A method for rapid plugging and drainage of vertical water-guiding channels

Abstract

The invention discloses a method for rapid plugging and drainage of a vertical water guide channel, comprising the following steps: step S01: making a water guide pipe, one end of which has a gate valve; step S02: inserting the end of the water guide pipe away from the gate valve into the water outlet of the laneway and fixing it on the inner wall of the laneway, and filling cement into the gap between the water guide channel and the water guide pipe wall; step S03: making a closed wall, erecting a plugging plate on the side of the gate valve close to the inner wall of the laneway, connecting a grouting pipe on the plugging plate, and grouting the inner wall of the laneway through the grouting pipe; step S04: drilling a hole on the ground, and determining that the ground hole is connected to the water guide channel; step S05: grouting from the ground drilling hole, closing the gate valve when the gate valve starts to discharge slurry, and continuing grouting until the water guide channel is plugged. Beneficial effects of the invention: The invention converts uncontrolled high-pressure water into controllable drilling water by adopting a drainage pipe and a pressure relief grouting plugging method, effectively reducing the workload, providing favorable construction conditions, and improving the grouting plugging effect.

Description

Technical Field

[0001] The invention relates to the technical field of underground water control, and in particular to a method for quickly plugging and draining a vertical water guide channel. Background Art

[0002] Since the A-group coal of a certain mine is close to the Taiyuan-group limestone, its safe mining is threatened by the karst water of the floor limestone. According to the idea of ​​preventing and controlling the floor limestone water hazard, we adhere to the principle of giving equal importance to the prevention and control of Ordovician limestone water and Taiyuan limestone water, and regional advanced three-dimensional exploration and treatment, focusing on the exploration and treatment of vertical water-guiding structures, using "drainage and pressure reduction" to prevent and control Taiyuan limestone water, and using ground regional exploration and treatment to prevent and control Ordovician limestone water.

[0003] In combination with the actual situation of the West Four A Group coal mining area of ​​a certain mine, a group of near-horizontal branch drilling holes were oriented on the construction ground to expose the possible water-conducting structures and limestone aquifers in the pre-treatment area to the maximum extent. The deep limestone and its nearby aquifers were transformed into aquicludes through grouting engineering, blocking the passage of water from the Ordovician limestone and below aquifers into the mine.

[0004] According to the company's relevant deployment, the exploration team constructed a ground area exploration and control project for limestone water hazards in the system tunnels and the first mining face bottom tunnels of the West Four A Group coal mining area of ​​a certain mine, and designed the drilling and grouting project for the D2 hole group among the three hole groups.

[0005] like Figure 1 As shown, hole D2 is designed with 1 main hole and 12 branch holes, including holes 2-1 to 2-12 (only some branch holes are shown in the figure), with a designed drilling volume of 6821.850m.

[0006] During the drilling of the D2-10 branch hole, leakage occurred at 1052.9m (maximum leakage was 1.9m 3 / h), and the pressure suddenly dropped to 0Mpa in the early grouting, indicating that there was a grouting leakage area in the exposed range of the borehole. In order to further explore the formation conditions and structural development on both sides of the D2-10 branch hole, the formations on both sides of the D2-10 branch hole were further reinforced by grouting, and verification holes D2-10-1 and D2-10-2 were added on both sides of the D2-10 branch hole (the height difference was about 20m).

[0007] Construction of D2-10-2 hole: The hole was side-drilled (horizontally drilled) from a hole depth of 704.50m on May 29, and drilled to a hole depth of 1273.95m on June 4, with a total horizontal section length of 569.45m. During the construction process, the drilling fluid showed obvious leakage from the hole depth of 1169.74m (horizontally length of 465.24m) to the end of the hole, and the drilling fluid consumption increased at a hole depth of 1187.05, with a maximum of 1.40m. 3 / h.

[0008] Grouting started at 18:30 on June 4, with an initial grouting pressure of 5Mpa and a grouting volume of 25m 3 / h, cement slurry specific gravity 1.20, flow rate adjusted to 28m at 20:00 3 / h, the specific gravity remained unchanged. From 5:00 to 5:30 on June 5, the pressure dropped from 6.5Mpa to 5.5Mpa, and the site began to conduct intensive observations every 5 minutes (the original record was once every half an hour). At 7:00, the specific gravity was adjusted to 1.29, and the flow rate was 28m 3 / h, during which the orifice pressure fluctuated between 1.0 and 6.0 MPa, and at 8:00 the pressure dropped to 0 MPa (the cumulative grouting volume by 8:00 was 382.74 m 3 , 118.15t of cement was injected). At this time, cement slurry was found to be leaking in the underground West 4 gangue belt conveyor uphill tunnel. The tunnel was 30m away from the D2-10-2 branch hole in the plane and about 60m in vertical height. The ground immediately switched to high-density, low-flow grouting, and the flow rate was reduced to 15m at 10:35. 3 / h, the cement slurry specific gravity was adjusted to 1.37, but the pressure remained at zero. After research at the site and with the coalfield team project department, the mine-related personnel decided to adopt intermittent grouting (stop the pump for half an hour every 3 hours of grouting) from 11:25 on June 5. As of 10:30 on June 6, the pump was stopped 7 times. After the third pump stop, the specific gravity was adjusted to 1.51. After the sixth pump stop, the specific gravity was adjusted to 1.60. The seventh pump stop was for 1 hour (9:30-10:30), and the orifice pressure was still 0Mpa. According to the underground video display and on-site investigation, the amount of slurry leakage was large, and the site stopped grouting at 12:30 on June 6 (the cumulative grouting volume was 777.05m as of 12:30). 3 , 382.78t of cement was injected).

[0009] On the morning of June 5, on-site investigation: tunnel flooding length 19m, slurry flow 15m 3 / h, water temperature 34℃. On the morning of June 6, on-site investigation: tunnel flooding length 25m, slurry flow 30m 3 / h, water temperature 33℃. On the morning shift of June 7, on-site investigation: the tunnel has no grouting (grouting stopped at 12:30 on June 6), but water continues to flow out, the tunnel is flooded for 29m, and the water volume is about 6m 3 , water temperature 38℃.

[0010] During the grouting process of D2-10-2 hole, the underground tunnel West Four waste rock belt conveyor caused serious slurry leakage, causing the tunnel to be flooded for 25m. However, after the grouting was stopped, the tunnel continued to be flooded because the borehole was connected to the vertical water channel, with a water volume of about 6m 3 / h, water temperature 38 degrees. It not only seriously affects the tunnel environment, but also threatens the safety of construction workers.

[0011] There are also treatment methods for water diversion channels in the prior art, such as application number: 201710495090.X, a control process for diversion of slow seepage grouting under water-rich and broken conditions of tunnel baffles, which is characterized by comprising the following steps:

[0012] A. Comprehensive exploration of the disaster-causing water source and water-conducting channels to determine the spatial location of the grouting treatment target area;

[0013] B. Deep drainage and pressure relief: Drill holes are constructed in the water-rich area upstream of the water diversion channel to divert the high-pressure water rushing to the shallow broken surrounding rock in advance. The drainage borehole adopts the pipe-following drilling technology, and the wall protection pipe is put in. The length is greater than the thickness of the shallow broken surrounding rock, which plays the role of water isolation and pressure relief. The borehole is designed with a reasonable inclination angle to ensure the drainage and pressure relief effect while reducing the damage to the medium and shallow surrounding rock;

[0014] Specifically, it includes: 1) According to the results of the exploration of the disaster-causing water source and the water-conducting channel, the number and terminal hole positions of the key drainage holes are optimized to avoid further damage to the already broken shallow surrounding rock; the drilling position is designed to be in a location with good rock properties and sufficient rock caps; 2) The drainage pipe uses a seamless steel pipe and the water stop plug is a mold bag; after the water stop is qualified, the high-pressure water in the fracture is led out through the drainage pipe;

[0015] C. Low-pressure slow seepage grouting reinforcement of shallow broken surrounding rock on the roof: Low-pressure slow seepage grouting is carried out on the broken area of ​​the roof through hollow grouting anchors to fill the cavities or cracks in the broken surrounding rock, so as to block water gushing and improve the overall strength of the surrounding rock;

[0016] D. Drainage and pressure relief borehole plugging: After the shallow surrounding rock grouting is completed and the surrounding rock deformation is stable, the drainage and pressure relief borehole is finally plugged;

[0017] E. Comprehensive inspection of grouting effect: inspect the grouting effect of the grouting section through inspection holes and geophysical exploration methods, delineate the spatial scope of the grouting weak area and supplement the grouting.

[0018] However, the premise of this method is that the position and number of drainage holes can be designed by oneself, which is not suitable for the situation in the present application, that is, when exploring the limestone aquifer, the tunnel continues to emit water, and the position of the tunnel water outlet point is higher than the leakage point. Therefore, in response to the above problem, this application aims to propose a convenient, fast, safe and economical method for dealing with the water outlet situation of the tunnel and the water diversion channel, which can quickly and effectively deal with the tunnel water outlet point.

[0019] The information disclosed in this background technology section is only intended to enhance the understanding of the overall background of the invention and should not be regarded as an acknowledgment or any form of suggestion that the information constitutes the prior art already known to a person skilled in the art. Summary of the invention

[0020] The technical problem to be solved by the present invention is: how to solve the problem of water discharge from the tunnel and the water guide channel in the above-mentioned prior art.

[0021] The present invention solves the above technical problems through the following technical means:

[0022] The method for quickly blocking and draining an uphill vertical water channel comprises the following steps:

[0023] Step S01: making a water diversion pipe, one end of which has a gate valve;

[0024] Step S02: After arranging one end of the water diversion pipe away from the gate valve at the water outlet point of the tunnel, fix it to the inner wall of the tunnel, and fill cement into the gap between the water diversion channel and the wall of the water diversion pipe;

[0025] Step S03: Based on S02, after the continuous gushing water is drained to the water tank behind the tunnel, a closed wall is made, the gate valve is left at the outer end of the closed wall, a grouting pipe is reserved on the closed wall, and grouting is injected into the closed tunnel section through the grouting pipe;

[0026] Step S04: A connection test is performed between the surface borehole and the water pipe by grouting and tracer injection to confirm the existence of the vertical water channel and prove that the target stratum for treatment in the surface area and the underground production tunnel are connected by the vertical water channel;

[0027] Step S05: Drill holes and inject grouting on the ground. When the water pipe goes from discharging clear water to discharging slurry, confirm that the lime water in the vertical water channel is completely replaced by cement slurry, and then close the gate valve; continue to drill holes at the ground station and inject grouting under pressure to continuously fill the stratum gaps until the water channel is sealed.

[0028] The present invention fixes a water diversion pipe at the water outlet of the tunnel, so that water can be discharged normally from the water diversion pipe, and the water pressure can be released, and the water diversion channel will not continue to expand due to the increase of water pressure due to the blockage of the orifice; the high-pressure water burst channel of the present invention adopts a drainage pipe and a pressure relief grouting plugging method, and the Ordnance lime water is reasonably drained in the case of continuous gushing of Ordnance lime water, so that the closed wall can be quickly built, and the ground grouting rhythm can be controlled through the connection test observation of the drainage pipe to achieve the injection of the closed tunnel, thereby achieving the plugging of the water diversion channel.

[0029] Preferably, in step S01, the water diversion pipe includes a first pipe and a second pipe, the diameter of the first pipe is smaller than that of the second pipe, and one end of the second pipe is connected to a gate valve.

[0030] Placing the first pipe with a small diameter inside the water outlet can increase the flow rate, and the second pipe with a large diameter is located outside. The large pipe diameter can reduce the flow rate and reduce the impact force of the gate valve.

[0031] Preferably, a first flange is welded to one end of the first pipe, one end of the second pipe is connected to a reducing flange, and the other end is connected to a second flange, the reducing flange is connected to the first flange, and the second flange is connected to the gate valve.

[0032] Preferably, the first tube has a diameter of 40-60 mm and a length of 2-3 m, and the second tube has a diameter of 90-110 mm and a length of 4-6 m.

[0033] Preferably, the specific method for fixing the water diversion pipe to the inner wall of the tunnel in step S02 is to wrap cotton yarn around the end of the water diversion pipe away from the gate valve, and then pour two groups of polyurethane into the cotton yarn after arranging it at the water outlet of the tunnel.

[0034] The water pipe can be quickly fixed at the water outlet by means of cotton yarn and polyurethane, and the cotton yarn can increase the stability of the fixing point and the speed at which water seeps into the water pipe.

[0035] Preferably, the specific method of filling cement in the gaps of the water guide channel and the water diversion pipe wall in step S02 is to first fill the gaps of the water guide channel and the water diversion pipe wall with quick cement, and then use ordinary cement to perform grouting reinforcement around the water guide channel and the water diversion pipe.

[0036] After use, quick cement solidifies very quickly and maintains high strength. Quick cement is more suitable for emergency repair projects, underground projects, tunnel projects, anchor spraying support projects, water interception and leak plugging, and road surface repair projects. In addition, quick-drying cement has the advantages of micro-expansion, normal strength under low temperature conditions, and long-term stable strength. Therefore, quick cement is first used for rapid solidification, and then ordinary cement is used for reinforcement to ensure the speed and effect of fixing the water pipe in the tunnel.

[0037] Preferably, the specific method for making the closed wall in step S03 is to erect a blocking plate on a side 0.4-0.8m away from the gate valve and close to the inner wall of the tunnel, open a hole in the blocking plate, insert a grouting pipe, and inject grout into the inner wall of the tunnel through the grouting pipe.

[0038] Preferably, the specific steps of step S04 are: after determining that the closed wall is grout-sealed, water is poured into the ground hole, iron oxide is added to the water, and the water output of the water pipe is observed until the water output of the underground water pipe turns red, then it is determined that the ground hole is connected to the water channel.

[0039] Adding iron oxide can turn the water red, making it easier to observe the water output from the underground water pipe.

[0040] Preferably, after the ground hole is drilled and watered for 25-35 minutes, sawdust is added to the water at the same time as the iron oxide.

[0041] In order to make the underground observation more obvious, sawdust is added to the water. When sawdust appears in the water pipe, it means that the ground borehole is connected to the water channel.

[0042] Preferably, the specific steps of step S05 are: after injecting cement slurry from the ground drill hole for 10-15 minutes, stop grouting for 2-4 minutes, then inject cement slurry and water glass mixed slurry for 22-26 minutes, and observe the cement slurry flowing out of the downhole water pipe, close the gate valve when the gate valve starts to discharge slurry and becomes thick, and continue grouting until the water channel is blocked.

[0043] The advantages of the present invention are:

[0044] (1) The present invention fixes a water diversion pipe at the water outlet of the tunnel, so that water can be discharged normally from the water diversion pipe, and the water pressure can be released, and the water diversion channel will not continue to expand due to the increase of water pressure due to the blockage of the orifice; the high-pressure water inrush channel of the present invention converts uncontrolled high-pressure water into controllable drilling water by adopting a drainage pipe and a pressure relief grouting plugging method, which effectively reduces the workload, provides favorable construction conditions, and improves the grouting plugging effect;

[0045] (2) Placing the first pipe with a small diameter near the water outlet can increase the flow rate, and the second pipe with a large diameter is located outside the closed wall. The large pipe diameter can reduce the flow rate and the impact force of the gate valve;

[0046] (3) The water pipe can be quickly stabilized at the water outlet through cotton yarn and polyurethane, and the cotton yarn can increase the stability of the fixed point and the water seepage rate;

[0047] (4) After use, quick cement solidifies very quickly and maintains high strength. Quick cement is more suitable for emergency repair projects, underground projects, tunnel projects, anchor spraying support projects, water interception and plugging, and road surface repair projects. In addition, quick-drying cement has the advantages of micro-expansion, normal strength under low temperature conditions, and long-term stable strength. Therefore, quick cement is first used for rapid solidification, and then ordinary cement is used for reinforcement to ensure the speed and effect of fixing the water pipe in the tunnel.

[0048] (5) Adding iron oxide can turn the water red, making it easier to observe the water output from the underground water pipe;

[0049] (6) To make the underground observation more obvious, add sawdust to the water. When sawdust appears in the water pipe, it means that the ground borehole is connected to the water channel. BRIEF DESCRIPTION OF THE DRAWINGS

[0050] Figure 1 It is a schematic diagram of the D2 hole opening in the background technology of the present invention;

[0051] Figure 2Schematic diagram of a water diversion pipe fixed to the inner wall of a laneway in an embodiment of the present invention;

[0052] Figure 3 is a schematic structural diagram of a water diversion pipe in an embodiment of the present invention;

[0053] Figure 4 Schematic diagram of the structure of completing grouting and plugging in an embodiment of the present invention;

[0054] Numbers in the figure:

[0055] 1. Water diversion pipe; 11. First pipe; 12. Second pipe; 13. First flange; 14. Reducer flange; 15. Second flange; 2. High-pressure gate valve; 3. Blocking plate; 4. Grouting pipe; DETAILED DESCRIPTION

[0056] In order to make the purpose, technical solution and advantages of the embodiments of the present invention clearer, the technical solution in the embodiments of the present invention will be clearly and completely described below in combination with the embodiments of the present invention. Obviously, the described embodiments are part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0057] Embodiment 1:

[0058] The method for quickly blocking and draining an uphill vertical water channel comprises the following steps:

[0059] Step S01: making a water diversion pipe 1;

[0060] like Figure 2 , 3 As shown, the water diversion pipe 1 includes a first pipe 11 and a second pipe 12, the diameter of the first pipe 11 is smaller than that of the second pipe 12, and one end of the second pipe 12 is connected to the high-pressure gate valve 2. The first flange 13 is welded to the right end of the first pipe 11, the left end of the second pipe 12 is connected to the reducing flange 14, and the right end is connected to the second flange 15, the reducing flange 14 is connected to the first flange 13, and the second flange 15 is connected to the high-pressure gate valve 2. Preferably, the first pipe 11 has a diameter of 40-60 mm and a length of 2-3 m, and the second pipe 12 has a diameter of 90-110 mm and a length of 4-6 m.

[0061] In the actual production process, a φ50mm first tube 11 is processed, which is 2m long and has a 2-inch first flange 13 welded on one end. A 2-inch to 4-inch reducer flange is then processed and welded to the 4-inch second tube 12. The second tube 12 is an iron tube with a length of 4m. A 4-inch second flange 15 is welded on the other end. The second flange 15 can be installed with a high-pressure gate valve 2.

[0062] Step S02: insert the end of the water diversion pipe 1 away from the gate valve into the water outlet of the tunnel and fix it to the inner wall of the tunnel, and fill cement into the gap between the water diversion channel and the wall of the water diversion pipe 1;

[0063] Specifically, the first tube with a pore diameter of φ50mm is inserted into the water outlet of the tunnel, and one end is wrapped with cotton yarn. After being inserted into the water outlet, the two groups of polyurethanes A and B prepared in advance are quickly poured onto the cotton yarn. The two groups of polyurethanes A and B refer to A material and B material, which are two components of synthetic polyurethane products; A material is an isocyanate component, also known as black material; B material is a combination of polyol and other small materials, also known as white material; polyurethane fixes one end of the first tube in the water outlet. In this way, water can be discharged normally from the water guide pipe 1, and the water pressure can be released normally, and the water guide channel will not continue to expand due to the increase of water pressure due to the blockage of the orifice.

[0064] The first tube 11 with a small diameter is placed inside the water outlet to increase the flow rate, and the second tube 12 with a large diameter is placed outside. The large tube diameter can reduce the flow rate and the impact force of the gate valve. The water pipe 1 can be quickly fixed at the water outlet by cotton yarn and polyurethane, and the cotton yarn can increase the strength of the fixing point.

[0065] The specific method of filling cement into the gaps in the walls of the water channel and the water pipe 1 in step S02 is to first fill the gaps in the walls of the water channel and the water pipe 1 with quick cement, and then use ordinary cement to grout and reinforce around the water channel and the water pipe 1.

[0066] After the quick cement is used, it solidifies very quickly and maintains a high strength effect; the quick cement is more suitable for emergency repair projects, underground projects, tunnel projects, anchor spraying support projects, water interception and leak plugging, and road surface repair projects. In addition, the quick-drying cement has the advantages of micro-expansion, normal strength under low temperature conditions, and long-term stable strength. Therefore, quick cement is first used for rapid solidification, and then ordinary cement is used for reinforcement to ensure the speed and effect of fixing the water pipe 1 in the tunnel. Quick cement and ordinary cement are in the prior art.

[0067] Step S03: On the basis of S02, after the continuous gushing water is drained to the water tank behind the tunnel, a closed wall is made, a blocking plate 3 is erected on the side of the gate valve close to the inner wall of the tunnel, the gate valve is left at the outer end of the closed wall, a grouting pipe 4 is connected to the blocking plate 3, and grouting is injected into the inner wall of the tunnel through the grouting pipe 4;

[0068] Specifically, a plugging plate 3 is erected at a side 0.4-0.8m away from the gate valve and close to the inner wall of the tunnel, a hole is opened on the plugging plate 3, and a grouting pipe 4 is inserted, and grouting is injected into the inner wall of the tunnel through the grouting pipe 4 to improve the strength of the water outlet point.

[0069] Step S04: A connection test is conducted between the ground borehole and the water pipe by grouting and tracer injection to confirm the existence of the vertical water channel and prove the target stratum for treatment in the ground area ( The limestone layer) is connected to the underground production tunnel by a vertical water channel;

[0070] Step S05: Drill holes and inject grouting on the ground. When the water pipe goes from discharging clear water to discharging slurry, confirm that the lime water in the vertical water channel is completely replaced by cement slurry, and then close the gate valve; continue to drill holes at the ground station and inject grouting under pressure to continuously fill the stratum gaps until the water channel is sealed.

[0071] In this embodiment, by fixing a water diversion pipe 1 at the water outlet of the tunnel, water can be discharged normally from the water diversion pipe 1, and the water pressure can be released. The water pressure will not increase due to the blockage of the orifice, causing the water diversion channel to continue to expand. The high-pressure water inrush channel in the present invention converts uncontrolled high-pressure water into controllable drilling water by adopting a drainage pipe and a pressure relief grouting plugging method, which effectively reduces the workload, provides favorable construction conditions, and improves the grouting plugging effect.

[0072] Embodiment 2:

[0073] This embodiment describes the specific steps of step S04 and step S05 based on the above embodiment 1.

[0074] Reference Figure 3 As shown, the specific steps of step S04 are: after confirming that the closed wall is grout-sealed, drill a hole from the ground to the leakage point. Because the water outlet point of the tunnel in this embodiment is higher than the leakage point, it is necessary to determine that the ground hole is connected to the water channel and the tunnel outlet. The specific determination method is to fill the ground hole with water, add iron oxide to the water, and add iron oxide to the water. The addition of iron oxide can turn the water red, which is convenient for observing the water outlet of the underground water diversion pipe 1, and observe the water outlet of the underground water diversion pipe 1. When the water outlet of the underground water diversion pipe 1 turns red, it is determined that the ground hole is connected to the water channel. In order to make the underground observation more obvious, after the ground hole is filled with water for 25-35 minutes, sawdust is added to the water while adding iron oxide. When sawdust appears in the water diversion pipe 1, it means that the ground hole is connected to the water channel.

[0075] In the specific implementation of this embodiment, red iron oxide was added to the water and stirred thoroughly to turn red. The ground borehole was filled with water at 8:52, and slurry was produced in the well at 9:05, and the water quality became turbid. In order to make the observation in the well more obvious, 2 bags of sawdust were added at 9:20 and stirred. The water in the well was seen to turn red at 9:38. A total of 18m of water was poured from 8:52 to 9:38. 3 At 9:43, all the water turned red, indicating that the ground drilling hole was connected to the water channel.

[0076] Reference Figure 4As shown, the specific steps of step S05 are: after injecting cement slurry from the ground drill hole for 10-15 minutes, stop grouting for 2-4 minutes, then inject cement slurry and water glass mixed slurry for 22-26 minutes, and observe the cement slurry flowing out of the downhole water pipe 1. When the gate valve starts to discharge slurry and becomes thick, close the gate valve, and continue grouting until the water channel is blocked.

[0077] During the specific implementation of this embodiment, the ground borehole was filled with pure cement slurry for 6 m at 10:32-10:44. 3 , 10:47-11:11 Pour cement slurry and water glass mixed slurry 12m 3 At 10:55, cement slurry was observed flowing out from the well. By 10:55, a total of 10m of slurry had been poured in. 3 At 10:50, the high-pressure gate valve 2 began to discharge slurry. At 10:55, the slurry became thick and the high-pressure gate valve 2 was closed. As of 12:00, a total of 40m of cement slurry was injected. 3 There were no abnormal conditions underground and the plugging was completed.

[0078] The above embodiments are only used to illustrate the technical solutions of the present invention, rather than to limit the same. Although the present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that the technical solutions described in the aforementioned embodiments may still be modified, or some of the technical features may be replaced by equivalents. However, these modifications or replacements do not deviate the essence of the corresponding technical solutions from the spirit and scope of the technical solutions of the embodiments of the present invention.

Claims

1. A method for rapid plugging and drainage of a vertical water channel uphill, characterized in that: The following steps are involved: Step S01: making a water diversion pipe, one end of which has a gate valve; Step S02: insert the end of the water diversion pipe away from the gate valve into the water outlet of the tunnel, fix it to the inner wall of the tunnel, and fill cement into the gap between the water diversion channel and the wall of the water diversion pipe; Step S03: Based on S02, after the continuous gushing water is drained to the water tank behind the tunnel, a closed wall is made, the gate valve is left at the outer end of the closed wall, a grouting pipe is reserved on the closed wall, and grouting is injected into the closed tunnel section through the grouting pipe; Step S04: A connection test is performed between the surface borehole and the water pipe by means of water filling and tracer injection, so as to confirm the existence of the vertical water guide channel and prove that the target formation for treatment in the surface area and the underground production tunnel are connected by the vertical water guide channel; Step S05: Drill holes and inject grouting on the ground. When the water pipe goes from discharging clear water to discharging slurry, confirm that the lime water in the vertical water channel is completely replaced by cement slurry, and then close the gate valve; continue to drill holes at the ground station and inject grouting under pressure to continuously fill the stratum gaps until the water channel is sealed.

2. The method for rapid blocking and drainage of a vertical water channel uphill according to claim 1, characterized in that: In step S01, the water diversion pipe includes a first pipe and a second pipe, the diameter of the first pipe is smaller than that of the second pipe, and one end of the second pipe is connected to a gate valve.

3. The method for rapid blocking and drainage of a vertical water channel uphill according to claim 2, characterized in that: One end of the first pipe is welded with a first flange, one end of the second pipe is connected to a reducing flange, and the other end is connected to a second flange, the reducing flange is connected to the first flange, and the second flange is connected to the gate valve.

4. The method for rapid blocking and drainage of a vertical water channel uphill according to claim 2, characterized in that: The first tube has a diameter of 40-60 mm and a length of 2-3 m, and the second tube has a diameter of 90-110 mm and a length of 4-6 m.

5. The method for rapid blocking and drainage of a vertical water channel uphill according to claim 1, characterized in that: The specific method for fixing the water pipe to the inner wall of the tunnel in step S02 is to wrap cotton yarn around the end of the water pipe away from the gate valve, insert it into the water outlet of the tunnel, and then pour two groups of polyurethane into the cotton yarn.

6. The method for rapid blocking and drainage of a vertical water channel uphill according to claim 1, characterized in that: The specific method of filling cement into the gaps in the walls of the water guide channel and the water guide pipe in step S02 is to first fill the gaps in the walls of the water guide channel and the water guide pipe with quick cement, and then use ordinary cement to perform grouting reinforcement around the water guide channel and the water guide pipe.

7. The method for rapid blocking and drainage of a vertical water channel uphill according to claim 1, characterized in that: The specific method for making the closed wall in step S03 is to erect a blocking plate at a side 0.4-0.8m away from the gate valve and close to the inner wall of the tunnel, open a hole in the blocking plate, insert a grouting pipe, and inject grout into the inner wall of the tunnel through the grouting pipe.

8. The method for rapid blocking and drainage of a vertical water channel uphill according to claim 1, characterized in that: The specific steps of step S04 are: after confirming that the closed wall is grout-sealed, water is poured from the ground hole, iron oxide is added to the water, and the water output of the water pipe is observed until the water output of the underground water pipe turns red, at which time it is determined that the ground hole is connected to the water channel.

9. The method for rapid blocking and drainage of a vertical water channel uphill according to claim 8, characterized in that: After drilling a hole in the ground and filling it with water for 25-35 minutes, add sawdust along with iron oxide to the water.

10. The method for rapid blocking and drainage of a vertical water channel uphill according to claim 1, characterized in that: The specific steps of step S05 are: after injecting cement slurry from the ground hole for 10-15 minutes, stop grouting for 2-4 minutes, then inject cement slurry and water glass mixed slurry for 22-26 minutes, and observe the cement slurry flowing out of the downhole water pipe. When the gate valve starts to discharge slurry and becomes thick, close the gate valve, and continue grouting until the water channel is blocked.

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