Tunnel lining gushing water grouting system, preparation method and water plugging method

Abstract

The invention relates to the technical field of tunnel water gushing treatment, in particular to a tunnel lining water gushing grouting system, a preparation method and a water plugging method. The tunnel lining water burst grouting system comprises an outer grouting pipe, an inner grouting pipe, an inner grouting pipe sleeve joint, an outer grouting pipe sleeve joint, a grouting hole, a drainage hole, a drainage pipe, a drainage pipe joint, a grouting device, a water stop steel plate, a rubber water stop strip and a sand barrel, the outer grouting pipe is connected with a first grouting pump, and the inner grouting pipe is connected with a second grouting pump; filling a cavity outside the tunnel lining with the mixed grouting liquid, and enabling the mixed grouting liquid to flow into the sand barrel through the drainage pipe until solidification; and gushing water is discharged from the drainage hole, flows into the sand barrel through the drainage pipe and is discharged from the drainage pipe. According to the tunnel lining water gushing grouting system, the drainage pipe and the sand barrel are arranged and used for reducing the water gushing pressure, the flow path distance of mixed grouting liquid is prolonged, the grouting controllability is improved, solidification of the mixed grouting liquid is facilitated, and water plugging is achieved.

Description

Technical Field

[0001] This invention relates to the field of tunnel water inrush control technology, specifically to a tunnel lining water inrush grouting system, its preparation method, and a water-blocking method. Background Technology

[0002] When highway tunnels, railway tunnels, urban rail transit tunnels, and mining tunnels are constructed using the mining method, they generally adopt the cast-in-place support structure type. That is, shotcrete is used for the initial support when the tunnel is excavated to the working face, and then steel arch grid formwork is erected and cast-in-place concrete is used for secondary support. Another method is to use shield tunneling to construct the tunnel using shield segment prefabricated support, and grouting is injected between the shield segment and the surrounding rock of the tunnel. Regardless of the support type used, leakage and water inrush at concrete construction joints, stress cracks, or shield tunnel segment joints are common phenomena under high groundwater levels and high water pressure. This accelerates the deterioration of concrete structures, worsens the tunnel operating environment, and in severe cases, endangers traffic safety. In some cases, the water inrush can even cause collapse after carrying out sediment. Existing commonly used water inrush sealing methods include polymer chemical grouting and cement and water glass two-liquid grouting. When using single-liquid grouting, the polymer grout has a large volume expansion rate, but due to its low strength and poor coagulation, it is easily dispersed and carried out by water, failing to achieve the water-blocking effect, or only temporarily blocking the water, which then leaks again in a short time. The two-liquid grouting method has two mixing methods: one is to pre-mix the two-liquid grout in the two-liquid grouting device and then spray it into the soil layer through a section of two-liquid grouting pipe.

[0003] For example, CN119244274A discloses a structure and method for using dual-liquid grouting in tunnels. It uses a mixing pipe with a perforated pipe inside, which has several through holes evenly distributed. The grout flowing out of the perforated pipe mixes with the grout in the mixing pipe, solving the grout mixing problem but not the problem of pipe blockage after grout mixing. CN119308696A discloses a method for grouting reinforcement of tunnel bottom and repair of lining cracks, implemented in two stages, A and B. Stage A is for grouting reinforcement of the tunnel bottom to prevent bottom settlement, and Stage B is for repairing lining cracks. Cracks with a width of less than 0.2 mm are treated with sealant, and cracks with a width of more than 0.2 mm are treated with grouting after slotting and filling. However, it does not solve the problem of the grout being washed away by water before solidification. Another method involves mixing the two grouts after they are sprayed from the grout outlet within the tunnel's soil and rock layers. However, because the tunnel's concrete wall thickness is only about 30 centimeters, and the grouting hole is close to the water inflow point, the grout flow path is too short, and the grout is washed away by the water flow before it can be fully mixed and solidified. Existing grouting methods also share a common drawback: they do not consider the continuous flow of water from the water inflow point before the water plugging is completed, which carries away the grout and leads to material waste and the risk of water plugging failure. Summary of the Invention

[0004] The purpose of this invention is to overcome the shortcomings of existing technologies, such as pipe blockage due to pre-mixing of the two-liquid grout and insufficient mixing and easy loss after spraying. This invention provides a tunnel lining water-filled grouting system, preparation method, and water-stopping method. Based on the initial setting time and flow time of the two-liquid grout in the outer rock and soil layer of the tunnel lining, a grouting system that extends the flow path of the two-liquid grout is invented. The controllable grouting system guides the two-liquid grout into a sand bucket through a diversion pipe, allowing the two-liquid grout to flow along a predetermined path for a time longer than the time required for solidification, thereby achieving water-stopping. This solves the problems of pipe blockage and the grout being washed away before solidification, significantly saving grouting materials and reducing the cost of water-stopping projects.

[0005] The objective of this invention is achieved through the following technical solution:

[0006] In a first aspect, the present invention provides a tunnel lining water inrush grouting system, comprising: a water-stop steel plate, a grouting device, a sand bucket, a drainage pipe, and a drainage pipe connector; the tunnel lining includes a water inrush crack area, the water inrush crack area is provided with grouting holes and drainage holes, the grouting holes and the drainage holes are in contact with cavities in the soil and rock layer;

[0007] The height of the grouting hole above the horizontal plane is the first height, and the height of the drainage hole above the horizontal plane is the second height, wherein the first height is greater than the second height;

[0008] The water-stop steel plate is set on the side of the tunnel lining away from the soil and rock layer, corresponding to the water inrush crack area; the water-stop steel plate is provided with through holes corresponding to the grouting holes and the drainage holes; the drainage pipe joint is set in the drainage hole, and the drainage pipe joint is connected to the sand bucket through the drainage pipe;

[0009] The grouting device is installed on the tunnel lining through the grouting hole; the grouting device includes an inner grouting cylinder and an outer grouting cylinder, a portion of the inner grouting cylinder and a portion of the outer grouting cylinder are located in the grouting hole, the inner grouting cylinder has an inner cylinder grouting nozzle facing the rock and soil layer, and the outer grouting cylinder has an outer cylinder grouting nozzle facing the rock and soil layer; the outer grouting cylinder is arranged around the inner grouting cylinder;

[0010] The grouting device further includes an inner grouting pipe, an outer grouting pipe, a first grouting pump, a first grouting pressure gauge, a second grouting pump, and a second grouting pressure gauge; the inner grouting pipe is connected to the inner grouting cylinder, and the outer grouting pipe is connected to the outer grouting cylinder;

[0011] The input end of the external grouting pipe is connected to the first grouting pump, and the first grouting pressure gauge is located at the input end of the external grouting pipe; the input end of the internal grouting pipe is connected to the second grouting pump, and the second grouting pressure gauge is located at the input end of the internal grouting pipe.

[0012] The grouting device is used to inject grout into cavities in the soil and rock layer, the cavities being connected to water-bearing cracks; the grout includes a first grout and a second grout; the first grout is injected into the inner grouting pipe through the second grouting pump and sprayed out through the inner cylinder grouting nozzle; the second grout is injected into the outer grouting pipe through the first grouting pump and sprayed out through the outer cylinder grouting nozzle.

[0013] In some embodiments, the first grouting fluid is cement grout, and the second grouting fluid is water glass;

[0014] The water-cement ratio in the cement grout is 0.5~0.7; the external grouting pipe, the internal grouting pipe, and the drainage pipe are made of rubber hoses or metal flexible hoses; the compressive strength of the external grouting pipe, the internal grouting pipe, and the drainage pipe is greater than or equal to 2.0 MPa.

[0015] In some embodiments, the grouting device further includes a grouting cone, a grouting cone anchor, an inner grouting pipe sleeve joint, and an outer grouting pipe sleeve joint;

[0016] The grouting cone is set at one end of the inner grouting cylinder facing the soil and rock layer by the grouting cone anchor.

[0017] The inner grouting pipe is connected to the inner grouting cylinder through the inner grouting pipe sleeve joint, and the outer grouting pipe is connected to the outer grouting cylinder through the outer grouting pipe sleeve joint;

[0018] In some embodiments, the grouting device further includes a slotted sleeve and a cone, wherein the height of the cone is less than the height of the outer grouting cylinder, and the height of the slotted sleeve is equal to the height of the outer grouting cylinder;

[0019] The cone and the slotted sleeve are sequentially fitted onto the outer grouting cylinder.

[0020] For example, the assembly sequence of the above-mentioned grouting device is as follows: connect the inner grouting cylinder to the grouting cone anchor, insert the outer grouting cylinder, screw on the thread of the outer grouting cylinder, weld the tail end of the outer grouting cylinder to the tail end interface of the inner grouting pipe and weld the side of the tail end of the outer grouting cylinder to the tail end interface of the outer grouting pipe, align the bolt hole of the grouting cone with the thread of the grouting cone anchor and tighten it, then put the cone and the slotted sleeve on the outer grouting cylinder, insert the grouting cone of the grouting device into the grouting cone anchor and tighten it, tighten the outer grouting cylinder fastening nut at the tail of the grouting device, the cone squeezes the slotted sleeve, the slotted sleeve is expanded, the grouting device is anchored in the concrete of the tunnel lining, preventing the grouting device from being pushed out of the hole by the grouting pressure, and then connect the outer grouting pipe and the inner grouting pipe with the outer grouting pipe sleeve joint and the inner grouting pipe joint respectively.

[0021] In some embodiments, the slotted sleeve is provided with a plurality of slots, the top of the slots being flush with the top of the slotted sleeve.

[0022] Along the height direction of the slotted sleeve, the length of the slot is greater than 1 / 2 of the height of the slotted sleeve.

[0023] In some embodiments, the tunnel lining water inrush grouting system further includes:

[0024] A rubber waterstop strip; a groove is provided around the perimeter of the waterstop steel plate, the groove being located on the side of the waterstop steel plate close to the tunnel lining, and the rubber waterstop strip being located within the groove.

[0025] In some embodiments, wheels are mounted on the bottom of the sand bucket.

[0026] In a second aspect, the present invention also provides a method for preparing a tunnel lining water inrush grouting system, for preparing the tunnel lining water inrush grouting system as described in the first aspect, the method comprising:

[0027] The water inflow crack area of ​​the tunnel lining is determined based on the water inflow points on the tunnel lining, and the water inflow crack area contains water inflow cracks.

[0028] For the water-flow crack area, determine the size of the water-stop steel plate, and determine the drilling positions of the grouting holes and drainage holes for the water-flow crack;

[0029] The water-stop steel plate is installed on the side of the tunnel lining away from the soil and rock layer corresponding to the water-inrush crack area, and through holes are reserved on the water-stop steel plate.

[0030] The grouting hole and the drainage hole are drilled in the tunnel lining through the through hole using a drilling device;

[0031] A grouting device is installed corresponding to the grouting hole, and a drainage pipe is installed corresponding to the drainage hole. The drainage pipe connector is connected to the sand bucket through the drainage pipe.

[0032] Before and during grouting, the gushing water is discharged from the drainage hole, flows into the sand bucket through the drainage pipe, and is discharged through the drainage pipe, reducing the water pressure during grouting.

[0033] In some embodiments, the determination of the water inrush crack area of ​​the tunnel lining based on the water inrush point involves using ground-penetrating radar scanning with the water inrush point as the center to determine the range of cavities in the soil and rock layers caused by the water inrush cracks, and taking the tunnel lining corresponding to the range of cavities as the water inrush crack area.

[0034] Thirdly, the present invention also provides a method for plugging water in tunnel lining, which is implemented using the tunnel lining water inrush grouting system as described in the first aspect, the method comprising:

[0035] The first grouting pump and the second grouting pump are turned on so that the grouting device injects the first grouting liquid and the second grouting liquid into the cavities of the soil and rock layer; the first grouting liquid and the second grouting liquid form a mixed grouting liquid, which fills the water-bearing cracks and flows into the sand bucket through the drainage pipe;

[0036] Determine the solidification status of the slurry flowing into the sand bucket;

[0037] After the grout in the sand bucket solidifies, the pressure values ​​detected by the first grouting pressure gauge and the second grouting pressure gauge are obtained;

[0038] When the pressure value of the first grouting pressure gauge and / or the second grouting pressure gauge reaches the set value, the first grouting pump and the second grouting pump shall be shut down.

[0039] After a set interval, the first grouting pump and the second grouting pump are restarted until grouting can no longer be performed, at which point the grouting is terminated; the initial grouting pressure of the first grouting pump and the second grouting pump is 0.3MPa~0.5MPa, and the subsequent grouting pressure is 0.5MPa~1.5MPa;

[0040] Cut off the grouting device outside the grouting hole along the surface where the water-stop steel plate is located, cut off the drainage pipe outside the drainage hole, and seal the grouting hole and the drainage hole.

[0041] In some embodiments, the initial setting time of the mixed grout is t0; the time required from the mixed grout flowing into the cavity to its exit from the drainage pipe is t1. The time required for the mixed grout to flow and diffuse in the sand bucket is t2. The t0 ≤ t1 + t2;

[0042] Where L1 is the distance from the grouting nozzle of the grouting device to the water-flowing crack; L2 is the distance from the water-flowing crack to the drainage pipe; L3 is the length of the drainage pipe; L4 is the horizontal length of the sand bucket; L x L is the distance the mixed grout flows before it solidifies in the sand bucket. x ≤L4; V1 is the flow velocity of the mixed grout in the cavity and the drainage pipe, V2 is the grout diffusion velocity in the sand bucket, V2=βV1, β is the seepage resistance coefficient of the loose backfill soil;

[0043] The water inflow rate of the water-bearing crack is measured using a water weir method, and the water inflow rate is obtained by the formula Q0=SV0;

[0044] The flow rates of the first grouting fluid output by the first grouting pump and the second grouting fluid output by the second grouting pump are Q1 and Q2, respectively, where Q1+Q2≥Q0;

[0045] Where Q0 is the inflow rate, S is the cross-sectional area of ​​the measuring weir, and V0 is the flow velocity of the measuring weir.

[0046] Compared with the prior art, the present invention has the following beneficial effects:

[0047] (1) The grouting device of the present invention mixes the two liquid grouts outside the grouting nozzle. The cement grout sprayed by the inner cylinder grouting nozzle is located in the center, and the water glass sprayed by the outer cylinder grouting nozzle is located around the perimeter. The water glass plays a wrapping role around the cement grout, which not only prevents the cement grout from being lost and allows the two liquid grouts to be fully mixed, but also prevents pipe blockage.

[0048] (2) This invention utilizes ground-penetrating radar to detect the boundary of the external cavity in the tunnel lining. Grouting holes are arranged at the top of the boundary, and drainage holes are arranged at the bottom of the boundary. The elevation difference is used to make the mixed grout flow from high to low. Water-stop steel plates are used to seal the water inflow points. The water flows out from the drainage holes, flows into the sand bucket through the drainage pipe, and is discharged through the drainage pipe, reducing the water inflow and water pressure during grouting. At the same time, the mixed grout flows along the drainage pipe to the sand bucket after filling the cavity, realizing controllable grouting.

[0049] (3) The drainage pipe and sand bucket of the present invention are integrated with the outer cavity of the tunnel lining. The flow path of the grout can be extended according to the solidification time requirement of the mixed grout, so that the mixed grout solidifies in the sand bucket, preventing grout loss, ensuring successful water blocking, and saving grouting materials.

[0050] (4) The slotted sleeve and cone of the grouting device of the present invention, by tightening the fastening nut at the tail of the grouting device, the cone is embedded in the slotted sleeve, and the expanded slotted sleeve is reliably anchored into the tunnel lining concrete, preventing the grouting device from popping out of the grouting hole under the action of grouting pressure. Attached Figure Description

[0051] Figure 1 This is a structural diagram showing the arrangement of grouting holes and drainage holes on both sides of the water inflow point in the water-inflow crack in this invention;

[0052] Figure 2 This is a cross-sectional view of the grouting system in this invention;

[0053] Figure 3 This is a structural diagram of the grouting device in this invention;

[0054] Figure 4 This is a projection view of the grouting cone in this invention;

[0055] Figure 5 This is a three-dimensional view of the anchoring sleeve in this invention;

[0056] Figure 6 This is a three-dimensional view of the conical sleeve on the outer grouting cylinder in this invention;

[0057] Figure 7This is a projection diagram of the sealing of the water inrush crack in this invention;

[0058] Figure 8 This is a partially enlarged schematic diagram of the rubber waterstop strip in this invention;

[0059] Figure 9 This is a schematic diagram of the flow and diffusion of grouting fluid in a sand bucket in this invention;

[0060] Figure 10 This is a diagram showing the slurry flow path in this invention.

[0061] Legend: 1. Tunnel lining; 101. Soil and rock layer; 2. Water inflow crack; 201. Water inflow point; 3. Grouting hole; 301. External grouting pipe; 302. Internal grouting pipe; 303. Internal grouting pipe sleeve joint; 304. External grouting pipe sleeve joint; 305. First grouting pump; 306. First grouting pressure gauge; 307. Second grouting pump; 308. Second grouting pressure gauge; 4. Drainage hole; 401. Drainage pipe; 402. Drainage pipe joint; 5. Grouting device; 501. External grouting cylinder; 5011. External grouting cylinder thread; 5012 502. Outer grouting cylinder fastening nut; 503. Inner grouting cylinder; 504. Grooved sleeve; 5051. Grooved seam; 5052. Cone; 5053. Grouting cone; 5054. Inner cylinder grouting nozzle; 5055. Outer cylinder grouting nozzle; 5056. Grouting cone anchor; 607. Waterstop steel plate; 608. Anchor bolt; 609. Rubber waterstop strip; 6000. Groove; 7000. Grouting layer; 8000. Sand bucket; 801. Drainage pipe interface; 802. Drainage pipe; 803. Drainage pipe switch; 804. Sand; 805. Wheel; 806. Mixed grouting liquid. Detailed Implementation

[0062] The present invention will be further described below with reference to the accompanying drawings, but the scope of protection of the present invention is not limited to the following description.

[0063] like Figures 1-10 As shown, a tunnel lining water inrush grouting system includes: a water-stop steel plate 6, a grouting device 5, a sand bucket 8, a drainage pipe 401, and a drainage pipe connector 402; the tunnel lining 1 includes a water inrush crack area, the water inrush crack area is provided with grouting holes 3 and drainage holes 4, the grouting holes 3 and drainage holes 4 are in contact with the cavities of the rock and soil layer 101;

[0064] The water-stop steel plate 6 is located on the side of the tunnel lining 1 away from the soil and rock layer 101, corresponding to the water inrush crack area; the water-stop steel plate 6 is provided with through holes corresponding to the grouting hole 3 and the drainage hole 4; the drainage pipe joint 402 is located in the drainage hole 4, and the drainage pipe joint 402 is connected to the sand bucket 8 through the drainage pipe 401.

[0065] The grouting device 5 is installed on the tunnel lining 1 through the grouting hole 3; the grouting device 5 includes an inner grouting cylinder 502 and an outer grouting cylinder 501, the inner grouting cylinder 502 is provided with an inner cylinder grouting nozzle 5051 facing the rock and soil layer, and the outer grouting cylinder 501 is provided with an outer cylinder grouting nozzle 5052 facing the rock and soil layer; the outer grouting cylinder 501 is arranged around the inner grouting cylinder 502;

[0066] The grouting device 5 also includes an inner grouting pipe 302, an outer grouting pipe 301, a first grouting pump 305, a first grouting pressure gauge 306, a second grouting pump 307, and a second grouting pressure gauge 308; the inner grouting pipe 302 is connected to the inner grouting cylinder 502, and the outer grouting pipe 301 is connected to the outer grouting cylinder 501;

[0067] The input end of the external grouting pipe 301 is connected to the first grouting pump 305, and the first grouting pressure gauge 306 is located at the input end of the external grouting pipe 301; the input end of the internal grouting pipe 302 is connected to the second grouting pump 307, and the second grouting pressure gauge 308 is located at the input end of the internal grouting pipe 302.

[0068] The grouting device 5 is used to inject grout into the cavities of the soil and rock layer 101, which are connected to the water-bearing cracks 2; the grout includes a first grout and a second grout; the first grout is injected through the inner grouting pipe 302 and sprayed out through the inner cylinder grouting nozzle 5051; the second grout is injected through the outer grouting pipe 301 and sprayed out through the outer cylinder grouting nozzle 5052.

[0069] The sand bucket 8 can be configured to be cylindrical or rectangular. For example, as shown... Figure 9 As shown, the sand bucket 8 is configured as a rectangular sand bucket with a height of 0.5m to 1.0m, and the length of the bottom surface of the sand bucket 8 is 3 to 5 times its height. A drainage pipe interface 801 is installed at the input end of the sand bucket 8, near the bottom. The drainage pipe 401 is connected to the input end of the sand bucket 8 through the drainage pipe interface 801. A drainage pipe 802 is installed at the output end of the sand bucket 8, and a drainage pipe switch 803 is installed on the drainage pipe 802. The output end of the sand bucket 8 is located near the top. The length of the sand bucket 8 allows the mixed grout flowing in through the drainage pipe 401 to solidify before reaching the outlet of the drainage pipe 802. When the mixed grout reaches the outlet of the drainage pipe 802, the drainage pipe switch 803 is closed first, allowing the mixed grout to solidify inside the sand bucket 8. The sand bucket 8 is placed horizontally, and four wheels 805 are installed at the bottom of the sand bucket 8 to facilitate the transportation of the sand bucket 8 inside the tunnel; the sand bucket 8 is filled with sand 804, such as medium-coarse sand or loose clay.

[0070] The height of the grouting hole 3 relative to the horizontal plane is the first height, and the height of the drainage hole 4 relative to the horizontal plane is the second height; the first height is greater than the second height.

[0071] Specifically, such as Figure 10 As shown, the distance between grouting hole 3 and water inflow crack 2 is L1, and the distance between drainage hole 4 and water inflow crack 2 is L2. Before drilling grouting hole 3 and drainage hole 4, ground penetrating radar is used to scan the area behind the tunnel lining around water inflow point 201 close to the tunnel lining 1 to delineate the cavity area. Grouting hole 3 is drilled inside the upper edge of the cavity area, and drainage hole 4 is drilled inside the lower edge of the cavity area. Thus, when the first grouting liquid and the second grouting liquid are sprayed through grouting device 5, the mixed grouting liquid can flow and diffuse fully within the cavity area.

[0072] Specifically, such as Figure 2 As shown, the initial grouting pressure of the first grouting pump and the second grouting pump is 0.3MPa~0.5MPa, and the subsequent grouting pressure is 0.5MPa~1.5MPa. The external grouting pipe 301, the internal grouting pipe 302, and the drainage pipe 401 are made of rubber hose or metal flexible hose, with a compressive strength of not less than 2.0MPa.

[0073] The first grouting fluid can be cement grout, and the second grouting fluid can be water glass. The volume ratio of the two grouts is 1:0.3 to 1:1. When the water pressure is greater than 0.2 MPa, the water-cement ratio should be the smaller value. The preferred water-cement ratio for cement grout is 0.5 to 0.7. Specifically, for example... Figure 4 As shown, cement slurry is sprayed from the inner cylinder grouting nozzle 5051, and water glass is sprayed from the outer cylinder grouting nozzle 5052. Then the cement slurry and water glass are mixed.

[0074] In some embodiments, when the water flow and water pressure of the water-bearing crack 2 are both large, polyurethane grout can be injected into the grouting device 5 first. The polyurethane grout is sprayed out from the outer cylinder grouting nozzle 5052 to stop the water flow or reduce the water flow to less than 1 / 3 of the original water flow. Then, water glass and cement grout are injected into the grouting device 5 at the same time. The cement grout is sprayed out from the inner cylinder grouting nozzle 5051, and the water glass is sprayed out from the outer cylinder grouting nozzle 5052.

[0075] Specifically, such as Figure 2 As shown, the first grouting liquid and the second grouting liquid are injected simultaneously. The first grouting liquid (cement grout) is injected into the inner grouting cylinder 502, and the second grouting liquid (water glass) is injected into the outer grouting cylinder 501. The outer grouting cylinder 501 and the inner grouting cylinder 502 are completely isolated. The first grouting liquid sprayed from the inner cylinder grouting nozzle 5051 and the second grouting liquid sprayed from the outer cylinder grouting nozzle 5052 are mixed. Cement grout is sprayed from the inner cylinder grouting nozzle 5051 at the top of the grouting cone 505, and water glass is sprayed from the outer cylinder grouting nozzle 5052 on the side of the grouting cone 505. The water glass encapsulates the cement grout for mixing, preventing the cement grout from being lost before mixing.

[0076] Specifically, such as Figure 3 As shown, the grouting device 5 consists of an outer grouting cylinder 501, an inner grouting cylinder 502, a slotted sleeve 503, a cone 504, a grouting cone 505, a grouting cone anchor 5053, an outer grouting cylinder fastening nut 5012, an inner grouting pipe sleeve connector 303, and an outer grouting pipe sleeve connector 304. The tail of the outer grouting cylinder 501 has an outer grouting cylinder thread 5011, and the tail end of the outer grouting cylinder 501 has an inner grouting pipe 302 interface. The outer side of the tail of the outer grouting cylinder 501 also has an outer grouting pipe 301 interface.

[0077] Specifically, such as Figure 3 , Figure 5 and Figure 6 As shown, the assembly sequence of the grouting device 5 is as follows: connect the inner grouting cylinder 502 to the grouting cone anchor 5053, insert the outer grouting cylinder 501, screw on the outer grouting cylinder thread 5011, weld the tail end of the outer grouting cylinder 501 to the tail end interface of the inner grouting pipe 302, and weld the side of the tail end of the outer grouting cylinder 501 to the tail end interface of the outer grouting pipe 301; align the bolt holes of the grouting cone 505 with the threads of the grouting cone anchor 5053 and tighten them; then fit the cone 504 and the slotted sleeve 503 onto the outer grouting device. On the grouting cylinder 501, the grouting cone 505 of the grouting device 5 is inserted into the grouting cone anchor 5053 and tightened. The tail of the grouting device 5 is tightened with the outer grouting cylinder fastening nut 5012. The cone 504 squeezes the slotted sleeve 503, and the slotted sleeve 503 is expanded. The grouting device 5 is anchored in the concrete of the tunnel lining 1, preventing the grouting device 5 from being pushed out of the hole by the grouting pressure. Then, the outer grouting pipe 301 and the inner grouting pipe 302 are connected by the outer grouting pipe sleeve joint 304 and the inner grouting pipe sleeve joint 303, respectively.

[0078] Specifically, such as Figure 3 and Figure 6 As shown, the height of the cone 504 is less than the height of the outer grouting cylinder 501, and the height of the slotted sleeve 503 is equal to the height of the outer grouting cylinder 501; the cone 504 and the slotted sleeve 503 are sequentially fitted onto the outer grouting cylinder 501.

[0079] Specifically, such as Figure 5 As shown, the slotted sleeve 503 has multiple slots 5031, the top of which is flush with the top of the slotted sleeve 503. Along the height direction of the slotted sleeve 503, the length l of the slot 5031 is greater than half the height L of the slotted sleeve 503. There are at least three slots 5031, and the width of each slot 5031 is 2mm to 3mm.

[0080] Specifically, such as Figure 7As shown, the length of the water-stop steel plate 6 is greater than the length of the water-flow crack 2. When there are multiple water-flow cracks 2, the water-stop steel plate 6 completely covers the crack area. When the crack length is greater than 5m and there are more than 3 water-flow points, grouting holes 3 and drainage holes 4 can be arranged in 5m wide zones. After grouting is completed, the grouting area is scanned again using ground-penetrating radar. If the ground-penetrating radar finds any unfilled cavities, grouting holes 3 and drainage holes 4 are drilled to fill the unfilled cavities and grouting is repeated.

[0081] Specifically, such as Figure 2 , Figure 7 and Figure 10 As shown, after the water-stop steel plate 6 is installed to seal the water-flow crack 2, the water flows out from the drainage hole 4 through the drainage pipe joint 402. The drainage pipe joint 402 is a steel pipe that is welded to the water-stop steel plate 6. The drainage pipe 401 is heated and expanded before being inserted into the drainage pipe joint 402 and tied tightly with wire. The water flows into the sand bucket 8 through the drainage pipe 401 and is discharged from the drain pipe 802, reducing the water flow and water pressure during grouting. The water pressure during grouting can be reduced to below 0.3 MPa.

[0082] In some embodiments, the tunnel lining water inrush grouting system further includes: a rubber waterstop strip 602; and a groove 603 is provided around the perimeter of the waterstop steel plate 6, the groove 603 being located on the side of the waterstop steel plate 6 close to the tunnel lining, and the rubber waterstop strip 602 being located within the groove 603.

[0083] Specifically, such as Figure 2 , Figure 7 and Figure 8 As shown, the water-stop steel plate 6 is bent into an arc shape on the ground that matches the curvature of the tunnel lining 1. A closed annular or rectangular groove 603 is cut around the water-stop steel plate 6 to completely seal the water-flow crack 2. A hollow rubber water-stop strip 602 is placed in the groove 603. The rubber water-stop strip 602 is W-shaped, B-shaped or other hollow shape. Before the water-stop steel plate 6 is pressed tightly against the tunnel lining 1, the rubber water-stop strip 602 protrudes 3mm to 5mm from the surface of the water-stop steel plate. After the water-stop steel plate 6 is tightened with anchor bolts 601, it is tightly attached to the tunnel lining 1, and no leakage occurs around the water-stop steel plate 6.

[0084] Specifically, such as Figure 3 and Figure 4 As shown, the center of the grouting cone 505 is machined with a bolt hole with internal threads. The depth of the bolt hole does not exceed half the height of the grouting cone 505. The top of the grouting cone 505 has no less than two inner cylinder grouting nozzles 5051, which are connected to the inner grouting cylinder 502. The side of the grouting cone 505 has no less than four outer cylinder grouting nozzles 5052. The number of outer cylinder grouting nozzles 5052 on the side is twice the number of inner cylinder grouting nozzles 5051 at the top, so that the first grouting liquid and the second grouting liquid are fully mixed.

[0085] Based on the above embodiments, the present invention also provides a method for preparing a tunnel lining water inrush grouting system, used to prepare the tunnel lining water inrush grouting system as described in the above embodiments. The above preparation method includes the following steps:

[0086] S1. Determine the water inflow crack area of ​​tunnel lining 1 based on the water inflow points on the tunnel lining;

[0087] S2. For the water-bearing crack area, determine the size of the water-stop steel plate 6, and determine the drilling positions of the grouting hole 3 and the drainage hole 4.

[0088] S3. A water-stop steel plate 6 is installed on the side of the tunnel lining away from the soil and rock layer corresponding to the water inrush crack area, and a through hole is reserved on the water-stop steel plate 6.

[0089] S4. Using a drilling device, the grouting hole 3 and the drainage hole 4 are drilled through the through hole in the tunnel lining;

[0090] S5. Install the grouting device 5 corresponding to the grouting hole 3, and install the drainage pipe connector 402 corresponding to the drainage hole 4. Connect the drainage pipe connector 402 to the sand bucket 8 through the drainage pipe 401.

[0091] Among them, ground-penetrating radar is used to scan and determine the range of cavities in the soil layer 101 caused by water inrush cracks, with the water inrush point as the center. The tunnel lining 1 corresponding to the cavity range is taken as the water inrush crack area, thereby determining the water inrush crack area of ​​the tunnel lining.

[0092] Based on the above embodiments, the present invention also provides a method for water plugging of tunnel lining, employing the tunnel lining water inrush grouting system described in the above embodiments. The water plugging method includes the following implementation steps:

[0093] S11. Start the first grouting pump 305 and the second grouting pump 307 so that the grouting device 5 injects the first grouting liquid and the second grouting liquid into the cavity of the soil layer 101; the first grouting liquid and the second grouting liquid form a mixed grouting liquid 806, the mixed grouting liquid 806 fills the water-bearing crack 2, and flows into the sand bucket 8 through the drainage pipe 401;

[0094] S12. Determine the solidification status of the slurry flowing into the sand bucket 8;

[0095] S13. After the grout in the sand bucket 8 solidifies, obtain the pressure values ​​detected by the first grouting pressure gauge 306 and the second grouting pressure gauge 308.

[0096] S14. When the pressure value of the first grouting pressure gauge 306 and / or the second grouting pressure gauge 308 reaches the set value, shut down the first grouting pump 305 and the second grouting pump 307.

[0097] S15. After a set interval, restart the first grouting pump 305 and the second grouting pump 307 until grouting can no longer be performed, then stop grouting; the initial grouting pressure of the first grouting pump 305 and the second grouting pump 307 is 0.3MPa~0.5MPa, and the subsequent grouting pressure is 0.5MPa~1.5MPa.

[0098] S16. Cut off the grouting device 5 outside the grouting hole 3 and the drainage pipe 401 outside the drainage hole 4 along the surface where the water-stop steel plate 6 is located, and seal the grouting hole 3 and the drainage hole 4.

[0099] Specifically, the grouting fluid is prepared by mixing a first grouting fluid and a second grouting fluid. The first and second grouting fluids are mixed outside the grouting nozzle at the grouting cone 505 to form a mixed grouting fluid 806. The mixed grouting fluid 806 first fills the crack voids, and then flows out from the drainage pipe 401 into the sand bucket 8. After the mixed grouting fluid 806 solidifies, check whether there is water flowing out of the outlet of the drainage pipe 802, and observe the grouting pressure of the first grouting pressure gauge 306 and the second grouting pressure gauge 308. When the grouting pressure reaches the set value, grouting is paused, and grouting is resumed after a certain interval. Grouting is stopped when it can no longer be grouted. Then, the inner grouting pipe 302, the outer grouting pipe 301, and the drainage pipe 401 are cut off, and the grouting hole 3 and the drainage hole 4 are sealed. It should be noted that the mixed grouting fluid solidifies inside the cavity to form a grouting layer 7.

[0100] Specifically, before and during grouting, the gushing water is discharged from the drainage hole 4, flows into the sand bucket 8 through the drainage pipe 401, and is discharged through the drainage pipe 802, reducing the water pressure during grouting.

[0101] In some implementations, the flow rate Q0 (m³) of the water inflow fracture is measured. 3 / s), monitored using flow meters and flow flumes. When using a weir, triangular weirs, trapezoidal weirs, and rectangular weirs are used for measurement depending on the inflow rate. The water passage area of ​​the weir is measured as S (m²). 2 The flow velocity V0 (m / s) is monitored using a flow meter, and the inflow volume of the inrush crack is Q0 = S V0.

[0102] In some embodiments, the flow rates of the first grouting fluid output by the first grouting pump 305 and the second grouting fluid output by the second grouting pump 307 are Q1 (m³ / s) and Q1 (m³ / s) respectively. 3 / s) and Q2 (m 3The flow velocity V1 (m / s) of the mixed grout 806 in the cavity of the soil layer 101 and in the drainage pipe 401 is obtained by measuring the flow velocity V1 (m / s) at the outlet of the drainage pipe 401 using a graduated cylinder and a stopwatch. Based on the permeability of the soil in the sand bucket 8 and the magnitude of the soil's resistance to the flow of the mixed grout 806, a seepage resistance coefficient β for the loose backfill soil is introduced. This coefficient β is determined experimentally or empirically. The flow velocity V2 (m / s) of the grout diffusion in the sand bucket is calculated using the formula V2 = βV1.

[0103] In some embodiments, the time required for the mixed grouting fluid 806 ejected by the grouting device 5 to flow through the cavities in the soil layer 101 and the drainage pipe 401 is t1 (s). The time required for the mixed grouting fluid 806 to flow and diffuse in the soil of the sand bucket 8 is t2 (s). The time required for the mixed grout 806 to reach the drainage pipe 802 of the sand bucket 8 is t1 + t2 (s). The initial setting time of the mixed grout, determined by mix proportion tests, is t0 (s). When t0 ≤ t1 + t2 (s) and L... x ≤L4 (m), the mixed grouting liquid has solidified before reaching the drainage pipe 802 of the sand bucket 8, thus achieving the purpose of water blocking.

[0104] Where L1 is the distance from the grouting nozzle of the grouting device 5 to the water-flowing crack 2; L2 is the distance from the water-flowing crack 2 to the drainage pipe 401; L3 is the length of the drainage pipe 401; L4 is the length of the sand bucket 8 in the horizontal direction; L x V1 is the distance the mixed grout 806 flows before solidification in the sand bucket 8, and V1 is the flow velocity of the mixed grout 806 in the cavity and the drainage pipe 401.

[0105] Although embodiments of the invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the appended claims and their equivalents.

Claims

1. A tunnel lining water inrush grouting system, characterized in that, include: Water-stop steel plate (6), grouting device (5), sand bucket (8), drainage pipe (401) and drainage pipe joint (402); the tunnel lining (1) includes a water inrush crack area, the water inrush crack area is provided with grouting hole (3) and drainage hole (4), the grouting hole (3) and the drainage hole (4) are in contact with the voids in the soil layer (101); The height of the grouting hole (3) relative to the horizontal plane is the first height, and the height of the drainage hole (4) relative to the horizontal plane is the second height, wherein the first height is greater than the second height; The water-stop steel plate (6) is set on the side of the tunnel lining (1) away from the soil layer (101) corresponding to the water inrush crack area; the water-stop steel plate (6) is provided with through holes corresponding to the grouting hole (3) and the drainage hole (4); the drainage pipe joint (402) is set in the drainage hole (4), and the drainage pipe joint (402) is connected to the sand bucket (8) through the drainage pipe (401); The grouting device (5) is installed on the tunnel lining (1) through the grouting hole (3); the grouting device (5) includes an inner grouting cylinder (502) and an outer grouting cylinder (501), and part of the inner grouting cylinder (502) and part of the outer grouting cylinder (501) are located in the grouting hole (3); The inner grouting cylinder (502) is provided with an inner grouting nozzle (5051) facing the soil layer (101), and the outer grouting cylinder (501) is provided with an outer grouting nozzle (5052) facing the soil layer (101); the outer grouting cylinder (501) is arranged around the inner grouting cylinder (502); The grouting device (5) further includes an inner grouting pipe (302), an outer grouting pipe (301), a first grouting pump (305), a first grouting pressure gauge (306), a second grouting pump (307), and a second grouting pressure gauge (308); the inner grouting pipe (302) is connected to the inner grouting cylinder (502), and the outer grouting pipe (301) is connected to the outer grouting cylinder (501); The input end of the external grouting pipe (301) is connected to the first grouting pump (305), and the first grouting pressure gauge (306) is located at the input end of the external grouting pipe (301); the input end of the internal grouting pipe (302) is connected to the second grouting pump (307), and the second grouting pressure gauge (308) is located at the input end of the internal grouting pipe (302); The grouting device (5) is used to inject grout into the cavity of the soil layer (101), the cavity being connected to the water-bearing crack (2); the grout includes a first grout and a second grout; the first grout is injected into the inner grouting pipe (302) through the second grouting pump (307) and sprayed out through the inner cylinder grouting nozzle (5051); the second grout is injected into the outer grouting pipe (301) through the first grouting pump (305) and sprayed out through the outer cylinder grouting nozzle (5052).

2. The tunnel lining water inrush grouting system according to claim 1, characterized in that, The first grouting fluid is cement grout, and the second grouting fluid is water glass; the water-cement ratio in the cement grout is 0.5~0.

7. The external grouting pipe (301), the internal grouting pipe (302), and the drainage pipe (401) are made of rubber tubing or metal flexible tubing; the compressive strength of the external grouting pipe (301), the internal grouting pipe (302), and the drainage pipe (401) is greater than or equal to 2.0 MPa.

3. The tunnel lining water inrush grouting system according to claim 1, characterized in that, The grouting device (5) also includes a grouting cone (505), a grouting cone anchor (5053), an inner grouting pipe sleeve joint (303), and an outer grouting pipe sleeve joint (304). The grouting cone (505) is provided at one end of the inner grouting cylinder (502) facing the soil layer (101) via the grouting cone anchor (5053); The inner grouting pipe (302) is connected to the inner grouting cylinder (502) through the inner grouting pipe sleeve joint (303), and the outer grouting pipe (301) is connected to the outer grouting cylinder (501) through the outer grouting pipe sleeve joint (304).

4. The tunnel lining water inrush grouting system according to claim 1, characterized in that, The grouting device (5) further includes a slotted sleeve (503) and a cone (504), the height of the cone (504) being less than the height of the outer grouting cylinder (501), and the height of the slotted sleeve (503) being equal to the height of the outer grouting cylinder (501). The cone (504) and the slotted sleeve (503) are sequentially fitted onto the outer grouting cylinder (501).

5. The tunnel lining water inrush grouting system according to claim 4, characterized in that, The slotted sleeve (503) is provided with a plurality of slots (5031), the top of the slots (5031) being flush with the top of the slotted sleeve (503). Along the height direction of the slotted sleeve (503), the length of the slot (5031) is greater than 1 / 2 of the height of the slotted sleeve (503).

6. The tunnel lining water inrush grouting system according to claim 1, characterized in that, Also includes: Rubber waterstop strip (602); a groove (603) is provided around the waterstop steel plate (6), the groove (603) is located on the side of the waterstop steel plate (6) close to the tunnel lining (1), and the rubber waterstop strip (602) is located in the groove (603).

7. A method for preparing a tunnel lining water inrush grouting system, characterized in that, The method for preparing the tunnel lining water inrush grouting system as described in any one of claims 1-6 comprises: The water inflow crack area of ​​tunnel lining (1) is determined based on the water inflow point on the tunnel lining (1); For the water-rushing crack area, determine the size of the water-stop steel plate (6), and determine the drilling positions of the grouting hole (3) and the drainage hole (4); The water-stop steel plate (6) is installed on the side of the tunnel lining (1) away from the soil layer (101) corresponding to the water-inrush crack area, and a through hole is reserved on the water-stop steel plate (6). The grouting hole (3) and the drainage hole (4) are drilled on the tunnel lining (1) through the through hole using a drilling device. A grouting device (5) is installed corresponding to the grouting hole (3), and a drainage pipe connector (402) is installed corresponding to the drainage hole (4). The drainage pipe connector (402) is connected to the sand bucket (8) through the drainage pipe (401).

8. The method for preparing the tunnel lining water inrush grouting system according to claim 7, characterized in that, The method of determining the water inflow crack area of ​​the tunnel lining (1) based on the water inflow point on the tunnel lining includes: using ground penetrating radar to scan and determine the range of the cavity in the soil layer (101) caused by the water inflow crack (2) with the water inflow point as the center, and taking the tunnel lining (1) corresponding to the cavity range as the water inflow crack area.

9. A method for plugging water in tunnel lining, characterized in that, The water-blocking method is achieved using the tunnel lining water-inrush grouting system as described in any one of claims 1-6, wherein the water-blocking method includes: The first grouting pump (305) and the second grouting pump (307) are turned on so that the grouting device (5) injects the first grouting liquid and the second grouting liquid into the cavity of the soil layer (101); the first grouting liquid and the second grouting liquid form a mixed grouting liquid (806), which fills the water-bearing crack (2) and flows into the sand bucket (8) through the drainage pipe (401); Determine the solidification status of the slurry flowing into the sand bucket (8); After the grout in the sand bucket (8) solidifies, the pressure values ​​detected by the first grouting pressure gauge (306) and the second grouting pressure gauge (308) are obtained; When the pressure values ​​of the first grouting pressure gauge (306) and / or the second grouting pressure gauge (308) reach the set value, the first grouting pump (305) and the second grouting pump (307) are shut down. After a set interval, the first grouting pump (305) and the second grouting pump (307) are restarted until grouting can no longer be performed, at which point the grouting is terminated; the initial grouting pressure of the first grouting pump (305) and the second grouting pump (307) is 0.3MPa~0.5MPa, and the subsequent grouting pressure is 0.5MPa~1.5MPa; Cut off the grouting device (5) outside the grouting hole (3) along the surface of the water-stop steel plate (6), and cut off the drainage pipe (401) outside the drainage hole (4), and seal the grouting hole (3) and the drainage hole (4).

10. The water-blocking method for tunnel lining according to claim 9, characterized in that, The initial setting time of the mixed grouting fluid (806) is t0; the time required from the mixed grouting fluid (806) flowing into the cavity to its exit from the drainage pipe (401) is t1. The time for the mixed grouting fluid (806) to flow and diffuse in the sand bucket (8) is t2. The t0 ≤ t1 + t2; Wherein, L1 is the distance from the grouting nozzle of the grouting device (5) to the water-flowing crack (2); L2 is the distance from the water-flowing crack (2) to the drainage pipe (401); L3 is the length of the drainage pipe (401); L4 is the length of the sand bucket (8) in the horizontal direction; L x L is the distance the mixed grout (806) flows before solidifying in the sand bucket (8). x ≤L4; V1 is the flow velocity of the mixed grout (806) in the cavity and the drainage pipe (401), V2 is the grout diffusion velocity in the sand bucket (8), V2=βV1, β is the seepage resistance coefficient of loose backfill soil; The water inflow of the water-bearing crack (2) was measured using a water weir method, and the water inflow was obtained by the formula Q0=SV0; The flow rates of the first grouting fluid output by the first grouting pump (305) and the second grouting fluid output by the second grouting pump (307) are Q1 and Q2, respectively, and Q1+Q2≥Q0; Where Q0 is the inflow rate, S is the cross-sectional area of ​​the measuring weir, and V0 is the flow velocity of the measuring weir.

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