A tunnel lining water inrush grouting system, its preparation method, and water plugging method.

Abstract

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. The tunnel lining water inrush grouting system includes: an outer grouting pipe, an inner grouting pipe, an inner grouting pipe sleeve joint, an outer grouting pipe sleeve joint, grouting holes, 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 bucket. The outer grouting pipe is connected to a first grouting pump, and the inner grouting pipe is connected to a second grouting pump. The mixed grouting liquid fills the voids outside the tunnel lining and flows into the sand bucket through the drainage pipe until it solidifies. Water inrushes are discharged from the drainage hole, flow into the sand bucket through the drainage pipe, and are then drained away through the drainage pipe. The tunnel lining water inrush grouting system of this invention, with its drainage pipe and sand bucket, reduces water inrush pressure, extends the flow path of the mixed grouting liquid, improves grouting controllability, and facilitates the solidification of the mixed grouting liquid, thus achieving water blocking.

Description

TECHNICAL FIELD

[0001] The present application 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. BACKGROUND

[0002] When the highway tunnel, railway tunnel, urban rail transit tunnel and mine tunnel are constructed by the mine method, the cast-in-place support structure type is generally used, that is, the shotcrete is used as the primary support in the tunneling working face, and the steel arch lattice formwork is erected to cast the concrete as the secondary support. Another type is the shield method, which uses the shield segment assembly type support, and grouting is performed between the shield segment and the tunnel surrounding rock. Regardless of which type of support is used, under the action of high water level and high water pressure in the underground, seepage and water gushing at the concrete construction joint, stress cracks or shield segment joint is a common phenomenon, which accelerates the deterioration of the concrete structure, worsens the tunnel operation environment, and seriously endangers the safety of driving, and even causes collapse after the water gushing brings out the silt. The commonly used water gushing plugging methods include the high polymer material chemical grouting method and the cement and water glass double liquid grouting method. When single liquid grouting is used, the high polymer slurry has a large volume expansion rate, but due to its low strength and poor coagulation, it is easily washed away by water, and cannot play a water plugging role, or temporarily blocks the water, and seeps again in a short time. The double liquid grouting method has two types of mixing methods. One is to mix the double liquid grouting device in advance, and then spray it into the rock-soil layer through a double liquid grouting pipe.

[0003] For example, the publication number CN119244274A discloses a structure for tunnel double liquid mixing grouting and its use method, which uses a mixing pipe and a flower pipe arranged in the mixing pipe, and a plurality of through holes are uniformly arranged in the flower pipe. After the slurry in the flower pipe flows out, it is mixed with the slurry in the mixing pipe, solving the problem of slurry mixing, but not solving the problem of pipe blockage after slurry mixing. The publication number CN119308696A discloses a tunnel bottom grouting reinforcement and lining crack repair method, which is implemented in stages A and B. Stage A grouts the tunnel bottom to reinforce and prevent subsidence. Stage B repairs the lining cracks. The cracks with a width less than 0.2 mm are treated with sealing glue, and the cracks with a width greater than 0.2 mm are treated by slotting and filling before grouting. The problem of slurry being washed away by water before solidification is not solved. Another type of method mixes the double slurry after it is sprayed out of the tunnel rock-soil layer, but since the thickness of the tunnel concrete wall is only about 30 centimeters, the grouting hole is close to the water gushing point, and the slurry flow path is too short, so the slurry is washed away by the water flow before it is fully mixed and solidified. The existing grouting methods have a common shortcoming that they do not consider the continuous water gushing of the water gushing point before the completion of water plugging, which causes material waste and the risk of water plugging failure. SUMMARY

[0004] The tunnel lining water gushing grouting system, the preparation method and the water plugging method of the present application can prolong the flow path of the double-liquid slurry, and the controllable grouting system can guide the double-liquid slurry into the sand bucket through the drainage pipe, so that the double-liquid slurry flows along the predetermined path for a time greater than the required time for solidification, thereby achieving water plugging, solving the problems of pipe blockage and double-liquid slurry being washed away before solidification, and greatly saving the grouting material and reducing the cost of water plugging engineering.

[0005] The object of the present application is achieved by the following technical solutions:

[0006] In a first aspect, the present application provides a tunnel lining water gushing 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 comprises a water gushing crack area, and the water gushing crack area is provided with a grouting hole and a drainage hole, and the grouting hole and the drainage hole are in contact with the cavity of the rock-soil layer;

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

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

[0009] The grouting device is arranged on the tunnel lining through the grouting hole; the grouting device comprises an inner grouting cylinder and an outer grouting cylinder, part of the inner grouting cylinder and part of the outer grouting cylinder are located in the grouting hole, the inner grouting cylinder is provided with an inner cylinder grouting nozzle facing the rock-soil layer, and the outer grouting cylinder is provided with an outer cylinder grouting nozzle facing the rock-soil layer; the outer grouting cylinder is arranged around the inner grouting cylinder;

[0010] The grouting device further comprises 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 with the inner grouting cylinder, and the outer grouting pipe is connected with the outer grouting cylinder;

[0011] The input end of the outer grouting pipe is connected with the first grouting pump, and the first grouting pressure gauge is arranged at the input end position of the outer grouting pipe; the input end of the inner grouting pipe is connected with the second grouting pump, and the second grouting pressure gauge is arranged at the input end position of the inner grouting pipe;

[0012] The grouting device is used to spray grouting liquid to the cavity of the rock-soil layer, the cavity is communicated with the water gushing fracture; the grouting liquid comprises a first grouting liquid and a second grouting liquid; the first grouting liquid is injected into the inner grouting pipe through the second grouting pump and sprayed through the inner cylinder grouting nozzle; the second grouting liquid is injected into the outer grouting pipe through the first grouting pump and sprayed through the outer cylinder grouting nozzle.

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

[0014] The water-binder ratio of the cement slurry is 0.5-0.7; the outer grouting pipe, the inner grouting pipe and the drainage pipe adopt rubber pipes or metal hoses; the compressive strength of the outer grouting pipe, the inner grouting pipe and the drainage pipe is greater than or equal to 2.0 MPa.

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

[0016] The grouting cone head is arranged at one end of the inner grouting cylinder towards the rock-soil layer through the grouting cone head anchor;

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

[0018] In some embodiments, the grouting device further comprises a slotted sleeve and a cone cylinder, the height of the cone cylinder 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 cylinder and the slotted sleeve are sequentially sleeved on the outer grouting cylinder.

[0020] Exemplarily, the assembly sequence of the grouting device is as follows: connecting the inner grouting cylinder with the grouting cone head anchor, inserting the outer grouting cylinder, screwing the outer grouting cylinder, butt welding the tail end of the outer grouting cylinder with the tail end of the inner grouting pipe and butt welding the side of the tail end of the outer grouting cylinder with the tail end of the outer grouting pipe, aligning the bolt hole of the grouting cone head with the thread of the grouting cone head anchor and tightening, sleeving the cone cylinder and the slotted sleeve on the outer grouting cylinder, inserting the grouting cone head of the grouting device into the grouting cone head anchor and tightening, tightening the fastening nut of the outer grouting cylinder at the tail of the grouting device, extruding the slotted sleeve by the cone cylinder, expanding the slotted sleeve, anchoring the grouting device in the concrete of the tunnel lining to prevent the grouting device from being pushed out of the hole by the grouting pressure, and then connecting 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, a plurality of slotted slots are arranged on the slotted sleeve, and the top ends of the slotted slots are flush with the top end of the slotted sleeve.

[0022] The length of the slotted gap is greater than 1 / 2 of the height of the slotted sleeve along the height direction of the slotted sleeve.

[0023] In some embodiments, the tunnel lining water gushing grouting system further comprises:

[0024] A rubber waterstop is arranged in a groove on the periphery of the waterstop steel plate, and the groove is located on the side of the waterstop steel plate close to the tunnel lining.

[0025] In some embodiments, the bottom of the sand bucket is provided with wheels.

[0026] In the second aspect, the application further provides a preparation method of a tunnel lining water gushing grouting system, which is used for preparing the tunnel lining water gushing grouting system of the first aspect, and the preparation method comprises:

[0027] Based on the water gushing point on the tunnel lining, a water gushing crack area of the tunnel lining is determined, and the water gushing crack area has a water gushing crack;

[0028] For the water gushing crack area, the size of the waterstop steel plate is determined, and the punching positions of the grouting hole and the drainage hole are determined for the water gushing crack;

[0029] The waterstop steel plate is arranged on the side of the tunnel lining away from the rock-soil layer corresponding to the water gushing crack area, and a through hole is reserved on the waterstop steel plate;

[0030] The punching device punches the grouting hole and the drainage hole on the tunnel lining through the through hole;

[0031] The grouting device is arranged corresponding to the grouting hole, and the drainage pipe is arranged corresponding to the drainage hole, and the joint of the drainage pipe is connected with the sand bucket through the drainage pipe;

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

[0033] In some embodiments, the water gushing crack area of the tunnel lining is determined based on the water gushing point, the hollow range of the rock-soil layer caused by the water gushing crack is determined by using ground penetrating radar scanning with the water gushing point as the center, and the tunnel lining corresponding to the hollow range is taken as the water gushing crack area.

[0034] In the third aspect, the application further provides a water plugging method of a tunnel lining, which is implemented by using the tunnel lining water gushing grouting system of the first aspect, and the water plugging method comprises:

[0035] opening the first and second grouting pumps to make the grouting device inject first and second grouting fluids into the cavity of the rock-soil layer; the first and second grouting fluids form a mixed grouting fluid, which fills the water gushing fracture and flows into the sand bucket through the drainage pipe;

[0036] determining the solidification of the grouting fluid flowing into the sand bucket;

[0037] after the grouting fluid in the sand bucket solidifies, obtaining the pressure values detected by the first and second grouting pressure gauges;

[0038] when the pressure values of the first and / or second grouting pressure gauges reach the set value, closing the first and second grouting pumps;

[0039] after the interval set time, opening the first and second grouting pumps again until the grouting is completed when the grouting cannot be performed; the initial grouting pressure of the first and second grouting pumps is 0.3-0.5 MPa, and the re-grouting pressure is 0.5-1.5 MPa;

[0040] along the surface where the water stop steel plate is located, cutting off the grouting device outside the grouting hole and the drainage pipe outside the drainage hole, and closing the grouting hole and the drainage hole.

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

[0042] wherein L1 is the distance from the grouting nozzle of the grouting device to the water gushing fracture; L2 is the distance from the water gushing fracture to the drainage pipe; L3 is the length of the drainage pipe; L4 is the length of the sand bucket in the horizontal direction; L x is the distance of the mixed grouting fluid flowing before solidification in the sand bucket, L x ≤L4; V1 is the flow rate of the mixed grouting fluid in the cavity and the drainage pipe, and V2 is the diffusion flow rate of the grouting fluid in the sand bucket, V2=βV1, and β is the seepage resistance coefficient of the loose backfill soil body;

[0043] The water gushing amount of the water gushing fracture is measured by a water weir method, and the water gushing amount 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, and Q1+Q2≥Q0;

[0045] Wherein, Q0 is the water inflow, S is the water area of the measuring weir, and V0 is the water flow rate of the measuring weir.

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

[0047] (1) The grouting device of the present application mixes the double-liquid slurry outside the grouting nozzle, and the cement slurry sprayed by the inner cylinder grouting nozzle is located at the center, and the water glass sprayed by the outer cylinder grouting nozzle is located at the periphery, so that the water glass plays a wrapping role around the cement slurry, preventing the cement slurry from being lost, fully mixing the double-liquid slurry, and avoiding pipe blockage.

[0048] (2) The present application detects the boundary of the cavity outside the tunnel lining by using the ground penetrating radar, arranges grouting holes at the top of the boundary and drainage holes at the bottom of the boundary, uses the height difference to make the mixed grouting liquid flow from high to low, uses the water stop steel plate to block the water inflow point, and the water inflow is discharged from the drainage hole, flows into the sand bucket through the drainage pipe, and is discharged through the drain pipe, thereby reducing the water inflow and water pressure during grouting. At the same time, the mixed grouting liquid fills the cavity and flows to the sand bucket along the drainage pipe, realizing controllable grouting.

[0049] (3) The drainage pipe and the sand bucket of the present application are integrated with the cavity outside the tunnel lining, the flow path of the mixed grouting liquid can be extended according to the setting time requirement of the mixed grouting liquid, the mixed grouting liquid is solidified in the sand bucket, the loss of the grouting liquid is prevented, the water plugging is ensured to be successful, and the grouting material is saved.

[0050] (4) The slotted sleeve and the cone cylinder of the grouting device of the present application are embedded by tightening the fastening nut at the tail of the grouting device, the cone cylinder is embedded in the slotted sleeve, the expanded slotted sleeve is reliably anchored into the tunnel lining concrete, and the grouting device is prevented from being ejected from the grouting hole under the action of the grouting pressure. BRIEF DESCRIPTION OF DRAWINGS

[0051] Figure 1 The structure diagram of the grouting hole and the drainage hole arranged on both sides of the water inflow crack water inflow point in the present application;

[0052] Figure 2 The cross-sectional view of the grouting system in the present application;

[0053] Figure 3 The structure diagram of the grouting device in the present application;

[0054] Figure 4 The projection view of the grouting cone head in the present application;

[0055] Figure 5 The three-dimensional view of the anchoring sleeve in the present application;

[0056] Figure 6 The three-dimensional view of the cone cylinder sleeved on the outer grouting cylinder in the present application;

[0057] Figure 7For the invention in the water gushing crack closed projection map;

[0058] Figure 8 For the invention in the local rubber waterstop schematic diagram;

[0059] Figure 9 For the invention in the grouting fluid in the sand bucket flow diffusion schematic diagram;

[0060] Figure 10 For the invention in the slurry flow path diagram.

[0061] Figure legend, 1, tunnel lining; 101, rock-soil layer; 2, water gushing crack; 201, water gushing point; 3, grouting hole; 301, outer grouting pipe; 302, inner grouting pipe; 303, inner grouting pipe sleeve joint; 304, outer 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, outer grouting cylinder; 5011, outer grouting cylinder thread; 5012, outer grouting cylinder fastening nut; 502, inner grouting cylinder; 503, grooving sleeve; 5031, grooving slot; 504, cone cylinder; 505, grouting cone head; 5051, inner cylinder grouting nozzle; 5052, outer cylinder grouting nozzle; 5053, grouting cone head anchor; 6, water stop steel plate; 601, anchor bolt; 602, rubber waterstop; 603, groove; 7, grouting layer; 8, sand bucket; 801, drainage pipe interface; 802, drain pipe; 803, drain pipe switch; 804, sand; 805, wheel; 806, mixed grouting fluid. DETAILED DESCRIPTION

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

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

[0064] The water stop steel plate 6 is arranged on the side of the tunnel lining 1 away from the rock-soil layer 101 corresponding to the water gushing 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 arranged in the drainage hole 4, and the drainage pipe joint 402 is connected with the sand bucket 8 through the drainage pipe 401;

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

[0066] The grouting device 5 further comprises 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 with the inner grouting cylinder 502, and the outer grouting pipe 301 is connected with the outer grouting cylinder 501;

[0067] The input end of the outer grouting pipe 301 is connected with the first grouting pump 305, and the first grouting pressure gauge 306 is arranged at the input end of the outer grouting pipe 301; the input end of the inner grouting pipe 302 is connected with the second grouting pump 307, and the second grouting pressure gauge 308 is arranged at the input end of the inner grouting pipe 302;

[0068] The grouting device 5 is used for spraying grouting liquid to the cavity of the rock-soil layer 101, and the cavity is communicated with the water gushing fracture 2; the grouting liquid comprises first grouting liquid and second grouting liquid; the first grouting liquid is injected through the inner grouting pipe 302 and sprayed through the inner cylinder grouting nozzle 5051; and the second grouting liquid is injected through the outer grouting pipe 301 and sprayed through the outer cylinder grouting nozzle 5052.

[0069] The sand bucket 8 can be made into a cylinder or a cuboid. For example, as shown in Figure 9 The sand bucket 8 is made into a cuboid sand bucket, the height of the sand bucket 8 is 0.5m-1.0m, and the length of the bottom surface of the sand bucket 8 is 3-5 times of the height. A drainage pipe interface 801 is arranged at the input end of the sand bucket 8, and a drainage pipe 401 is connected with the input end of the sand bucket 8 through the drainage pipe interface 801; a drainage pipe 802 is arranged at the output end of the sand bucket 8, and a drainage pipe switch 803 is arranged on the drainage pipe 802; and the output end of the sand bucket 8 is arranged close to the top end of the sand bucket 8. The length of the sand bucket 8 is designed to make the mixed grouting liquid flowing in through the drainage pipe 401 solidify before reaching the outlet of the drainage pipe 802, and the drainage pipe switch 803 is closed when the mixed grouting liquid reaches the outlet of the drainage pipe 802, so that the mixed grouting liquid solidifies in the sand bucket 8. The sand bucket 8 is horizontally placed, four wheels 805 are arranged at the bottom of the sand bucket 8, so that the sand bucket 8 is convenient to transport in the tunnel; and the sand bucket 8 is filled with sand 804, such as medium-coarse sand or loose cohesive soil.

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

[0071] Specifically, as shown in the figure, Figure 10 The distance between the grouting hole 3 and the water gushing fracture 2 is L1, and the distance between the drainage hole 4 and the water gushing fracture 2 is L2. Before the grouting hole 3 and the drainage hole 4 are drilled, the area around the water gushing point 201 is scanned using a ground penetrating radar, and the hollow area is circled. The grouting hole 3 is drilled in the upper edge of the hollow area, and the drainage hole 4 is drilled in the lower edge of the hollow area. Thus, when the first grouting liquid and the second grouting liquid are sprayed out of the grouting device 5, the mixed grouting liquid can flow and diffuse in the hollow area.

[0072] Specifically, as shown in the figure, Figure 2 The initial grouting pressure of the first grouting pump and the second grouting pump is 0.3-0.5 MPa, and the re-grouting pressure is 0.5-1.5 MPa. The outer grouting pipe 301, the inner grouting pipe 302, and the drainage pipe 401 are rubber pipes or metal hoses with a compressive strength of not less than 2.0 MPa.

[0073] The first grouting liquid can be cement grout, and the second grouting liquid can be water glass. The volume ratio of the double-liquid grout mixture is 1:0.3-1:1. When the water pressure is greater than 0.2 MPa, the water-cement ratio takes the smaller value. The water-cement ratio of the cement grout is preferably 0.5-0.7. Specifically, as shown in the figure, Figure 4 The cement grout is sprayed out of the inner cylinder grouting nozzle 5051, the water glass is sprayed out of the outer cylinder grouting nozzle 5052, and then the cement grout and the water glass are mixed.

[0074] In some embodiments, when the water gushing fracture 2 has a large water gushing amount and water pressure, polyurethane grout can be first injected into the grouting device 5. The polyurethane grout is sprayed out of the outer cylinder grouting nozzle 5052 to stop the water flow or reduce the water gushing amount to less than 1 / 3 of the original water gushing amount. Then, water glass and cement grout are simultaneously injected into the grouting device 5. The cement grout is sprayed out of the inner cylinder grouting nozzle 5051, and the water glass is sprayed out of the outer cylinder grouting nozzle 5052.

[0075] Specifically, as shown in the figure, Figure 2 The first grouting liquid and the second grouting liquid are simultaneously grouted. 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 out of the inner cylinder grouting nozzle 5051 and the second grouting liquid sprayed out of the outer cylinder grouting nozzle 5052 are mixed. The cement grout is sprayed out of the inner cylinder grouting nozzle 5051 at the top of the grouting cone head 505, and the water glass is sprayed out of the outer cylinder grouting nozzle 5052 at the side of the grouting cone head 505. The cement grout is wrapped by the water glass for mixing, so that the cement grout is not lost before mixing.

[0076] Specifically, as shown in Figure 3 The grouting device 5 is composed of an outer grouting barrel 501, an inner grouting barrel 502, a slotted sleeve 503, a tapered barrel 504, a grouting cone head 505, a grouting cone head anchor 5053, an outer grouting barrel fastening nut 5012, an outer grouting pipe sleeve joint 303 and an inner grouting pipe sleeve joint 304. The tail of the outer grouting barrel 501 has an outer grouting barrel thread 5011. The tail end of the outer grouting barrel 501 is provided with an inner grouting pipe 302 interface. The outer side of the tail of the outer grouting barrel 501 is provided with an outer grouting pipe 301 interface.

[0077] Specifically, as shown in Figure 3 , Figure 5 and Figure 6 The assembly sequence of the grouting device 5 is as follows: the inner grouting barrel 502 is connected to the grouting cone head anchor 5053, the outer grouting barrel 501 is inserted, the outer grouting barrel thread 5011 is screwed, the tail end of the outer grouting barrel 501 is welded to the tail end of the inner grouting pipe 302, and the tail end side of the outer grouting barrel 501 is welded to the tail end of the outer grouting pipe 301. The bolt hole of the grouting cone head 505 is aligned with the thread of the grouting cone head anchor 5053 and is tightened. Then, the tapered barrel 504 and the slotted sleeve 503 are sleeved on the outer grouting barrel 501. The grouting cone head 505 of the grouting device 5 is inserted into the grouting cone head anchor 5053 and is tightened. The tail of the grouting device 5 is tightened with the outer grouting barrel fastening nut 5012. The tapered barrel 504 extrudes the slotted sleeve 503, the slotted sleeve 503 is expanded, the grouting device 5 is anchored in the concrete of the tunnel lining 1, and the grouting device 5 is prevented 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 with the outer grouting pipe sleeve joint 304 and the inner grouting pipe sleeve joint 303 respectively.

[0078] Specifically, as shown in Figure 3 and Figure 6 The height of the tapered barrel 504 is less than the height of the outer grouting barrel 501, and the height of the slotted sleeve 503 is equal to the height of the outer grouting barrel 501. The tapered barrel 504 and the slotted sleeve 503 are sequentially sleeved on the outer grouting barrel 501.

[0079] Specifically, as shown in Figure 5 The slotted sleeve 503 is provided with a plurality of slotted slits 5031, and the top end of the slotted slit 5031 is flush with the top end of the slotted sleeve 503. Along the height direction of the slotted sleeve 503, the length l of the slotted slit 5031 is greater than 1 / 2 of the height L of the slotted sleeve 503. The number of slotted slits 5031 is not less than 3, and the width of the slotted slit 5031 is 2mm-3mm.

[0080] Specifically, as shown in Figure 7As shown, the length of the water stop steel plate 6 is greater than the length of the water gushing crack 2, and when there are multiple water gushing cracks 2, the water stop steel plate 6 covers the crack range completely. When the crack length is greater than 5m and the water gushing points are more than 3, the grouting hole 3 and the drainage hole 4 can be arranged in areas according to a 5m width. After grouting is completed, the grouting range is scanned again using a ground penetrating radar, and when the ground penetrating radar finds that there are still unfilled cavities, the unfilled cavities are re-grouted by punching new grouting holes 3 and drainage holes 4.

[0081] Specifically, as shown in Figure 2 , Figure 7 and Figure 10 , after the water stop steel plate 6 is installed to close the water gushing crack 2, the water gushing is discharged from the drainage hole 4 through the drainage pipe joint 402, the drainage pipe joint 402 is a steel pipe, which is welded to the water stop steel plate 6, the drainage pipe 401 is inserted into the drainage pipe joint 402 after being heated and expanded, and is tied with iron wire, the water gushing flows into the sand bucket 8 through the drainage pipe 401, and is discharged from the drain pipe 802, thereby reducing the water gushing amount and water pressure during grouting, and the water pressure during grouting can be reduced to below 0.3MPa.

[0082] In some embodiments, the tunnel lining water gushing grouting system further comprises: a rubber water stop strip 602; a groove 603 is arranged along the periphery of the water stop steel plate 6, the groove 603 is located on the side of the water stop steel plate 6 close to the tunnel lining, and the rubber water stop strip 602 is located in the groove 603.

[0083] Specifically, as shown in Figure 2 , Figure 7 and Figure 8 , the water stop steel plate 6 is bent on the ground into an arc shape consistent with the arc of the tunnel lining 1, and a closed annular or rectangular groove 603 is cut around the water stop steel plate 6, so that the water gushing crack 2 is completely closed. The hollow rubber water stop strip 602 is placed in the groove 603, and the rubber water stop strip 602 is in the shape of W, B or other hollow shapes. Before the water stop steel plate 6 is pressed against the tunnel lining 1, the rubber water stop strip 602 protrudes from the surface of the water stop steel plate by 3mm-5mm. After the water stop steel plate 6 is pressed by the anchor bolt 601, it is tightly attached to the tunnel lining 1, and no leakage occurs along the periphery of the water stop steel plate 6.

[0084] Specifically, as shown in Figure 3 and Figure 4 , the center of the grouting cone head 505 is processed with a bolt hole with internal threads, the depth of the bolt hole is not more than half the height of the grouting cone head 505, and the top end of the grouting cone head 505 is not less than 2 inner cylinder grouting nozzles 5051, which are in communication with the inner grouting cylinder 502; the side of the grouting cone head 505 is not less than 4 outer cylinder grouting nozzles 5052, and the number of the side outer cylinder grouting nozzles 5052 is twice the number of the top end inner cylinder grouting nozzles 5051, so that the first grouting liquid and the second grouting liquid are fully mixed.

[0085] On the basis of the above-mentioned embodiments, the application further provides a preparation method of the tunnel lining water gushing grouting system, which is used for preparing the tunnel lining water gushing grouting system as described in the above-mentioned embodiments. The above-mentioned preparation method comprises the following implementation steps:

[0086] S1, determining a water gushing crack area of the tunnel lining 1 based on a water gushing point on the tunnel lining;

[0087] S2, determining the size of the water stop steel plate 6 and the punching position of the grouting hole 3 and the drainage hole 4 for the water gushing crack area;

[0088] S3, arranging the water stop steel plate 6 corresponding to the water gushing crack area on the side of the tunnel lining away from the rock-soil layer, and reserving a through hole on the water stop steel plate 6;

[0089] S4, punching the grouting hole 3 and the drainage hole 4 on the tunnel lining through the through hole by using a punching device;

[0090] S5, installing the grouting device 5 corresponding to the grouting hole 3, and installing the drainage pipe joint 402 corresponding to the drainage hole 4, and connecting the drainage pipe joint 402 with the sand bucket 8 through the drainage pipe 401;

[0091] Wherein, the cavity range of the rock-soil layer 101 caused by the water gushing crack is determined by using the ground penetrating radar scanning with the water gushing point as the center, and the tunnel lining 1 corresponding to the cavity range is taken as the water gushing crack area, so as to determine the water gushing crack area of the tunnel lining.

[0092] On the basis of the above-mentioned embodiments, the application further provides a water plugging method of the tunnel lining, which adopts the tunnel lining water gushing grouting system as described in the above-mentioned embodiments. The water plugging method comprises the following implementation steps:

[0093] S11, starting 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 rock-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 gushing crack 2, and flows into the sand bucket 8 through the drainage pipe 401;

[0094] S12, determining the solidification condition of the grouting liquid flowing into the sand bucket 8;

[0095] S13, after the grouting liquid in the sand bucket 8 is solidified, obtaining the pressure value 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, closing the first grouting pump 305 and the second grouting pump 307;

[0097] S15, after the interval set duration, the first grouting pump 305 and the second grouting pump 307 are started again until the grouting cannot be grouted; the initial grouting pressure of the first grouting pump 305 and the second grouting pump 307 is 0.3MPa~0.5MPa, and the re-grouting pressure is 0.5MPa~1.5MPa;

[0098] S16, along the face of the water stop steel plate 6, the grouting device 5 outside the grouting hole 3 is cut off, and the drainage pipe 401 outside the drainage hole 4 is cut off, and the grouting hole 3 and the drainage hole 4 are closed.

[0099] Specifically, the grouting liquid is mixed, the grouting liquid includes the first grouting liquid and the second grouting liquid, the first grouting liquid and the second grouting liquid are mixed outside the grouting nozzle at the grouting cone head 505 to form a mixed grouting liquid 806, the mixed grouting liquid 806 first fills the crack gap, and then flows out from the drainage pipe 401 into the sand bucket 8, when the mixed grouting liquid 806 solidifies, whether the water gushing at the outlet of the drainage pipe 802 is checked, the grouting pressure of the first grouting pressure gauge 306 and the second grouting pressure gauge 308 is observed, when the grouting pressure reaches the set value, the grouting is paused, after a certain time interval, the irrigation is supplemented, when the grouting cannot be grouted, the grouting is ended, and 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 closed. It should be noted that the mixed grouting liquid solidifies in the cavity to form a grouting layer 7.

[0100] Specifically, before and during grouting, water gushing 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, thereby reducing the water pressure during grouting.

[0101] In some embodiments, the water gushing amount Q0(m 3 / s) of the water gushing crack is monitored by using a flowmeter and a flow tank, when a water weir is used, the water gushing amount is measured by using a triangular weir, a trapezoidal weir and a rectangular weir according to the size of the water gushing amount, the water area of the measuring weir is S(m 2 ), and the flow velocity V0(m / s) is monitored by using a flow velocity meter, and the water gushing amount Q0 of the water gushing crack is S V0.

[0102] In some embodiments, the flow rates of the first grouting liquid output by the first grouting pump 305 and the second grouting liquid output by the second grouting pump 307 are Q1(m 3 / s) and Q2(m 3V1(m / s) can be measured by a measuring cylinder and a stopwatch at the outlet of the drainage pipe 401. According to the permeability of the soil in the sand bucket 8 and the flow resistance of the soil to the mixed grouting liquid 806, a loose backfill soil seepage resistance coefficient β is introduced, which is determined by experiment or valued empirically, and the flow velocity V2(m / s) of the grouting liquid spreading in the sand bucket is calculated according to the formula V2=βV1.

[0103] In some embodiments, the time required for the mixed grouting liquid 806 sprayed by the grouting device 5 to flow through the cavity of the rock-soil layer 101 and the drainage pipe 401 is t1(s), the time required for the mixed grouting liquid 806 to flow and spread in the soil of the sand bucket 8 is t2(s), the time required for the mixed grouting liquid 806 to reach the drainage pipe 802 of the sand bucket 8 is t1+t2(s), and the initial setting time of the mixed grouting liquid is t0(s) obtained through a mixing ratio test. 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, achieving the purpose of water plugging.

[0104] wherein, L1 is the distance from the grouting nozzle of the grouting device 5 to the water bursting crack 2; L2 is the distance from the water bursting 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 is the distance of the mixed grouting liquid 806 flowing before solidification in the sand bucket 8, and V1 is the flow velocity of the mixed grouting liquid 806 in the cavity and the drainage pipe 401.

[0105] Although embodiments of the present application have been shown and described, it is to be understood that various modifications, substitutions, replacements and changes can be made to these embodiments without departing from the principles and spirit of the present application, and the scope of the present application is defined by the appended claims and their equivalents.

Claims

1. A tunnel lining water gushing grouting system, characterized in that, The utility model relates to a tunnel lining (1) and a grouting device of the tunnel lining (1), and the grouting device comprises: A water-stop steel plate (6), a grouting device (5), a sand bucket (8), a drainage pipe (401) and a drainage pipe joint (402); the tunnel lining (1) comprises a water bursting crack area, the water bursting crack area is provided with a grouting hole (3) and a drainage hole (4), the grouting hole (3) and the drainage hole (4) are in contact with a cavity of a rock-soil layer (101); The height of the grouting hole (3) to a horizontal plane is a first height, the height of the drainage hole (4) to the horizontal plane is a second height, and the first height is greater than the second height; The water-stop steel plate (6) is arranged on a side of the tunnel lining (1) away from the rock-soil layer (101) corresponding to the water bursting 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 arranged in the drainage hole (4), and the drainage pipe joint (402) is connected with the sand bucket (8) through the drainage pipe (401); The grouting device (5) is arranged on the tunnel lining (1) through the grouting hole (3); the grouting device (5) comprises 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-cylinder grouting nozzle (5051) facing the rock-soil layer (101), and the outer grouting cylinder (501) is provided with an outer-cylinder grouting nozzle (5052) facing the rock-soil layer (101); the outer grouting cylinder (501) is arranged around the inner grouting cylinder (502); The grouting device (5) further comprises 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 with the inner grouting cylinder (502), and the outer grouting pipe (301) is connected with the outer grouting cylinder (501); An input end of the outer grouting pipe (301) is connected with the first grouting pump (305), and the first grouting pressure gauge (306) is arranged at the input end position of the outer grouting pipe (301); an input end of the inner grouting pipe (302) is connected with the second grouting pump (307), and the second grouting pressure gauge (308) is arranged at the input end position of the inner grouting pipe (302); The grouting device (5) is used for spraying grouting liquid to a cavity of the rock-soil layer (101), and the cavity is in communication with a water bursting crack (2); the grouting liquid comprises first grouting liquid and second grouting liquid; the first grouting liquid 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 grouting liquid is injected into the outer grouting pipe (301) through the first grouting pump (305) and sprayed out through the outer-cylinder grouting nozzle (5052). The grouting device (5) further comprises a slotted sleeve (503) and a tapered cylinder (504), the height of the tapered cylinder (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 tapered cylinder (504) and the slotted sleeve (503) are sequentially sleeved on the outer grouting cylinder (501); A plurality of slotted slots (5031) are arranged on the slotted sleeve (503), and the top end of the slotted slot (5031) is flush with the top end of the slotted sleeve (503); The length of the slotted slot (5031) is greater than 1 / 2 of the height of the slotted sleeve (503) along the height direction of the slotted sleeve (503).

2. The tunnel lining gushing grouting system according to claim 1, characterized in that, The first grouting liquid is cement slurry, and the second grouting liquid is water glass; the water-binder ratio in the cement slurry is 0.5-0.7; The outer grouting pipe (301), the inner grouting pipe (302) and the drainage pipe (401) are made of rubber pipe or metal hose; the compressive strength of the outer grouting pipe (301), the inner grouting pipe (302) and the drainage pipe (401) is greater than or equal to 2.0 MPa.

3. The tunnel lining gushing grouting system according to claim 1, characterized in that, The grouting device (5) further comprises a grouting cone head (505), a grouting cone head anchor (5053), an inner grouting pipe sleeve joint (303) and an outer grouting pipe sleeve joint (304); The grouting cone head (505) is arranged at one end of the inner grouting cylinder (502) facing the rock-soil layer (101) through the grouting cone head anchor (5053); The inner grouting pipe (302) is connected with the inner grouting cylinder (502) through the inner grouting pipe sleeve joint (303), and the outer grouting pipe (301) is connected with the outer grouting cylinder (501) through the outer grouting pipe sleeve joint (304).

4. The tunnel lining gushing grouting system according to claim 1, characterized in that, Further comprising: A rubber waterstop (602); a groove (603) is arranged 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 (602) is located in the groove (603).

5. A method of preparing a tunnel lining water gushing grouting system, characterized by, A preparation method for preparing the tunnel lining water gushing grouting system according to any one of claims 1-4, the preparation method comprising: Determining a water gushing crack area of the tunnel lining (1) based on a water gushing point on the tunnel lining (1); Determining the size of the waterstop steel plate (6) and the punching position of the grouting hole (3) and the drainage hole (4) for the water gushing crack area; Corresponding to the water gushing crack area, the waterstop steel plate (6) is arranged on the side of the tunnel lining (1) away from the rock-soil layer (101), and a through hole is reserved on the waterstop steel plate (6); Using a punching device, the grouting hole (3) and the drainage hole (4) are punched on the tunnel lining (1) through the through hole; Corresponding to the grouting hole (3), a grouting device (5) is installed, and corresponding to the drainage hole (4), a drainage pipe joint (402) is installed, and the drainage pipe joint (402) is connected with the sand soil bucket (8) through a drainage pipe (401).

6. The method of claim 5, wherein the tunnel lining water gushing grouting system is prepared by the steps of: The tunnel lining water gushing point based tunnel lining (1) water gushing crack area determination method comprises the following steps: taking the water gushing point as the center, using the ground penetrating radar scanning to determine the cavity range of the rock-soil layer (101) caused by the water gushing crack (2), and taking the tunnel lining (1) corresponding to the cavity range as the water gushing crack area.

7. A method of water stopping of a tunnel lining, characterized in that, The water blocking method is implemented by using the tunnel lining water gushing grouting system according to any one of claims 1-4. The first grouting pump (305) and the second grouting pump (307) are started to make the grouting device (5) inject the first grouting liquid and the second grouting liquid into the cavity of the rock-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 gushing crack (2), and flows into the sand bucket (8) through the drainage pipe (401); The solidification condition of the grouting liquid flowing into the sand bucket (8) is determined; After the grouting liquid 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 stopped; After a set interval, the first grouting pump (305) and the second grouting pump (307) are started again until grouting is impossible, and the grouting is stopped; the initial grouting pressure of the first grouting pump (305) and the second grouting pump (307) is 0.3-0.5 MPa, and the re-grouting pressure is 0.5-1.5 MPa; Along the surface where the water stop steel plate (6) is located, the grouting device (5) outside the grouting hole (3) is cut off, the drainage pipe (401) outside the drainage hole (4) is cut off, and the grouting hole (3) and the drainage hole (4) are closed.

8. The method of water stopping of a tunnel lining according to claim 7, 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 flowing out of the drainage pipe (401) is t1, ; the flow and diffusion time of the mixed grouting fluid (806) in the sand bucket (8) is t2, ; the t0≤t1+t2; L1 is the distance from the grouting nozzle of the grouting device (5) to the water gushing fracture (2); L2 is the distance from the water gushing fracture (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 is the distance of the mixed grouting liquid (806) flowing before solidification in the sand bucket (8), L x ≤ L4; V1 is the flow rate of the mixed grouting liquid (806) in the cavity and in the drainage pipe (401), V2 is the diffusion flow rate of the grouting liquid in the sand bucket (8), V2 = βV1, and β is the seepage resistance coefficient of the loose backfill soil body; The water gushing amount of the water gushing crack (2) is measured by using a water weir, and the water gushing amount is obtained by the formula Q0=SV0. The flow rates of the first grouting liquid output by the first grouting pump (305) and the second grouting liquid output by the second grouting pump (307) are Q1 and Q2 respectively, and Q1+Q2≥Q0. Wherein, Q0 is the water gushing amount, S is the water area of the measuring weir, and V0 is the water flow rate of the measuring weir.

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