Grouting method and grouting device for non-grouting wall

Abstract

The invention relates to the technical field of grouting, in particular to a grouting method and device for a non-grouting wall. Comprising the steps that concrete is sprayed to the tunnel face to form a supporting structure on the outer surface of the tunnel face; advanced drilling is carried out on the tunnel face to form grouting holes; film bags are installed in the grouting holes and located at the ends, close to the tunnel face, of the grouting holes; grouting pipes are installed in the grouting holes and penetrate through the film bags to be inserted into the grouting holes; cement mortar is injected between the grouting pipe and the grouting hole, and it is ensured that a gap between the grouting pipe and the hole wall of the grouting hole is filled; grout is injected into the film bag, a grout stopping structure is formed in the film bag, and a permeation compaction area is formed in the surrounding rock area in front of the grout stopping structure; and grouting is conducted in the permeation compaction area through the grouting pipe, and the grouting pressure ranges from 3 MPa to 5 MPa. And the grouting pipe and the grout stopping structure are directly mounted in the drill hole in the technology without the grout stopping wall, so that the building and dismantling time of the grout stopping wall is saved, and the construction period is greatly shortened.

Description

Technical Field

[0001] This application relates to the field of grouting technology, and in particular to a grouting method and grouting device for a non-grouting wall. Background Technology

[0002] In tunnel construction and geotechnical engineering, the stability of weak surrounding rock has long been a problem that has troubled construction workers. To solve this problem, traditional high-pressure grouting technology usually requires the installation of a grout stop wall to ensure that the grouting pressure can be smoothly transmitted to the interior of the surrounding rock to achieve the purpose of reinforcement.

[0003] Patent CN119244248A discloses a large-scale high-pressure water-rich altered structural zone reinforcement grouting method. Specifically, it discloses that the anchoring capacity of the grout-stopping wall can be improved by embedding it in the surrounding rock and installing rebar within the wall, ensuring it can resist grouting pressure during high-pressure grouting and preventing the grout-stopping wall from being squeezed back, thus ensuring the stability of the tunnel face. This method of reinforcing the surrounding rock using grout-stopping walls is time-consuming. The extended construction period may lead to an increase in the loosening zone of the surrounding rock, even damaging the surrounding rock behind the tunnel face and causing collapse. Furthermore, the installation of the grout-stopping wall may cause some damage to the surface surrounding rock, affecting its overall stability. In addition, grout loss is prone to occur at the interface between the grout-stopping wall and the surrounding rock, resulting in poor grouting effect. Due to the presence of the grout-stopping wall, the grouting pressure transmission may be limited, making it difficult to achieve the ideal compaction or even splitting effect. This results in an unsatisfactory reinforcement effect on the weaker surrounding rock in front of the tunnel face, making it impossible to effectively form a composite and failing to achieve the intended purpose of reinforcing the surrounding rock. Summary of the Invention

[0004] In order to solve the above-mentioned technical problems, or at least partially solve the above-mentioned technical problems, this application provides a grouting method and grouting device for a non-grouting wall.

[0005] This application provides a grouting method for walls without grout stoppers, including: Concrete is sprayed onto the working face to form a support structure on the outer surface of the working face; Pre-drilling is performed at the working face to form grouting holes; A membrane bag is installed inside the grouting hole, and the membrane bag is located at one end of the grouting hole near the working face; A grouting pipe is installed in the grouting hole and inserted into the grouting hole through the membrane bag; Cement mortar is injected between the grouting pipe and the grouting hole to ensure that the gap between the grouting pipe and the hole wall is filled. Slurry is injected into the membrane bag to form a slurry-stopping structure inside the membrane bag, and a permeation compaction zone is formed in the surrounding rock area in front of the slurry-stopping structure. Grouting is performed into the permeation and compaction zone through a grouting pipe, with a grouting pressure of 3 MPa to 5 MPa.

[0006] In some embodiments, the spray thickness of the support structure is 10 cm to 15 cm.

[0007] In some embodiments, the spraying of concrete onto the working face to form a support structure on the outer surface of the working face includes: Clean the working face, remove loose rock and debris, and ensure the working face is flat; Install shotcrete equipment; Prepare the shotcrete materials, ensuring that the cement, sand, and aggregate meet the quality requirements; Shotcrete was applied to the working face.

[0008] In some embodiments, the step of pre-drilling to form grouting holes on the working face includes: Install the drilling rig to ensure stability and accuracy; Drilling operations are carried out, with a drilling depth of 10-15m and a diameter of 100-150mm; Control the verticality and diameter of the borehole to ensure that it meets the design requirements; After drilling is completed, clean the debris and water from the hole.

[0009] In some embodiments, the gradual pressure during the injection of slurry into the membrane bag is 2.5 MPa to 3.5 MPa.

[0010] In some embodiments, the length of the membrane bag is adjusted according to the strength of the surrounding rock to ensure that the grout is not forced out along the interface between the membrane bag and the surrounding rock when the permeation compaction zone is grouted.

[0011] In some embodiments, grouting pressure and flow rate are monitored in real time, parameters are adjusted, and data is recorded.

[0012] In some embodiments, it also includes: After grouting is completed, clean the equipment and seal the orifices; check the grouting effect, and perform supplementary grouting if the grouting effect does not meet the requirements.

[0013] In some embodiments, the grouting effect is checked by core drilling or geophysical exploration to verify the uniformity and density of the grouting body.

[0014] A second aspect of this application provides a grouting device, including a grouting pipe, a membrane bag, a guide pipe, a grout inlet pipe, a grout outlet pipe, a flange, and a valve. The guide pipe passes through the membrane bag, the grouting pipe passes through the guide pipe, and the grouting pipe has a grouting hole on its side wall. The grout inlet pipe and the grout outlet pipe are installed side by side on the same side of the flange and communicate with the other side through an internal channel of the flange. The valve is provided on the grout outlet pipe for controlling the outflow or circulation of grout.

[0015] The technical solution provided in this application has the following advantages compared with the prior art: The grouting method without a grout-stopping wall provided in this application embodiment does not require the setting of a grout-stopping wall. It is formed in one step by grouting through a membrane bag, which greatly shortens the construction period and avoids the problem of increased loosening zone caused by long construction period. It also reduces the possibility of deterioration of the surrounding rock at the working face and can effectively prevent and reduce the impact of geological disasters on construction safety.

[0016] The high-pressure controlled grouting technology without grout stop walls is adopted. A grout stop structure is formed by grouting through membrane bags. It directly utilizes the strength of the surrounding rock itself and does not rely on an anchoring system. The flexible support structure formed by membrane bag grouting improves grouting efficiency and can adapt to complex conditions such as weak and fractured zones and high-pressure water-rich areas, reducing the risk of reinforcement failure caused by surrounding rock deformation.

[0017] The double seal of membrane bag and cement mortar effectively prevents grout leakage and can withstand high-pressure grouting, significantly improving the grout penetration and compaction effect, and strengthening a wider range. Attached Figure Description

[0018] The accompanying drawings, which are incorporated in and form part of this specification, illustrate embodiments consistent with this application and, together with the description, serve to explain the principles of this application.

[0019] To more clearly illustrate the technical solutions in the embodiments of this application or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, for those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0020] Figure 1 This is a flowchart of the grouting method for the non-grouting wall described in the embodiments of this application; Figure 2 This is a schematic diagram of the grouting device described in the embodiments of this application.

[0021] Among them, 1. Grouting pipe; 2. Grouting port of membrane bag; 3. Concrete sealing surface; 4. Membrane bag; 5. Guide pipe; 6. Surrounding rock; 7. Grouting hole; 8. Grout outlet pipe; 9. Flange; 10. Valve. Detailed Implementation

[0022] To better understand the above-mentioned objectives, features, and advantages of this application, the solution of this application will be further described below. It should be noted that, unless otherwise specified, the embodiments and features described in these embodiments can be combined with each other.

[0023] Many specific details are set forth in the following description in order to provide a full understanding of this application, but this application may also be implemented in other ways different from those described herein; obviously, the embodiments in the specification are only some embodiments of this application, and not all embodiments.

[0024] Traditional grout-stopping walls (such as heavy-duty vertical grout-stopping walls) are thick (3-5 meters), have long construction periods, are difficult to dismantle, and are not tightly connected to the surrounding rock, making them prone to grout leakage, and may even shift or recede, affecting grouting effectiveness and construction safety. In high-pressure, water-rich altered structural zones, traditional grout-stopping walls have insufficient anchoring capacity and are unable to resist the reaction force during high-pressure grouting, easily leading to the grout-stopping wall being squeezed and receding, affecting the stability of the tunnel face.

[0025] In traditional grouting methods, the grout is easily diluted in water-rich, weak surrounding rock, and the gelation time is difficult to control after mixing with rock cuttings and rock powder, affecting the grouting effect. For example, in water-rich, weak strata, the diffusion radius of the grout is affected by porosity. When the porosity is below 25%, the diffusion radius decreases rapidly, while when the porosity is above 25%, the diffusion radius increases slowly. Furthermore, the grout is easily affected by groundwater during the grouting process, leading to dilution and reducing its concentration and strength, thus affecting the grouting effect. Grout overflow at the wellhead is common in traditional grouting construction, resulting in poor grouting quality, long construction time, and high costs. For example, in tunnel construction, grout overflow at the wellhead often occurs during grouting, which not only wastes grout but also affects the grouting effect and quality. In addition, unreasonable settings of grouting construction parameters, such as grouting pressure, grouting speed, and grouting volume, can also lead to poor grouting results, increasing construction costs and time.

[0026] In the construction of traditional grout-stopping walls, workers often rely on ladders to move up and down, which is not only inconvenient but also poses high safety risks and can easily lead to accidents. Furthermore, the installation and dismantling of grouting equipment and related pipelines in traditional grouting processes is extremely cumbersome, wasting significant manpower and time and greatly reducing overall construction efficiency.

[0027] To address the aforementioned technical problems, this application provides a method for grouting a non-grouting wall, comprising: S1, firstly, spray concrete is applied to the working face to seal it; Specifically, including: S1-1, First, clean the working face, remove loose rock and debris from the surface of the working face, and ensure that the working face is flat; S1-2, Install shotcrete equipment, including shotcrete machine, air compressor and conveying pipe, etc.; S1-3, Prepare the shotcrete materials, ensuring that the cement, sand, stone and other materials meet the quality requirements; S1-4, spray concrete operation is carried out, with a spray thickness of 10cm to 15cm, to ensure that the working face is completely sealed and a stable support structure is formed, which is the concrete sealing surface 3.

[0028] S2, Pre-drilling is performed on the working face to form grouting holes 7; Specifically, including: S2-1. Based on the design drawings and actual site conditions, determine the drilling location and angle, and mark them accordingly. Drilling location requirements: 1) Cover the reinforced area; According to the grouting reinforcement range in the design drawings (such as the reinforcement area in front of the tunnel face, the arch reinforcement area, etc.), lay out the drill holes at circumferential spacing (e.g., 0.5~1.0 meters) and longitudinal spacing (e.g., 1.0~2.0 meters) to ensure that the grout spreads and forms a continuous reinforced body. Avoid obviously fractured zones, seepage points, or existing support structures (such as anchor bolts, steel frames) in the surrounding rock to prevent drilling from causing collapse or damaging existing support.

[0029] 2) Matching with the grouting device; the drilling position must be aligned with the installation position of the guide device to ensure that the grouting pipe 1 can be smoothly inserted and form an effective seal. In water-rich and weak strata, the borehole should be biased towards the stable area of ​​the surrounding rock 6 to avoid directly penetrating the high-pressure aquifer.

[0030] Drilling angle requirements: 1) Pitch angle control According to the pre-grouting range in the design drawings, the drilling angle must ensure that the grout diffusion radius covers the target reinforcement area. For tunnel arch reinforcement: the borehole should be inclined upwards at 5°~15° to ensure the grout diffuses upwards towards the arch (preventing collapse). For sidewall reinforcement: the borehole should be horizontal or slightly inclined outwards (2°~5°) to avoid encroaching on the tunnel clearance. For face pre-grouting: the borehole should be inclined forward at 10°~30° to form an umbrella-shaped grouting curtain (refer to step S9, "Drilling depth 10-15m").

[0031] 2) Horizontal deflection angle control Multiple rows of boreholes should be arranged radially or in a staggered pattern, with horizontal deviations of 15° to 30° to avoid grouting blind spots. In rock with well-developed joints, the borehole angle should be at an angle of 30° to 60° to the direction of the main fractures to enhance grout penetration.

[0032] If the strength and fracture development of the surrounding rock revealed on-site do not match the drawings, the borehole position and angle need to be adjusted in real time (e.g., increasing the density of boreholes in fractured zones, increasing the external insertion angle). In high-pressure, water-rich areas, the borehole angle can be appropriately tilted upwards to reduce the risk of water inrush. The borehole angle should be designed in conjunction with the grouting pressure and grout type. For example, when the external insertion angle is large, the grouting pressure needs to be increased to compensate for the resistance to long-distance grout diffusion. When the downward angle is too large, the sealing strength of the borehole opening needs to be increased.

[0033] S2-2, Install C6 drilling rig to ensure the stability and accuracy of the drilling rig; S2-3, Drilling operation is carried out. The drilling depth should meet the design requirements, generally 10-15m, and the drilling diameter is 100-150mm.

[0034] During the drilling process, the verticality and diameter of the borehole should be strictly controlled to ensure that the drilling quality meets the design requirements.

[0035] S2-4 After drilling is completed, clean the inside of the hole to ensure that there are no debris or water inside.

[0036] S3, Install a membrane bag 4 inside the grouting hole 7, with the membrane bag 4 located at one end of the grouting hole 7 near the working face; Specifically, S3 also includes: S3-1, Prepare grouting pipe 1. The diameter of grouting pipe 1 is generally 50-75mm, and the length should be 0.5-1.0m longer than the drilling depth. S3-2, Install membrane bag 4 and guide tube 5, and ensure the connection is secure.

[0037] S4, install grouting pipe 1 in the grouting hole 7, and insert it into the grouting hole 7 through the membrane bag 4; S5, Cement mortar is injected between the grouting pipe 1 and the grouting hole 7 to ensure that the gap between the grouting pipe 1 and the hole wall of the grouting hole 7 is filled; S6, inject slurry into the membrane bag 4 to form a slurry-stopping structure inside the membrane bag 4, and form a permeation compaction zone in the surrounding rock 6 area in front of the slurry-stopping structure; Specifically, S6 includes: S6-1, Start the grouting pump and inject the grout into the grout-stopping device (membrane bag 4). The grouting pressure is controlled at about 3MPa, for example, 2.5MPa to 3.5MPa. S6-2, under grouting pressure, the membrane bag 4 begins to fill and compact the surrounding rock 6. Due to the confinement of the membrane bag 4, the grout is limited within the volume of the membrane bag 4, and the grout will not leak out, achieving the compaction effect of the surrounding rock 6 with minimal grout. S6-3, the grout-stopping structure itself (grouting pipe 1 + grout from membrane bag 4) serves as a reinforcement structure. Through high-pressure grouting of the grout-stopping structure, the surrounding rock 6 is compacted within the permeability zone of membrane bag 4, forming a composite of surrounding rock 6 compacted with grouting pipe 1 and grout column, thereby achieving the purpose of reinforcing the surrounding rock 6 in this area; It should be noted that the length of the membrane bag 4 is determined based on the condition of the surrounding rock 6 at the site. Generally, the length of the membrane bag 4 is more than 1.5 meters. When the surrounding rock 6 is relatively weak, the length of the membrane bag 4 is appropriately increased, generally to 2 to 2.5 meters. When the surrounding rock 6 is relatively strong, the length can be appropriately shortened, generally to 1 to 1.5 meters. The design principle for the length of the membrane bag 4 is to ensure that when grouting is performed in the area in front of the membrane bag 4, no grout will be forced out along the interface between the grout-stopping structure and the surrounding rock 6, thus ensuring the grout-stopping effect.

[0038] S7, high-pressure grouting is performed into the permeation and compaction zone through grouting pipe 1, and the grouting pressure of the high-pressure grouting is 3MPa to 5MPa.

[0039] Specifically, S7 includes: S7-1, After the grout of the grouting structure reaches the design strength, high-pressure grouting is performed on the permeable compaction zone, with a grouting pressure of 3MPa to 5MPa. Under the influence of the grout-stopping structure, the grout first permeates and compacts forward along the guide pipe 5. As the resistance in the permeation and compaction zone increases and the grouting pressure rises, the grout will flow back to the permeation and compaction zone, further solidifying that area. Due to the influence of the seepage path (the grout travels a long distance from the outlet to the permeation and compaction zone) and the resistance, the grout pressure reaching this area is low and will not cause damage to the area (such as instability of the working face due to pressure). Conversely, the pressure in the grouting port area (permeation and compaction zone) is high, allowing for high-pressure permeation and compaction grouting to reinforce the surrounding rock 6, thus achieving the goal of high-pressure grouting reinforcement without a grout-stopping wall.

[0040] Pressure and flow rate control are crucial during grouting. Grouting pressure and flow rate should be monitored in real time to ensure the grouting pressure remains within the design range; generally, high-pressure grouting uses a pressure of 3 MPa to 5 MPa. The grouting flow rate should be adjusted as needed based on geological conditions and construction progress to ensure optimal grouting results.

[0041] Record the pressure and flow data during the gradual process to facilitate subsequent analysis and adjustment of grouting parameters.

[0042] After grouting is completed, the grouting pump and valve 10 are shut down, and the grouting device and pipelines are cleaned to prevent the grout from solidifying and clogging the pipelines.

[0043] The seven grouting holes were sealed to ensure a tight seal and prevent grout backflow and groundwater infiltration.

[0044] Install a sealing device, such as an expansion plug, at the orifice to ensure a proper seal. After grouting is completed, the grouting effect should be checked. Methods such as core drilling and geophysical exploration should be used to check the uniformity and density of the grouting solid.

[0045] Based on the inspection results, determine whether the grouting effect meets the design requirements. If not, supplementary grouting should be performed.

[0046] This application embodiment also provides a grouting device that can implement the above-mentioned grouting method for walls without grout stoppers. Specifically, the grouting device includes a grouting pipe 1, a membrane bag 4, a guide pipe 5, a grout inlet pipe, a flange 9, and a valve 10. The guide pipe 5 passes through the membrane bag 4, the grouting pipe 1 passes through the guide pipe 5 and extends into the grouting hole 7, and the grouting pipe 1 has a grouting hole 7 on its side wall. The grout inlet pipe and the grout outlet pipe 8 are installed side by side on the same side of the flange 9 and are connected to the other side of the flange 9 through the internal channel of the flange 9. The valve 10 is set on the grout outlet pipe 8 to control the flow or circulation of grout.

[0047] During the grouting stage of membrane bag 4, the grout outlet pipe 8 is closed: valve 10 is in the closed state, and grout is injected into membrane bag 4 through the grout inlet pipe → flange 9 → grouting pipe 1 → grouting port 2 of membrane bag 4. During this stage, the grout outlet pipe 8 does not participate in the grouting process and is only used as a backup channel.

[0048] During the high-pressure grouting stage, grout outlet pipe 8 is activated: After the grout inside the membrane bag 4 hardens, valve 10 of grout outlet pipe 8 is opened to form a grout circulation path. Forward path: Grout inlet pipe → Grouting pipe 1 → Guide pipe 5 → Surrounding rock 6 Grouting area; Reverse path: Part of the grout flows through the grouting area → the other side of flange 9 → Grout outlet pipe 8 backflow. The grout output is controlled by the opening of valve 10 to maintain a stable grouting pressure (3-5MPa); grout circulation: prevents grouting pipe 1 from becoming blocked and ensures that the grout continuously penetrates and compacts the surrounding rock 6; carries away rock debris or diluted grout from the grouting area (especially suitable for water-rich strata).

[0049] The use of a non-grouting wall retreat-type controlled grouting pipe sealing device effectively prevents grout overflow from the borehole, thus significantly improving grouting quality. The grouting device includes a flange 9, with an inlet pipe and an outlet pipe 8 installed on one side. A valve 10 is installed on the outlet pipe 8. Both the inlet and outlet pipes 8 are connected to the other side of the flange 9, where a grouting pipe 1 is located. One end of the grouting pipe 1 is connected to the inlet pipe. The outer diameter of the grouting pipe 1 is 1 / 3 to 1 / 2 of the outer diameter of the inlet pipe, and it is connected to the inlet pipe via a reducing joint. The inlet pipe is perpendicular to the flange 9, and the outlet pipe 8 is inclined at 30° to 45° relative to the inlet pipe. This design not only simplifies the grouting construction process and reduces construction costs but also improves construction efficiency while ensuring construction quality. By selecting grouting holes 7 at different locations to verify the selection of grout and grouting methods, the stratum can be better reinforced, ensuring the safety of subsequent excavation construction.

[0050] Specifically, boreholes can be drilled at different locations in the tunnel surrounding rock 6, and then grout can be injected into the stratum through grouting pipe 1. The grout penetrates into the rock stratum through fissures, pores, or voids in the tunnel surrounding rock 6, serving to fill, reinforce, or block water in the rock stratum. This process achieves retreat grouting, where the grout squeezes out water from between soil particles or in rock fissures through filling, penetration, and compaction. After the grout solidifies and hardens, the tunnel surrounding rock 6 or soil mass forms a whole with good impermeability and high strength, buying time and creating conditions for the construction of the support structure. Using a constant pressure grouting device and intelligent constant pressure grouting method with precise pressure control allows for real-time intelligent control of the grouting pressure, improving the stability of constant pressure grouting. During the grouting process, the intelligent control system monitors the grouting pressure in real time and automatically adjusts the output pressure of the grouting pump according to the set pressure value to ensure stable grouting pressure. This method not only improves the grouting effect but also reduces uneven grouting caused by pressure fluctuations, further improving the grouting quality.

[0051] The increased construction efficiency not only saves time but also significantly improves safety. In tunnel construction, the stability of the surrounding rock at the tunnel face is crucial. In traditional methods, the surrounding rock at the tunnel face gradually deteriorates during construction. However, the high-pressure controlled grouting technology without a grout-stopping wall can complete grouting reinforcement within 15 days, effectively reducing the deterioration of the surrounding rock at the tunnel face by 15 days. This is especially important in the event of geological disasters; every hour of improved construction progress represents a significant advancement, effectively preventing and reducing the impact of geological disasters on construction safety.

[0052] The use of grout-stopping wall-less grouting significantly improves construction speed. Compared with traditional high-pressure grouting methods with grout-stopping walls, it can save more than 15 days. Specifically, the traditional method requires the construction of a grout-stopping wall first, followed by grouting, while the grout-stopping wall-less technology directly installs the grouting pipe 1 and grout-stopping device inside the borehole, eliminating the time required for the construction and removal of the grout-stopping wall and greatly shortening the construction cycle.

[0053] It should be noted that, in this document, relational terms such as "first" and "second" are used merely to distinguish one entity or operation from another, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Furthermore, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus. Without further limitations, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, article, or apparatus that includes said element.

[0054] The above description is merely a specific embodiment of this application, enabling those skilled in the art to understand or implement this application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of this application. Therefore, this application is not to be limited to the embodiments described herein, but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.

Claims

1. A grouting method for a wall without a grout stop, characterized in that, include: Concrete is sprayed onto the working face to form a support structure on the outer surface of the working face; Pre-drilling is performed at the working face to form grouting holes; A membrane bag is installed inside the grouting hole, and the membrane bag is located at one end of the grouting hole near the working face; A grouting pipe is installed in the grouting hole and inserted into the grouting hole through the membrane bag; Cement mortar is injected between the grouting pipe and the grouting hole to ensure that the gap between the grouting pipe and the hole wall is filled. Slurry is injected into the membrane bag to form a slurry-stopping structure inside the membrane bag, and a permeation compaction zone is formed in the surrounding rock area in front of the slurry-stopping structure. Grouting is performed into the permeation and compaction zone through a grouting pipe, with a grouting pressure of 3 MPa to 5 MPa.

2. The grouting method for a wall without grout stop according to claim 1, characterized in that, The spray thickness of the support structure is 10cm to 15cm.

3. The grouting method for a wall without grout stop according to claim 1, characterized in that, The process of spraying concrete onto the working face to form a support structure on the outer surface of the working face includes: Clean the working face, remove loose rock and debris, and ensure the working face is flat; Install shotcrete equipment; Prepare the shotcrete materials, ensuring that the cement, sand, and aggregate meet the quality requirements; Shotcrete was applied to the working face.

4. The grouting method for a wall without grout stop according to claim 1, characterized in that, The process of pre-drilling holes at the working face to form grouting holes includes: Install the drilling rig to ensure stability and accuracy; Drilling operations are carried out, with a drilling depth of 10-15m and a diameter of 100-150mm; Control the verticality and diameter of the borehole to ensure that it meets the design requirements; After drilling is completed, clean the debris and water from the hole.

5. The grouting method for a wall without grout stop according to claim 1, characterized in that, The pressure during the injection of slurry into the membrane bag is gradually increased from 2.5 MPa to 3.5 MPa.

6. The grouting method for a wall without grout stop according to claim 1, characterized in that, The length of the membrane bag is adjusted according to the strength of the surrounding rock to ensure that the grout is not forced out along the interface between the membrane bag and the surrounding rock when grouting is performed in the permeable compaction zone.

7. The grouting method for a wall without grout stop according to claim 1, characterized in that, It also includes real-time monitoring of grouting pressure and flow rate, adjusting parameters, and recording data.

8. The grouting method for a wall without grout stop according to claim 1, characterized in that, Also includes: After grouting is completed, clean the equipment and seal the orifices; check the grouting effect, and perform supplementary grouting if the grouting effect does not meet the requirements.

9. The grouting method for a wall without grout stop according to claim 8, characterized in that, The grouting effect is checked by core drilling or geophysical exploration to verify the uniformity and density of the grouting body.

10. A grouting device for implementing the non-stop grouting wall grouting method as described in any one of claims 1-9, characterized in that, The device includes a grouting pipe, a membrane bag, a guide pipe, a grout inlet pipe, a grout outlet pipe, a flange, and a valve. The guide pipe passes through the membrane bag, and the grouting pipe passes through the guide pipe. The grouting pipe has grouting holes on its side wall. The grout inlet pipe and the grout outlet pipe are installed side by side on the same side of the flange and are connected to the other side through an internal channel of the flange. The valve is installed on the grout outlet pipe to control the flow or circulation of grout.

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