Tunnel water gushing plugging method

Abstract

The application provides a tunnel gushing water plugging method, which comprises the following steps: pouring a concrete cushion on the bottom of the tunnel, reserving a drainage ditch under the concrete cushion, drilling drainage holes on the periphery of the tunnel wall, connecting the drainage holes with the drainage ditch by using a drainage pipe, drilling grouting holes on the periphery of the drainage holes and injecting grouting material into the grouting holes, plugging the grouting holes after the drainage pipe does not discharge water and the grouting material in the grouting holes appears reverse flow, embedding a secondary lining sleeve pipe and a grouting pipeline for connecting the side wall through holes of the secondary lining sleeve pipe with the drainage ditch in the tunnel, pouring concrete between the secondary lining sleeve pipe and the tunnel wall, injecting grouting material into the drainage ditch through the grouting pipeline after the concrete reaches 75% of the design strength, and plugging the drainage ditch under the grouting pipeline; compared with the prior art, the tunnel gushing water plugging method improves the gushing water plugging quality and the gushing water plugging construction efficiency.

Description

Technical Field

[0001] This invention relates to the field of tunnel engineering technology, and more specifically, to a method for sealing water inrush in tunnels. Background Technology

[0002] Based on factors such as lithology, weathering degree, and rock quality, tunnels are classified into five types of surrounding rock. The fifth type of rock mass has highly developed joints and fissures, abundant groundwater activity, and unstable surrounding rock. During tunnel construction, it is common to encounter sections of fractured surrounding rock, and most of the tunnel is located below the groundwater level. The stability of the surrounding rock is poor, the problem of karst water inflow is serious, and the safety risks are high.

[0003] Existing technologies typically use grouting materials to plug water around the location of water inflow in the tunnel. During the initial support construction, it is common for there to be streams of water and seepage from cracks on the exposed rock surface after excavation. This results in a large amount of streams of water flowing out even after the initial support construction is completed, and these streams are distributed in various parts of the arch, arch shoulder, and sidewalls, which seriously affects the construction safety and operation of the tunnel. Summary of the Invention

[0004] The problem solved by this invention is how to address the issue of poor quality and low construction efficiency of water inrush sealing caused by large water outflow from tunnels.

[0005] This invention provides a method for sealing water inrush in tunnels, comprising the following steps:

[0006] Step S1: During tunnel excavation, a concrete cushion layer is poured at the bottom of the tunnel and a drainage ditch is reserved on the underside of the concrete cushion layer.

[0007] Step S2: Drill drainage holes around the tunnel wall and connect the drainage holes to the drainage ditch with a drainage pipe. The drainage ditch is used to drain water to the sedimentation tank outside the tunnel.

[0008] Step S3: Drill grouting holes around the drainage hole and inject grouting material into the grouting holes. After the drainage pipe stops discharging water and the grouting material in the grouting hole flows backward, seal the grouting hole.

[0009] Step S4: Install a secondary lining sleeve inside the tunnel, and simultaneously install a grouting pipe between the secondary lining sleeve and the tunnel wall. Then, pour concrete between the secondary lining sleeve and the tunnel wall. The side wall of the secondary lining sleeve has a through hole. One end of the grouting pipe is connected to the through hole, and the other end of the grouting pipe is connected to the drainage ditch.

[0010] Step S5: After the concrete between the secondary lining sleeve and the tunnel wall reaches 75% of its design strength, grouting material is injected into the drainage ditch through the grouting pipe to seal the drainage ditch below the grouting pipe.

[0011] Compared with existing technologies, this invention, under the conditions of high water pressure and large flow of water in tunnel construction, diverts the water inflow by drilling drainage holes and burying drainage pipes around the severely inflowing areas, reducing the difficulty of sealing. Then, a concrete cushion layer is poured at the bottom of the tunnel, and a drainage ditch is reserved on the underside of the concrete cushion layer to uniformly collect and drain the water, improving drainage efficiency. Next, grouting holes are drilled around the drainage holes in areas with less severe water inflow, and grouting material is injected. The grouting material is automatically driven by the water flow to find and seal small cracks and channels, improving the sealing quality and reducing the amount of drilling and grouting work on the ground. Finally, a grouting pipe is set between the secondary lining sleeve and the tunnel wall, connecting the secondary lining sleeve and the drainage ditch, and grouting material is injected to seal the drainage ditch, completely sealing the water inflow areas of the tunnel and ensuring the sealing quality.

[0012] Preferably, step S3, after sealing the grouting hole, further includes: cutting off the portion of the drain pipe that protrudes from the tunnel wall, then injecting grouting material into the drain pipe and sealing the drain pipe.

[0013] Preferably, step S5, after sealing the drainage ditch, also includes sealing the grouting pipe.

[0014] Preferably, when the drainage ditch is located in the middle of the bottom of the tunnel, the number of through holes is set to multiple, and the multiple through holes are located on the same side of the sidewall of the second lining sleeve, with the spacing between adjacent through holes being 4m-8m.

[0015] Preferably, when the drainage ditch is located on both sides of the bottom of the tunnel, the number of through holes is set to multiple, and the multiple through holes are located on both sides of the sidewall of the second lining pipe. The grouting pipe on the same side connects the through holes on the same side and the drainage ditch on the same side. The distance between adjacent through holes on the same side is 4m-8m.

[0016] Preferably, the upper part of the grouting pipe is horizontally positioned.

[0017] Preferably, a water level sensor is installed on the inner wall of the secondary lining sleeve, and the distance between the water level sensor and the bottom inner wall of the secondary lining sleeve is 3 / 4 of the diameter of the secondary lining sleeve. Preferably, the grouting material is one or more of cement grout, cement-clay grout, cement-water glass grout, ultrafine cement liquid, and polyurethane grout.

[0018] Preferably, the polyurethane grout is composed of repeating urethane chain segments. The polyurethane grout solidifies upon contact with water and is used for both water plugging and reinforcement of grouting holes.

[0019] Preferably, the cement-water glass slurry comprises the following components: 50-80 wt.% cement clinker, 8-15 wt.% fly ash, 5-20 wt.% slag, 1-3 wt.% gypsum, 0.5-1.5 wt.% quick-setting agent, 0.5-1.5 wt.% waterproofing agent, 1-2 wt.% expanding agent, and 1-2 wt.% flocculant. Attached Figure Description

[0020] Figure 1 This is a cross-sectional schematic diagram of the tunnel water inrush sealing method after step S3 in an embodiment of the present invention;

[0021] Figure 2 for Figure 1 A schematic diagram of the cross-section after the portion of the drainage pipe extending out of the tunnel wall has been removed.

[0022] Figure 3 This is a cross-sectional schematic diagram of the tunnel water inrush sealing method after step S5 in an embodiment of the present invention;

[0023] Figure 4 for Figure 3 A schematic diagram of the longitudinal section.

[0024] Explanation of reference numerals in the attached figures:

[0025] 1. Drainage ditch, 2. Drainage hole, 3. Drainage pipe, 4. Grouting hole, 5. Secondary lining sleeve, 6. Grouting pipe, 7. Through hole, 8. Water level sensor. Detailed Implementation

[0026] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. The components of the embodiments of the present invention described and shown in the accompanying drawings can generally be arranged and designed in various different configurations.

[0027] Therefore, the following detailed description of the embodiments of the invention provided in the accompanying drawings is not intended to limit the scope of the claimed invention, but merely to illustrate selected embodiments of the invention. All other embodiments obtained by those skilled in the art based on the embodiments of the invention without inventive effort are within the scope of protection of the invention.

[0028] In the description of this invention, it should be noted that the terms "lower side", "upper part", "inner", "outer", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings, or the orientation or positional relationship in which the product of this invention is usually placed when in use. They are only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limiting this invention.

[0029] Furthermore, the terms "comprising," "containing," and "having" are non-restrictive, meaning that other steps and components that do not affect the results can be added. Unless otherwise specified, all materials, equipment, and reagents are commercially available.

[0030] Furthermore, the terms "set up," "equipped with," "connected," and "linked" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral structure; they can refer to a mechanical connection; they can refer to a direct connection, or an indirect connection through an intermediate medium, or an internal connection between two devices, elements, or components. Those skilled in the art can understand the specific meaning of these terms in this invention according to the specific circumstances.

[0031] It should be noted that, unless otherwise specified, the embodiments and features described in the present invention can be combined with each other.

[0032] This invention provides a method for sealing water inrush in tunnels, such as... Figure 1-4 As shown, it includes the following steps:

[0033] Step S1: During tunnel excavation, a concrete cushion layer is poured at the bottom of the tunnel and a drainage ditch 1 is reserved on the underside of the concrete cushion layer.

[0034] Step S2: Drill drainage holes 2 around the area of ​​severe water inflow in the tunnel wall, and then connect the drainage holes 2 and the drainage ditch 1 with a drainage pipe 3. The drainage ditch 1 is used to drain the water to the sedimentation tank outside the tunnel.

[0035] Step S3: Drill grouting holes 4 in areas around the drainage hole 2 where water inflow is not severe, and inject grouting material into the grouting holes 4. After the drainage pipe 3 stops flowing and the grouting material in the grouting holes 4 flows backward, seal the grouting holes 4.

[0036] Step S4: A secondary lining sleeve 5 is buried in the tunnel, and a grouting pipe 6 is buried between the secondary lining sleeve 5 and the tunnel wall. Then, concrete is poured between the secondary lining sleeve 5 and the tunnel wall. The side wall of the secondary lining sleeve 5 is provided with a through hole 7. One end of the grouting pipe 6 is connected to the through hole 7, and the other end of the grouting pipe 6 is connected to the drainage ditch 1.

[0037] Step S5: After the concrete between the secondary lining sleeve 5 and the tunnel wall reaches 75% of the design strength, grouting material is injected into the drainage ditch 1 through the grouting pipe 6 to seal the drainage ditch 1 below the grouting pipe 6.

[0038] Step S6: After the sealing is completed, repeat steps S2-S5 for the next water inrush zone until the sealing of the entire tunnel water inrush zone is completed.

[0039] Compared with existing technologies, this invention, under the conditions of high water pressure and large flow of water in tunnel construction, diverts the water inflow by drilling drainage holes 2 and burying drainage pipes 3 around the severely inflowing areas, reducing the difficulty of sealing. Then, a concrete cushion layer is poured at the bottom of the tunnel, and a drainage ditch 1 is reserved on the underside of the concrete cushion layer to uniformly collect and drain the water, improving drainage efficiency. Next, grouting holes 4 are drilled around the less severely inflowing areas around the drainage holes 2, and grouting material is injected. The grouting material is driven by the water flow to automatically find and seal small cracks and channels, improving the sealing quality and reducing the amount of drilling and grouting work on the ground. Finally, a grouting pipe 6 is set between the secondary lining sleeve 5 and the tunnel wall, connecting the secondary lining sleeve 5 and the drainage ditch 1, and grouting material is injected to seal the drainage ditch 1, completely sealing the water inflow areas of the tunnel and ensuring the sealing quality. It is evident that this invention adopts the principle of "combining drainage and blocking" in its treatment. For areas with severe water inflow and runoff, such as the bottom corners of side walls, the bottom of tunnels, and construction joints, drainage is the primary method, while for areas with less severe water inflow, such as longitudinal cracks in the tunnel arch, blocking is the primary method.

[0040] As another implementation, step S3, after sealing the grouting hole 4, further includes: cutting off the portion of the drain pipe 3 extending out of the tunnel wall, then injecting grouting material into the drain pipe 3 using grouting equipment and sealing the drain pipe 3. By using the above method, by sealing the small amount of water flowing into the drain pipe 3, a small amount of water is prevented from flowing into the drainage ditch 1, thus improving the grouting quality when the subsequent grouting pipe 6 grouts the drainage ditch 1.

[0041] In another implementation, after sealing the drainage ditch 1 in step S5, the grouting pipe 6 is further sealed. By using the above method, the airtightness of the secondary lining sleeve 5 is improved by sealing the through hole 7 on the side wall of the secondary lining sleeve 5 and the grouting pipe 6.

[0042] In another embodiment, the drainage ditch 1 is located in the middle of the tunnel bottom, with multiple through holes 7 located on the same side of the secondary lining sleeve 5, and the spacing between adjacent through holes 7 is 4m-8m. Using this structure, by placing the through holes 7 on the same side of the secondary lining sleeve 5, it facilitates the operation of the grouting equipment on the same side within the secondary lining sleeve 5. Furthermore, since the spacing between adjacent through holes 7 is affected by the spacing requirements of adjacent grouting pipes 6, in order to increase the grouting density of the drainage ditch 1 and improve the sealing quality, the spacing between adjacent grouting pipes 6 needs to be set at 4-8m. In this embodiment, the spacing between adjacent through holes 7 is 6m, which can completely seal the drainage ditch 1.

[0043] In another implementation, drainage ditches 1 are located on both sides of the tunnel bottom, and multiple through holes 7 are provided. These through holes 7 are located on both sides of the sidewall of the secondary lining sleeve 5. Grouting pipes 6 on the same side connect the through holes 7 on the same side to the drainage ditches 1 on the same side. The spacing between adjacent through holes 7 on the same side is 4m-8m. Using this structure, by setting drainage ditches 1 on both sides of the tunnel bottom, the water discharge rate of the drainage ditches 1 is increased. Furthermore, by setting multiple through holes 7 on both sides of the sidewall of the secondary lining sleeve 5 and connecting the through holes 7 on the same side to the drainage ditches 1, the grouting rate of the drainage ditches 1 is increased. Finally, by setting the spacing between adjacent through holes 7 on the same side to 4m-8m, the grouting density of the drainage ditches 1 is further increased, and the sealing quality is further improved.

[0044] In another embodiment, the upper part of the grouting pipe 6 is horizontally positioned. This structure facilitates the injection of grouting material into the grouting pipe 6 by the grouting equipment and prevents backflow of the grouting material. It also avoids water flowing into the grouting pipe 6 during construction, which could dilute the grouting material in the drainage ditch 1 and affect the grouting quality of the drainage ditch 1.

[0045] In another implementation, a water level sensor 8 is installed on the inner wall of the secondary lining sleeve 5. The distance between the water level sensor 8 and the bottom inner wall of the secondary lining sleeve 5 is 3 / 4 of the diameter of the secondary lining sleeve 5. Using the water level sensor 8, the height of the water flow in the secondary lining sleeve 5 is monitored. When the water flow height is greater than 3 / 4 of the diameter of the secondary lining sleeve 5, the water flow rate in the secondary lining sleeve 5 needs to be controlled to prevent water overload in the tunnel and drainage problems. Alternatively, by stabilizing the tunnel water flow and monitoring the water level sensors 8 at different locations in the secondary lining sleeve 5, when an alarm is triggered by a certain water level sensor 8 and its downstream water level sensor 8, it indicates that water seepage has occurred at the location of the water level sensor 8 in the secondary lining sleeve 5. This facilitates maintenance personnel in accurately locating the seepage point and subsequent tunnel maintenance.

[0046] As another implementation method, the grouting material is one or more of the following: cement grout, cement-clay grout, cement-water glass grout, ultrafine cement liquid, and polyurethane grout. Cement grout has widely available raw materials, low cost, non-toxicity, and simple and convenient construction process. However, cement grout has poor stability, is prone to sedimentation and water separation, has a long setting time, and due to the large diameter of cement particles, its injection capacity is often limited to micro-cracks. Under conditions of high groundwater flow velocity, cement grout is easily washed away and diluted by water, making it difficult to solidify. It also has poor resistance to water erosion and water dispersibility. To improve the properties of cement grout, various admixtures are often added to it. For example, to improve the stability of the grout, 0.2%-5% of admixtures such as bentonite are generally added to the cement grout. For cement-clay grout, due to the high dispersibility and good hydrophilicity of clay, adding clay to cement grout can improve the stability and stone-forming rate of cement grout, reduce the degree of segregation, and thus improve the injectability of the grout. As an engineering reinforcement grouting material, the amount of clay should not be too high, generally 5%-15% of the cement weight. Cement-water glass grout is a grouting material composed of cement and water glass as the main agents, injected in a two-liquid manner in a certain proportion, with the addition of quick-setting agents or retarders when necessary. The setting and solidification reaction of cement-water glass grout includes the cement hydration reaction and the reaction between the cement hydration product Ca(OH)2 and water glass. That is, after cement and water are mixed to form cement grout, due to hydrolysis and hydration, highly reactive Ca(OH)2 is produced; water glass reacts with Ca(OH)2 to form a gel with a certain strength - hydrated calcium silicate. Cement-water glass grout overcomes the shortcomings of single-component cement grout, such as long setting time, difficulty in control, and low stone formation rate, thus improving the effect of cement grouting and expanding its application range. The ultrafine cement particles have a maximum particle size of less than 20μm and an average particle size of about 4μm, resulting in a large specific surface area, high solidification strength, good stability, and strong permeability. It achieves injectability similar to chemical grouts, and the grout is pollution-free. Polyurethane grout mainly uses polyisocyanates and polyether resins as primary raw materials, formulated with various additives. After injection into the formation, the grout reacts with water to generate polyurethane foam, which reinforces the foundation and prevents seepage and water leakage.

[0047] In another embodiment, the polyurethane slurry is composed of repeating urethane segment units. The polyurethane slurry solidifies upon contact with water and is used for both water plugging and reinforcement of the injection holes 4. The urethane segment units are formed by the reaction of isocyanate and polyol. The isocyanate contains a large number of highly reactive isocyanate end groups, which readily react with hydroxyl compounds to form urethane. Isocyanate reacts with water to produce urea and carbon dioxide, causing the system to foam and expand. The isocyanate further reacts with urea or urethane to crosslink and solidify, forming a three-dimensional polyurethane resin.

[0048] In another embodiment, the cement-water glass grout comprises the following components: 50-80 wt.% cement clinker, 8-15 wt.% fly ash, 5-20 wt.% slag, 1-3 wt.% gypsum, 0.5-1.5 wt.% quick-setting agent, 0.5-1.5 wt.% waterproofing agent, 1-2 wt.% expanding agent, and 1-2 wt.% flocculant. Using the above-mentioned cement-water glass grout can shorten its setting time within the injection hole 4 and improve the sealing quality.

[0049] Example

[0050] A method for sealing water inrush in tunnels, such as Figure 1-4 As shown, it includes the following steps:

[0051] Step S0: Manually remove debris such as loose slag, dust, and water from the bottom of the invert arch to expose the fresh rock surface. After cleaning, the surveyor will check and verify the tunnel clearance section, requiring the centerline, elevation, cross-sectional dimensions, clearance size, and inner contour of the secondary lining to meet the design requirements. Individual protruding parts and encroaching parts will be manually removed.

[0052] Step S1: During tunnel excavation, a 20cm thick C20 concrete cushion layer is poured at the bottom of the tunnel and a drainage ditch 1 is reserved on the underside of the concrete cushion layer. A middle drainage ditch 1 with a width of 40cm and a height of 20cm is set at the axis of the bottom plate of the concrete cushion layer. The top of the drainage ditch 1 is covered with a steel plate.

[0053] Step S2: Thoroughly investigate the water seepage situation in the tunnel water inflow zone. Drill drainage holes 2 around the severely water-inflowed areas of the tunnel wall. Then connect the drainage holes 2 and the drainage ditch 1 with a drainage pipe 3. The diameter of the drainage pipe 3 depends on the amount of water. The drainage ditch 1 is used to drain the water to the sedimentation tank outside the tunnel.

[0054] Step S3: Drill grouting holes 4 in areas where water inflow is not severe, such as the arch, side walls, and drainage holes 2, and inject grouting material into the grouting holes 4. After the drainage pipe 3 stops flowing and the grouting material in the grouting holes 4 flows backward, seal the grouting holes 4.

[0055] Step S4: Install, weld, and protect the secondary lining sleeve 5 inside the tunnel. The secondary lining sleeve 5 is a steel sleeve, with each section being 8m long and divided into 6-7 sections. At the same time, grouting pipes 6 are buried between the secondary lining sleeve 5 and the tunnel wall. Then, concrete is poured between the secondary lining sleeve 5 and the tunnel wall. The side wall of the secondary lining sleeve 5 has through holes 7. One end of the grouting pipe 6 is connected to the through hole 7, and the other end of the grouting pipe 6 is connected to the drainage ditch 1. When pouring concrete, the grouting pipe 6 should be protected to prevent it from being flattened or bent, so as not to affect the flow of grout. The opening (upper part) of the grouting pipe 6 should be set horizontally and temporarily sealed to prevent foreign objects from entering.

[0056] Step S5: After the concrete between the secondary lining sleeve 5 and the tunnel wall reaches 75% of the design strength, grouting material is injected into the drainage ditch 1 through the grouting pipe 6 to seal the drainage ditch 1 below the grouting pipe 6.

[0057] Step S6: After the sealing is completed, repeat steps S2-S5 for the next water inrush zone until the sealing of the entire tunnel water inrush zone is completed.

[0058] While the disclosure is as stated above, its scope of protection is not limited thereto. Those skilled in the art can make various changes and modifications without departing from the spirit and scope of this disclosure, and all such changes and modifications will fall within the protection scope of this invention.

Claims

1. A method for sealing water inrush in tunnels, characterized in that, Includes the following steps: Step S1: When the tunnel is excavated, a concrete cushion layer is poured at the bottom of the tunnel and a drainage ditch (1) is reserved on the underside of the concrete cushion layer; Step S2: Drill drainage holes (2) around the tunnel wall, and then connect the drainage holes (2) with the drainage ditch (1) using a drainage pipe (3). The drainage ditch (1) is used to drain water to a sedimentation tank outside the tunnel. Step S3: Drill grouting holes (4) around the drainage hole (2) and inject grouting material into the grouting holes (4). After the drainage pipe (3) stops discharging water and the grouting material in the grouting hole (4) flows backward, seal the grouting hole (4). Step S4: A secondary lining sleeve (5) is buried in the tunnel, and a grouting pipe (6) is buried between the secondary lining sleeve (5) and the tunnel wall. Then, concrete is poured between the secondary lining sleeve (5) and the tunnel wall. The secondary lining sleeve (5) has a through hole (7) on its side wall. One end of the grouting pipe (6) is connected to the through hole (7), and the other end of the grouting pipe (6) is connected to the drainage ditch (1). Step S5: After the concrete between the secondary lining sleeve (5) and the tunnel wall reaches 75% of its design strength, the grouting material is injected into the drainage ditch (1) through the grouting pipe (6) to seal the drainage ditch (1) located below the grouting pipe (6).

2. The method for sealing tunnel water inflow according to claim 1, characterized in that, Step S3, after sealing the grouting hole (4), also includes: cutting off the portion of the drain pipe (3) that protrudes from the tunnel wall, then injecting the grouting material into the drain pipe (3) and sealing the drain pipe (3).

3. The method for sealing tunnel water inflow according to claim 1, characterized in that, Step S5, after sealing the drainage ditch (1), also includes sealing the grouting pipe (6).

4. The method for sealing tunnel water inflow according to claim 1, characterized in that, When the drainage ditch (1) is located in the middle of the bottom of the tunnel, the number of through holes (7) is set to multiple, and the multiple through holes (7) are located on the same side of the sidewall of the second liner (5), and the distance between adjacent through holes (7) is 4m-8m.

5. The method for sealing tunnel water inflow according to claim 1, characterized in that, When the drainage ditch (1) is located on both sides of the bottom of the tunnel, the number of through holes (7) is set to multiple, and the multiple through holes (7) are located on both sides of the side wall of the second lining pipe (5). The grouting pipe (6) on the same side connects the through holes (7) on the same side and the drainage ditch (1) on the same side. Among the through holes (7) on the same side, the distance between adjacent through holes (7) is 4m-8m.

6. The method for sealing tunnel water inflow according to claim 1, characterized in that, The upper part of the grouting pipe (6) is horizontally set.

7. The method for sealing tunnel water inflow according to claim 1, characterized in that, A water level sensor (8) is provided on the inner wall of the second bushing (5), and the distance between the water level sensor (8) and the bottom inner wall of the second bushing (5) is 3 / 4 of the diameter of the second bushing (5).

8. The method for sealing tunnel water inflow according to claim 1, characterized in that, The grouting material is one or more of the following: cement grout, cement-clay grout, cement-water glass grout, ultrafine cement liquid, and polyurethane grout.

9. The method for sealing tunnel water inflow according to claim 8, characterized in that, The polyurethane slurry is composed of repeating urethane chain segments. The polyurethane slurry solidifies upon contact with water and is used to plug water and reinforce the injection hole (4).

10. The method for sealing tunnel water inflow according to claim 8, characterized in that, The cement-water glass slurry comprises the following components: 50-80 wt.% cement clinker, 8-15 wt.% fly ash, 5-20 wt.% slag, 1-3 wt.% gypsum, 0.5-1.5 wt.% quick-setting agent, 0.5-1.5 wt.% waterproofing agent, 1-2 wt.% expanding agent, and 1-2 wt.% flocculant.

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