole with the largest changes in flow rate during water injection, which would result in insignificant changes in flow rate in other boreholes. This also avoids missing non-grouting boreholes connected to the grouting borehole.

[0043] Specifically, during the process of identifying and marking non-grouting boreholes connected to grouting boreholes, water is injected into the grouting boreholes while maintaining a predetermined pressure. The borehole with the largest change in water flow rate in the non-grouting boreholes is identified and marked. Water injection into the grouting boreholes is stopped, and the marked non-grouting boreholes are sealed using airbags. Water injection into the grouting boreholes is continued while maintaining the predetermined pressure. The borehole with the largest change in water flow rate in the non-grouting boreholes is identified and marked. Water injection into the grouting boreholes is stopped, and the marked non-grouting boreholes are sealed using airbags. The above steps are repeated until the water flow rate in all boreholes no longer changes. This process is used to identify and mark 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 fracture in the marked non-grouting borehole.

[0046] S022: Based on the opening of the through fracture, determine that during grouting of the borehole, the grout will not flow from the grouting borehole into the non-grouting borehole.

[0047] In this embodiment, the opening of the through-crack in the non-grouting borehole connected to the grouting borehole is determined so that the grout will not flow from the grouting borehole into the non-grouting borehole during grouting, based on the opening of the through-crack.

[0048] In some embodiments, in step S021, borehole television can be used to penetrate from the opening of the marked non-grouting borehole to the bottom of the borehole to obtain the surrounding rock image information of the borehole, thereby obtaining the opening of the through fractures in the borehole. This is to accurately obtain the opening data of the through fractures in all non-grouting boreholes, and to ensure the accuracy and reliability of the conclusion that, based on the opening data of the through fractures, grout will not flow from the grouting boreholes into the non-grouting boreholes during the grouting process.

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

[0050] S0221: Determine the maximum diffusion radius of the grout based on the opening of the penetrating fracture.

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

[0052] S0223: Based on the maximum diffusion radius determined in S0221 and the distance determined in step S0222, determine that during grouting of boreholes, the grout 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 grout is the opening of the penetrating fracture, in this embodiment, the maximum diffusion radius of the grout is determined based on the opening of the penetrating fracture in the non-grouting borehole, and the distance between the non-grouting borehole and the grouting borehole closest to the grouting borehole is determined. Then, by using the maximum diffusion radius of the grout and the distance value, it is determined that when grouting the borehole, the grout 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 less than the distance value, thereby determining that during grouting of the borehole, the grout will not flow from the grouting borehole to the non-grouting borehole.

[0055] In some embodiments, in step S0221, the aperture of the penetrating crack and the maximum diffusion radius of the grout conform to the following relationship:

[0056]

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

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

[0059] Embodiments of this application also provide a grouting method suitable for grouting multiple boreholes, comprising the following steps S10 to S60:

[0060] S10: Identify one of the multiple boreholes as a grouting borehole and identify the other boreholes as non-grouting boreholes, identify and mark the non-grouting boreholes that are connected to the grouting borehole.

[0061] S20: Determine that during grouting of boreholes, grout can flow from grouting boreholes to non-grouting boreholes, determine the non-grouting boreholes into which grout flows, and identify the through-cracks between the non-grouting boreholes and grouting boreholes.

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

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

[0064] S50: Inject water into the non-grouting borehole according to the 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: Grout into the grouting borehole according to the predetermined grouting pressure.

[0066] S70: After grouting is completed, wait for a predetermined time before unblocking the openings of non-grouting boreholes and cleaning them.

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

[0068] The grouting method provided in this application first identifies and marks the non-grouting boreholes connected to the grouting borehole to be grouted. Then, it identifies non-grouting boreholes from these non-grouting boreholes where grout would flow into the grouting borehole during grouting, thus filtering out non-grouting boreholes with through-cracks that allow grout to flow between them and the grouting borehole. Next, it fills all non-grouting boreholes, grouting boreholes, and through-cracks with water, then seals the openings of the non-grouting boreholes to maintain water at a predetermined pressure within them. Finally, it injects water into the non-grouting boreholes at a predetermined injection pressure, ensuring pressure balance between the grouting borehole and the non-grouting boreholes during grouting, preventing the grouting pressure from exceeding the pressure of the non-grouting boreholes when grouting is injected into the grouting borehole. Water is forced out of the grouting borehole; then grout is injected into the grouting borehole to utilize the pressure balance between the grouting and non-grouting boreholes, restricting the flow of grout and preventing grout from flowing into the non-grouting borehole through the through-cracks. This keeps the grout in the grouting borehole, ensuring dense grouting and effectively preventing voids. At the same time, it prevents the non-grouting borehole from being blocked by grout flowing in from the grouting borehole, thus avoiding borehole abandonment. After grouting is completed, the sealing of the non-grouting borehole is removed after a predetermined time, and the non-grouting borehole is cleaned to allow water to flow out and remove any grout that may have accidentally flowed into the non-grouting borehole through the through-cracks, further preventing the non-grouting borehole from being blocked by grout.

[0069] In some embodiments, step S10, "identifying and marking non-grouting boreholes connected to grouting boreholes," further includes the following steps:

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

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

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

[0073] In this embodiment, water is injected into the grouting borehole and maintained at a predetermined pressure. The boreholes with the largest changes in water flow rate in the non-grouting boreholes are marked and sealed. Then, water is injected into the grouting borehole again, and the boreholes with the largest changes in water flow rate in the non-grouting boreholes are marked and sealed again. In this way, all non-grouting boreholes connected to the grouting borehole are identified. By sealing the boreholes with the largest changes in flow rate in sequence, most of the water flows out from the borehole with the largest changes in flow rate during water injection, which would result in insignificant changes in flow rate in other boreholes. This also avoids missing non-grouting boreholes connected to the grouting borehole.

[0074] Specifically, during the process of identifying and marking non-grouting boreholes connected to grouting boreholes, water is injected into the grouting boreholes while maintaining a predetermined pressure. The borehole with the largest change in water flow rate in the non-grouting boreholes is identified and marked. Water injection into the grouting boreholes is stopped, and the marked non-grouting boreholes are sealed using airbags. Water injection into the grouting boreholes is continued while maintaining the predetermined pressure. The borehole with the largest change in water flow rate in the non-grouting boreholes is identified and marked. Water injection into the grouting boreholes is stopped, and the marked non-grouting boreholes are sealed using airbags. The above steps are repeated until the water flow rate in all boreholes no longer changes. This process is used to identify and mark 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 in the marked non-grouting borehole;

[0077] S22: Based on the opening of the through fracture, determine whether the grout can flow from the grouting borehole to the non-grouting borehole during grouting, and identify the non-grouting borehole from which the grout flows.

[0078] In this embodiment, the opening of the through-fracture of the marked non-grouting borehole connected to the grouting borehole is determined so that the non-grouting borehole into which grout will flow during grouting can be identified based on the opening of the through-fracture.

[0079] In some embodiments, step S22 further includes the following step:

[0080] S221: Determine the maximum diffusion radius of the grout based on the opening of the penetrating crack;

[0081] S222: Determine the nearest non-grouting borehole to the grouting borehole and determine the distance between them;

[0082] S223: Based on the maximum diffusion radius determined in S221 and the distance determined in step S222, determine whether the grout can flow from the grouting borehole to the non-grouting borehole during grouting, and identify the non-grouting borehole into which the grout flows.

[0083] Since the most important factor affecting the maximum diffusion radius of the grout is the opening of the penetrating fracture, in this embodiment, the maximum diffusion radius of the grout is determined based on the opening of the penetrating fracture 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, by using the maximum diffusion radius of the grout and the distance value, the non-grouting boreholes into which grout will flow during grouting are screened out, 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 during grouting of the borehole, the grout 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 non-grouting boreholes with a distance less than the maximum diffusion radius as non-grouting boreholes into which the grout flows.

[0085] In some embodiments, in step S221, the aperture of the penetrating fracture and the maximum diffusion radius of the grout conform to the following relationship:

[0086]

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

[0088] In this embodiment, the maximum diffusion radius of the grout is determined by the relationship between the opening of the through-crack and the maximum diffusion radius of the grout. This further ensures the accuracy of the non-grouting boreholes selected in step S223 based on the maximum diffusion radius determined in S221 and the distance between the grouting borehole and the non-grouting borehole, which are selected during the grouting process. This avoids omitting non-grouting boreholes that need to be prevented from flowing in with grout. As a result, it further ensures that the grout will not flow into the non-grouting boreholes when grouting is injected into the grouting borehole, making the grouting in the grouting borehole dense and preventing the non-grouting boreholes from being blocked by grout.

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

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

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

[0092] In this embodiment, by determining the non-grouting borehole that is closest to the center of the grouting borehole, the non-grouting borehole with the best connectivity to the grouting borehole is determined. That is, this non-grouting borehole is most likely to receive grout and has the highest potential for grout to flow in. Therefore, water is first injected into this borehole so that the injected water can flow into the grouting borehole and other non-grouting boreholes through the through-crack.

[0093] In some embodiments, in step S50, a predetermined water injection pressure for injecting water into non-grouting boreholes is determined based on the predetermined grouting pressure for grouting the boreholes. By establishing a relationship between the predetermined grouting pressure and the predetermined water injection pressure, it is convenient to control the water injection pressure into non-grouting boreholes according to the changes in the predetermined grouting pressure for grouting the boreholes. This facilitates achieving pressure balance between grouting and non-grouting boreholes and prevents water from being pushed out of non-grouting boreholes under the pressure of grouting the boreholes.

[0094] In some embodiments, when the grouting borehole is a downwardly inclined borehole, the predetermined grouting pressure P0 is maintained at 0.3 MPa; when the grouting borehole is an upwardly inclined borehole, the predetermined grouting pressure P0 can be determined based on the borehole opening elevation and the bottom elevation of the borehole.

[0095] Specifically, the borehole elevation, 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 Let ρ be the density of the slurry, g be the acceleration due to gravity, h0 be the elevation at the orifice, and h1 be the elevation at the bottom of the orifice.

[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 To determine the predetermined water injection pressure, D min b is the distance between the center of the non-grouting borehole and the center of the grouting borehole that is closest to the center of the grouting borehole. max P0 represents the maximum aperture of the penetrating fracture, P0 represents the predetermined grouting pressure, and ρ represents the maximum aperture of the penetrating fracture. c Let g be the density of the slurry, h be the acceleration due to gravity, h0 be the elevation at the orifice, h2 be the elevation at the center of the fracture, and P be the density of the slurry. aτ is the hydrostatic pressure, η is the yield shear stress of the slurry, α is the crack roughness coefficient, α is the water separation rate of the slurry, k0 is the safety factor considering the change in crack opening, which is generally taken as 1.2, and β is the crack inclination angle.

[0101] In this embodiment, a specific relationship is established between the predetermined water injection pressure and the predetermined grouting pressure, so as to accurately control the water injection pressure into the non-grouting borehole according to the change of the predetermined grouting pressure injected into the grouting borehole. This ensures that a stable pressure balance is maintained between the grouting borehole and the non-grouting borehole, and further ensures that the grout injected into the grouting borehole will not flow into the non-grouting borehole through the through-crack between the grouting borehole and the non-grouting borehole.

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

[0103] S61: Grout into the grouting borehole until the liquid flowing out of the borehole changes from water to slurry, and continue grouting for the first predetermined time.

[0104] S62: Adjust the grouting pressure to the predetermined grouting pressure, and maintain the predetermined grouting pressure to inject grout into 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 borehole changes from water to slurry, so as to determine that the slurry has been injected to the predetermined position. Initially, the slurry flowing out of the borehole may contain a small amount of water, so grouting continues for a first predetermined time to ensure that all the liquid flowing out of the borehole is slurry, thus ensuring that the grouting borehole is filled with slurry. However, at this time, the through-cracks between the boreholes are not filled with slurry. If grouting is stopped at this time, slurry will flow from the grouting borehole into the through-cracks, forming a void in the grouting borehole. Therefore, the grouting pressure is adjusted to the predetermined grouting pressure, and grouting is performed on the grouting borehole for a second predetermined time to avoid disrupting the pressure balance between the grouting borehole and the non-grouting borehole, and to ensure that the through-cracks are also completely filled with slurry, thereby ensuring the grouting of the grouting borehole is dense.

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

[0107] In some embodiments, the grout injected into the grouting borehole consists of ordinary silicate cement and water in a mass ratio of 0.5:1. The grout also includes light magnesium oxide, which accounts for 0.5% of the total mass of the grout, in order to achieve good coupling between the sensor embedded in the borehole and the rock mass after grouting, and to minimize heat release.

[0108] In some embodiments, in step S70, a predetermined time is determined based on the initial setting time of the grout, so as to release the blockage of the non-grouting borehole opening before the grout reaches the initial setting state, allowing water inside the non-grouting borehole to flow out, so as to promptly clean the grout flowing into the non-grouting borehole and prevent the grout from solidifying and clogging the non-grouting borehole. Specifically, the initial setting time of the grout can be determined according to the composition and ratio of the grout.

[0109] In some embodiments, the predetermined time is 20-40 minutes before the grout reaches its initial setting state. At this time, the grout's fluidity is significantly reduced, and it has not completely solidified, making it easier to promptly remove grout flowing into non-grouting boreholes. Preferably, the predetermined time is 30 minutes before the grout reaches its initial setting state.

[0110] Embodiments of this application also provide a grouting device, applicable to the grouting method provided in this application, such as... Figure 1 As shown, Figure 1 A schematic diagram of the grouting device according to an embodiment of this application is shown, which includes a grouting unit 100 and a water injection unit 200. The grouting unit 100 is configured to inject grout into the grouting borehole 2; the water injection unit 200 is configured to inject water into the non-grouting borehole 1, and is capable of maintaining water at a predetermined pressure in the non-grouting borehole 1 and the through-hole, so as to prevent the injected grout from flowing into the non-grouting borehole 1 through the through-hole when the grouting unit 100 injects grout into the grouting borehole 2.

[0111] The grouting device provided in the embodiments of this application, by configuring the water injection unit 200 to inject water into the non-grouting borehole 1, maintains water at a predetermined pressure in the non-grouting borehole 1 and the through-crack, so that when the grouting unit 100 injects grout into the grouting borehole 2, it prevents the injected grout from flowing into the non-grouting borehole 1 through the through-crack, thereby keeping the grout injected into the grouting borehole 2 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, preventing the non-grouting borehole 1 from being blocked by the grout flowing into the grouting borehole 2, causing the borehole to be abandoned; and, the water injection unit 200 configured to inject water into the non-grouting borehole 1 can also clean up the grout that has inadvertently flowed into the non-grouting borehole 1 through the through-crack after the grouting unit 100 has completed grouting into the grouting borehole 2, thereby further preventing the non-grouting borehole 1 from being blocked by the grout.

[0112] In some embodiments, the water injection unit 200 includes at least one water injection assembly 210, a water storage element 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 the through-fracture; the water storage element 220 is configured to store water delivered to the non-grouting borehole 1 through the water injection assembly 210; the water injection pump 230 is configured to provide pressure so that water in the water storage element 220 flows into the non-grouting borehole 1 through the water injection assembly 210.

[0113] In this embodiment, the water injection component 210 extends 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 component 210. Under the pressure of the water injection pump 230, the water in the water storage component 220 is guided into the bottom of the non-grouting borehole 1 through the water injection component 210, so that the water can penetrate into the through-crack at the bottom of the non-grouting borehole 1. Furthermore, by configuring the water injection component 210 to maintain water at a predetermined pressure in the non-grouting borehole 1 and the through-crack, during the grouting process of grouting the borehole 2, the water in the non-grouting borehole 1 and the through-crack prevents the grout from flowing from the grouting borehole 2 into the non-grouting borehole 1 through the through-crack.

[0114] In some embodiments, the water injection assembly 210 includes: a water injection element 211, a pipeline 212, a first pressure measuring element 213, and a first control valve 214. The water injection element 211 is configured to extend from the bottom of the non-grouting borehole 1 to the orifice of the non-grouting borehole 1, guiding water from the outside of the non-grouting borehole 1 to its interior, and is configured to maintain water at a predetermined pressure in the non-grouting borehole 1 and through the fracture; the pipeline 212 is disposed outside the non-grouting borehole 1 and is in fluid communication with the water injection element 211; the first pressure measuring element 213 is disposed in the pipeline 212 and is used to measure the pressure value of the water flowing through the pipeline 212; the first control valve 214 is disposed in the pipeline 212 and is used to control the flow path between the pipeline 212 and the water injection element 211 to allow or prevent flow.

[0115] In this embodiment, the water injection component 211 is configured to extend from the bottom of the non-grouting borehole 1 to its opening, guiding water from the outside of the non-grouting borehole 1 to its interior. It is configured to maintain water at a predetermined pressure within the non-grouting borehole 1 and the penetrating fissure. A pipe 212 is fluidly connected to the water injection component 211, and a first control valve 214 is located on the pipe 212. By closing the first control valve 214, the outflow of water from the non-grouting borehole 1 is further restricted, ensuring water flow. The pressure is sufficient to maintain a predetermined pressure in the non-grouting borehole 1 and the through-crack; the first pressure measuring element 213 is provided in the pipeline 212 to determine the water pressure injected into the non-grouting borehole 1 through the water injection element 211, thereby preventing the injected grout from flowing into the non-grouting borehole 1 through the through-crack when the grouting unit 100 injects grout into the grouting borehole 2; and after the grouting unit 100 has completed 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 components 210 is determined according to the number of non-grouting boreholes 1 that have through-cracks with the grouting borehole 2. A water injection component 210 is provided in each non-grouting borehole 1 that has through-cracks with the grouting borehole 2, so as to keep water at a predetermined pressure in each non-grouting borehole 1 and through-cracks with through-cracks with the grouting borehole 2. Thus, during the grouting process of the grouting borehole 2, the grout is prevented from flowing into these non-grouting boreholes 1 through the through-cracks, effectively ensuring the grouting of the grouting borehole 2 is compact.

[0117] In some embodiments, the water pump 230 and the water storage unit 220 are in fluid communication with the water injection assembly 210 located in 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 through-crack.

[0118] In some embodiments, the water pump 230 storage unit 220 is in fluid communication with the pipeline 212 of the water injection assembly 210 located in the non-grouting borehole 1 closest to the grouting borehole 2, so that water in the storage unit 220 is injected into the non-grouting borehole 1 through the pipeline 212 via the water injection unit 211, and then flows into the grouting borehole 2 and other non-grouting boreholes 1 through the through-crack.

[0119] In some embodiments, the grouting unit 100 includes: a grouting assembly 110, a discharge assembly 120, a grout storage unit 130, and a grouting pump 140. The grouting assembly 110 is configured to extend from the interior of the grouting borehole 2 to the exterior of the grouting borehole 2, and is configured to inject grout from the grout storage unit 130 into the grouting borehole 2 through the grouting assembly 110; the grout storage unit 130 is configured to store the grout delivered to the grouting borehole 2 through the grouting assembly 110; the discharge assembly 120 is configured to extend from the interior of the grouting borehole 2 to the exterior of the grouting borehole 2, forming a channel for the discharge of gas or liquid from the grouting borehole 2; the grouting pump 140 is configured to provide pressure to allow the grout from the grout storage unit 130 to flow into the grouting borehole 2 through the grouting assembly 110.

[0120] In this embodiment, the grouting assembly 110 extends from the inside of the grouting borehole 2 to the outside of the grouting borehole 2, so that the grout in the grout storage container 130 is guided into the grouting borehole 2 through the grouting assembly 110 under the pressure of the grouting pump 140; and the discharge assembly 120 extends from the inside of the grouting borehole 2 to the outside of the grouting borehole 2, so that when grout is injected into the grouting borehole 2 through the grouting assembly 110, the water in the grouting borehole 2 can flow out through the discharge assembly 120, thus avoiding the water in the grouting borehole 2 from affecting the injection of the grout.

[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 flowing out of the non-grouting borehole 1 through the through-crack 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 component 111, a second control valve 112, and a second pressure measuring component 113. The grouting component 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 grout storage unit 130; the second control valve 112 is disposed on the grouting component 111 and is used to control the flow path between the grouting component 111 and the grouting pump 140 and the grout storage unit 130 to allow flow or prevent flow; the second pressure measuring component 113 is disposed on the grouting component 111 and is used to measure the pressure value of the grout flowing through the grouting component 111.

[0123] In this embodiment, the grouting component 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 grout storage component 130, so that the grout in the grout storage component 130 is guided into the grouting borehole 2 under the pressure of the grouting pump 140. The second control valve 112 is configured on the grouting component 111. By closing the second control valve 112, the outflow of water from the grouting borehole 2 is restricted, ensuring that the water can be maintained in the grouting borehole 2 at a predetermined pressure. By opening the second control valve 112, the grouting process into the grouting borehole 2 can be controlled. The second pressure measuring component 113 is configured on the grouting component 111 to determine the pressure of grout injected into the grouting borehole 2 through the grouting component 111, which is beneficial for controlling the grouting pressure. Thus, in conjunction with the water injection pressure of the water injection unit 200 into the non-grouting borehole 1, the injected grout is prevented from flowing into the non-grouting borehole 1 through the penetrating crack.

[0124] In some embodiments, the grouting component 111 includes a first extension 1111 and a first conveying portion 1112. The first extension 1111 and the first conveying portion 1112 are integrally formed. The first extension 1111 is disposed inside the grouting borehole 2, and the first conveying portion 1112 is disposed outside the grouting borehole 2 and is in fluid communication with the grouting pump 140 and the grout storage component 130. A second control valve 112 and a second pressure measuring component 113 are disposed on the first conveying portion 1112. The grout conveyed by the first conveying portion 1112 is guided into the grouting borehole 2 through the first extension 1111. The second control valve 112 and the second pressure measuring component 113 are disposed on the first conveying portion 1112 to control the flow path of the first conveying portion 1112 to allow for flow control and monitoring and control of the grouting pressure. This further ensures the coordination between the grouting pressure and the water injection pressure, preventing the grout injected into the grouting borehole 2 from flowing into the non-grouting borehole 1 through the penetrating crack.

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

[0126] Furthermore, waterproof tape is pasted at the positions of multiple holes formed on the side wall of the first extension 1111. The degree of adhesion of the waterproof tape is set so that it can be washed away by the grout. This is to prevent the multiple holes of the first extension 1111 from being blocked by gravel, mud, sand, etc. during the process of extending into the grouting borehole 2. By setting the degree of adhesion of the waterproof tape to be washed away by the grout, it is also to prevent the waterproof tape from being too firmly attached, which would prevent the grout from flowing out of the multiple holes.

[0127] In some embodiments, the discharge assembly 120 includes a discharge element 121 and a third control valve 122. The discharge element 121 is configured to extend from the interior of the grouting borehole 2 to the exterior of the grouting borehole 2, forming a channel for the discharge of gas or liquid from the grouting borehole 2. The third control valve 122 is disposed on the discharge element 121 and is used to control the flow path of the discharge element 121 to allow or prevent flow. When grout is injected into the grouting borehole 2 through the grouting assembly 110, water inside the grouting borehole 2 can be guided to the exterior of the grouting borehole 2 through the discharge element 121, preventing water in the grouting borehole 2 from affecting the injection of grout. The third control valve 122 is disposed on the discharge element 121 so that by closing the third control valve 122, the outflow of water from the grouting borehole 2 can be restricted, ensuring that water can be maintained in the grouting borehole 2 at a predetermined pressure. By opening the third control valve 122, the outflow of water from the grouting borehole 2 can be controlled.

[0128] In some embodiments, the discharge member 121 includes a second extension 1211 and a second conveying section 1212. The second extension 1211 and the second conveying section 1212 are integrally formed. The second extension 1211 is disposed inside the grouting borehole 2 and is arranged parallel to the first extension 1211 along the radial direction of the grouting borehole 2. The second conveying section 1212 is disposed outside the grouting borehole 2. A third control valve 122 is disposed on the second conveying section 1212. The third control valve 122 is disposed on the second conveying section 1212 to guide water inside the grouting borehole 2 from the second conveying section 1212 to the outside of the grouting borehole 2 through the second extension 1211. The third control valve 122 is disposed on the second conveying section 1212 to control the flow path of the second conveying section 1212 to allow for flow control.

[0129] In some embodiments, when the grouting borehole 2 is an upwardly inclined borehole, the grouting member 111 is configured to form a channel for the gas or liquid inside the grouting borehole 2 to exit the grouting borehole 2, and the discharge member 121 is used to guide the grout into the grouting borehole 2; when the grouting borehole 2 is a downwardly inclined borehole, the grouting member 111 is configured to guide the grout into the grouting borehole 2, and the discharge member 121 forms a channel for the gas or liquid inside the grouting borehole 2 to exit the grouting borehole 2. Furthermore, other components of the grouting assembly 110 and the discharge assembly 120 are configured to be interchangeable according to changes in the function of the grouting member 111 and the discharge member 121.

[0130] In some embodiments, the length of the first extension 1111 is set such that, when disposed inside the grouting borehole 2, it maintains a distance of 15-20 cm from the bottom of the borehole 2. Since there may be core material remaining at the bottom of the grouting borehole, if the first extension 1111 directly penetrates the bottom, it may block the borehole opening; therefore, a certain distance needs to be maintained. Furthermore, if the distance is too great, in the case of an upward-sloping grouting borehole, the first extension 1111, used to expel gas from the grouting borehole 2, may be filled with grout before the borehole is completely filled, preventing effective gas expulsion and resulting in air bubbles in the grout, causing incomplete grouting. If the distance is too small, there is still a possibility of blocking the borehole opening.

[0131] In some embodiments, the length of the second extension 1211 is set to 1-2m, preferably 1.5m. Since the second extension 1211 is used to guide grout into the grouting borehole 2 when the borehole 2 is an upward-sloping borehole, and to discharge gas from the grouting borehole 2 when the borehole 2 is a downward-sloping borehole, if the length is too short, anchoring agent may enter during borehole anchoring, causing the borehole to be sealed. If the length is too long, in the case of a downward-sloping borehole 2, the second extension 1211 may be filled with grout before the borehole is completely filled, preventing effective gas discharge and resulting in air bubbles in the grout, causing incomplete grouting.

[0132] like Figure 2 As shown, Figure 2 The diagram illustrates a water injection component 211 disposed in a non-grouting borehole 1 according to an embodiment of this application. In some embodiments, the water injection component 211 includes: a plurality of pipes 10 and an air inflator 20. The plurality of pipes 10 are interconnected and are configured to extend from the bottom of the non-grouting borehole 1 to the borehole opening after being connected, and are configured to inject water into the non-grouting borehole 1 through the plurality of pipes 10; the air inflator 20 is disposed on the pipes 10 located at the borehole opening, and the air inflator 20 is configured to seal the gap between the pipes 10 and the non-grouting borehole 1 after being inflated, so that the water entering the borehole through the plurality of pipes 10 will not flow out to the outside of the borehole through the gap.

[0133] In this embodiment, multiple pipe fittings 10 are configured to be connected to each other, extending from the bottom of the non-grouting borehole 1 to its opening. These pipe fittings 10 allow water to be injected into the non-grouting borehole 1, facilitating external water flow into the bottom of the non-grouting borehole 1 and allowing water to penetrate deep into the through-cracks at the bottom of the non-grouting borehole 1, filling both the non-grouting borehole 1 and the through-cracks. Furthermore, an air-filling component 20 is used to seal the gaps between the pipe fittings 10 and the non-grouting borehole 1, preventing water entering the borehole through the multiple pipe fittings 10 from flowing out through the gaps. During grouting into the grouting borehole, the water in the non-grouting borehole 1 and the through-cracks prevents grout from flowing from the grouting borehole into the non-grouting borehole 1 through the through-cracks. This avoids the formation of voids within the grouting borehole, ensuring dense grouting, and preventing the non-grouting borehole from being blocked by grout, thus preventing borehole abandonment.

[0134] like Figure 2 and Figure 3 As shown, Figure 3 The diagram illustrates the structure of a water injection component according to an embodiment of this application. In some embodiments, the pipe 10 has a pipe body 11, a first end 12, and a second end 13. The pipe body 11 is disposed between the first end 12 and the second end 13, and the pipe body 11, the first end 12, and the second end 13 are integrally formed. The first end 12 of one pipe 10 is detachably connected to the second end 13 of another pipe 10. The second end 13 of the pipe 10 located at the orifice is located outside the orifice. This allows multiple pipes 10 to be connected to each other, forming a structure that extends from the bottom of the non-grouting borehole 1 to the orifice of the non-grouting borehole 1. This facilitates the external guidance of water into the bottom of the non-grouting borehole 1 and allows water to penetrate deeply into the through-cracks at the bottom of the non-grouting borehole 1, filling both the non-grouting borehole 1 and the through-cracks.

[0135] In some embodiments, 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, preferably 10 mm. 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, so as to ensure the grout blocking effect while facilitating the movement of the pipe body 11 in the borehole, and to prevent the pipe fitting 10 from being difficult to pull out of the borehole after grout flows between the pipe fitting 10 and the borehole.

[0136] In some embodiments, the first end 12 is configured with an external thread and the second end 13 is configured with an internal thread, wherein the radial length of the second end 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 configured with an external thread and the second end 13 is configured with 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. By setting the radial length of the second end 13 to be greater than the radial length of the pipe body 11, the second end 13 is closer to the hole wall of the non-grouting borehole 1 than the pipe body 11. Thus, during the grouting process of grouting the grouting borehole, if grout still flows into the non-grouting borehole 1 through the through-crack, the inflowing grout can be restricted between every two second ends 13, preventing the grout from flowing deeper into the non-grouting borehole 1. Furthermore, when the device is removed from the non-grouting borehole 1, the grout solidified on the inner wall of the borehole can be scraped off using the second end 13 and carried out with the grout.

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

[0139] like Figure 2 As shown, in some embodiments, the air inflator 20 is positioned at the second end 13 of the pipe 10 near the orifice, so that the air inflator 20 can seal the gap between the orifice of the non-grouting borehole 1 and the pipe 10, thereby ensuring that the non-grouting borehole 1 and all through-cracks are filled with water, thereby improving the blocking effect on grout flowing from the grouting borehole through the through-cracks into the non-grouting borehole 1.

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

[0141] In some embodiments, the apparatus for borehole grouting also includes a rubber pad disposed at the connection of the plurality of pipe fittings 10 to improve the sealing of the connection between the plurality of pipe fittings 10 and prevent water from leaking from the connection, which would prevent water from being guided through the plurality of pipe fittings 10 to the bottom of the non-grouting borehole 1 and affect the water penetration into the through-crack located at the bottom of the non-grouting borehole 1.

[0142] Specifically, a rubber gasket is disposed on the inner side of the second end 13 of the pipe fitting 10 so as to cooperate with the first end 12 of the other pipe fitting 10 to achieve a sealed connection.

[0143] In some embodiments, step S70, when cleaning non-grouting boreholes, further includes the following steps:

[0144] S71: Water is injected into the non-grouting borehole through the water injection component 211.

[0145] S72: The water injection component 211 reciprocates along the axial direction in a non-grouting borehole.

[0146] S73: Confirm that the non-grouting borehole has been cleaned.

[0147] In this embodiment, water is injected into the non-grouting borehole through the water injection component 211, and the device is moved back and forth in the axial direction in the non-grouting borehole 1 to repeatedly scrape the borehole wall of the non-grouting borehole 1 with the second end 13 of the pipe component 10 to carry out the grout 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 grout.

[0148] Regarding the embodiments of this application, it should also be noted that, without conflict, the embodiments of this application and the features in the embodiments can be combined with each other to obtain new embodiments.

[0149] The above are merely specific embodiments of this application, but the scope of protection of this application is not limited thereto. The scope of protection of this application shall be determined by the scope of the claims.

Claims

1. A method of grouting, suitable for grouting a plurality of boreholes, characterised in that, It includes the following steps: S10: Determine one of the plurality of boreholes as a grouting borehole and determine the other boreholes of the plurality of boreholes as non-grouting boreholes; identify and mark the non-grouting boreholes that communicate with the grouting borehole. S20: Determine that during grouting of the borehole, grout can flow from the grouting borehole to the non-grouting borehole, and determine that there is a through-crack between the non-grouting borehole and the grouting borehole. S30: Fill the grouting borehole, the non-grouting borehole determined in step S20, and the through-crack with water; S40: Seal the opening of the non-grouting borehole to keep water in the non-grouting borehole and the through fracture; S50: Inject 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: Grout is injected into the grouting borehole according to the predetermined grouting pressure; S70: After grouting is completed, wait for a predetermined time, then remove the seal from the non-grouting borehole and clean the non-grouting borehole. S80: Repeat steps S10-S70 until all the boreholes are grouted.

2. The grouting method according to claim 1, characterized in that, The step S10, "Identifying and marking non-grouting boreholes connected to the grouting boreholes," also includes the following steps: S11: Inject water into the grouting borehole and maintain a predetermined pressure; S12: Identify the borehole with the largest change in water flow rate in the non-grouting borehole, mark it, and seal it; S13: Repeat steps S11-S12 to identify and mark the non-grouting boreholes that are connected to the grouting boreholes.

3. The grouting method according to claim 1, characterized in that, Step S20 also includes the following steps: S21: Determine the aperture of the through fracture in the marked non-grouting borehole; S22: Based on the opening of the through fracture, determine that during grouting of the borehole, the grout can flow from the grouting borehole to the non-grouting borehole, and identify the non-grouting borehole from which the grout flows in.

4. The grouting method according to claim 3, characterized in that, Step S22 also includes the following steps: S221: Determine the maximum diffusion radius of the slurry based on the opening of the through-crack; S222: Determine the non-grouting borehole that is closest to the grouting borehole, and determine the distance between them; S223: Based on the maximum diffusion radius determined in S221 and the distance determined in step S222, determine that during grouting of the borehole, the grout can flow from the grouting borehole to the non-grouting borehole, and identify the non-grouting borehole into which the grout flows.

5. The grouting method according to claim 4, characterized in that, In step S221, the aperture of the penetrating fracture and the maximum diffusion radius of the slurry conform to the following relationship: ， in, The maximum diffusion radius, For the maximum aperture of the penetrating fracture, To the predetermined grouting pressure, Let τ be the hydrostatic pressure, and τ be the yield shear stress of the slurry. The roughness coefficient of the crack. The water separation rate of the slurry. To account for the safety factor of crack aperture variation, Let g be the density of the slurry, and g be the acceleration due to gravity. The elevation of the borehole. This is the elevation of the crack center. The angle of inclination of the fracture.

6. The grouting method according to claim 1, characterized in that, Step S30 also includes the following steps: S31: Determine the non-grouting borehole that is closest to the center of the grouting borehole; S32: Inject water into the non-grouting boreholes determined in step S31 to ensure that the grouting boreholes, all the non-grouting boreholes, and the through-cracks are filled with water.

7. The grouting method according to claim 1, 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 injecting grout into the grouting borehole.

8. The grouting method according to claim 7, characterized in that, The predetermined water injection pressure and the predetermined grouting pressure conform to the following relationship: ， in, To determine the predetermined water injection pressure, The distance between the center of the non-grouting borehole and the center of the grouting borehole is the closest distance to the center of the grouting borehole. For the maximum aperture of the penetrating fracture, To the predetermined grouting pressure, Let g be the density of the slurry, and g be the acceleration due to gravity. The elevation of the borehole. The elevation of the crack center. Let τ be the hydrostatic pressure, and τ be the yield shear stress of the slurry. The roughness coefficient of the crack. The water separation rate of the slurry. To account for the safety factor of crack aperture variation, The angle of inclination of the fracture.

9. The grouting method according to claim 1, characterized in that, Step S60 also includes the following steps: S61: Grouting is performed into the grouting borehole until the liquid flowing out of the grouting borehole changes from water to slurry, and grouting continues 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.

10. The grouting method according to claim 1, characterized in that, In step S70, the predetermined time is determined based on the initial setting time of the slurry.

11. The grouting method according to claim 10, characterized in that, The predetermined time is 20-40 minutes before the slurry reaches the initial setting state.

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