A high-pressure dynamic water grouting sealing device for tunnels and its working method

Abstract

This invention discloses a high-pressure dynamic water grouting sealing device for tunnels and its working method. Grouting holes are set at points requiring grouting reinforcement at the tunnel face. The high-pressure dynamic water grouting sealing device is fixed at the grouting pipe for grouting operations. The device includes a grouting system, a diversion and drainage system, a fixing system, and a monitoring system. The fixing system is anchored to the initial support surface of the tunnel to resist groundwater pressure and grouting pressure, reducing operational safety risks. The grouting system grouts synchronously with the diversion and drainage process. The different grout flow states of the diversion and drainage system are used as dividing points for grouting control stages. The monitoring system observes the grouting pressure and grouting volume readings at different stages, and performs statistical analysis and correlation summaries to guide the adjustment of the grouting material composition and the control of grouting pressure and volume in subsequent grouting holes. This enables rapid and effective sealing and reinforcement of seepage points when the tunnel passes through water-rich strata.

Description

Technical Field

[0001] This invention relates to the field of tunnel engineering technology. More specifically, this invention relates to a high-pressure dynamic water grouting sealing device for tunnels and its working method. Background Technology

[0002] Long tunnels often traverse water-rich karst sections, which can easily lead to mudslides and water inrushes if not properly handled. Common treatment methods include dewatering, freezing, and high-pressure jet grouting cutoff walls. Dewatering is difficult to apply to deep-buried long tunnels; freezing is a relatively mature and effective method, but it is very expensive and time-consuming, making it unsuitable for widespread use; high-pressure jet grouting cutoff walls suffer from high water exudation, poor stability, and long gelation time of the cement grout, making it susceptible to erosion and dilution under high groundwater flow conditions, resulting in poor consolidation. To address these shortcomings, a tunnel grouting sealing method is needed to reduce construction costs, improve on-site operability, and enhance sealing effectiveness. Summary of the Invention

[0003] One object of the present invention is to solve at least the above-mentioned problems and to provide at least the advantages that will be described later.

[0004] Another objective of this invention is to provide a high-pressure dynamic water grouting and sealing device for tunnels and its working method, so as to solve the technical problem of poor grouting and sealing consolidation effect in existing technologies.

[0005] To achieve these objectives and other advantages according to the present invention, in one aspect, the present invention provides a high-pressure dynamic water grouting and sealing device for tunnels, comprising a grouting system, a diversion and drainage system, a fixing system, and a monitoring system. The grouting system includes a main pipeline and a grouting pipe, with a grouting valve installed on the grouting pipe. The main pipeline is fixed to the initial support structure of the tunnel by the fixing system and has a grout outlet at one end, through which grout is introduced into the tunnel face for grouting. The diversion and drainage system includes a drainage pipe with a drainage valve installed on it. The other end of the main pipeline is located outside the initial support structure of the tunnel and is connected to both the grouting pipe and the drainage pipe. The monitoring system includes a diaphragm pressure gauge installed on the main pipeline and a flow meter installed on the grouting pipe. The reading of the flow meter represents the grouting volume, and the reading of the diaphragm pressure gauge represents the grouting pressure.

[0006] Preferably, a grouting hole is provided at the grouting location from the tunnel initial support structure toward the tunnel face. The main pipe is inserted into the grouting hole. The fixing system includes a fixing ring, an expansion bolt, and a steel wire. The fixing ring is sleeved and fixed on the main pipe and located on one side outside the tunnel initial support structure. The expansion bolt is fixed on the tunnel initial support structure and located near the outside of the main pipe. The fixing ring and the expansion bolt are fixedly connected by a steel wire. A filler is provided between the outside of the main pipe and the wall of the grouting hole.

[0007] On the other hand, the present invention also provides a method for operating a high-pressure dynamic water grouting and sealing device for tunnels, comprising the following steps: S1. Select the grouting location and drill a hole to form the grouting hole; S2. Install the high-pressure dynamic water grouting and sealing device for the tunnel, fix the main pipeline to the initial support structure of the tunnel through the fixing system, and place the grouting pipe and the drain pipe outside the initial support structure of the tunnel. At this time, the grouting valve and the drain valve are respectively in the open state. S3. Inject cement grout into the grouting pipe; S4. When thick slurry flows out of the drain pipe, record the reading Q1 of the flow meter and the reading P1 of the diaphragm pressure gauge, then close the drain valve and continue injecting slurry into the grouting pipe. S5. When thick grout flows out around the grouting hole or in the crack, use geotextile to block the grout flow area, and record the reading Q2 of the flow meter and the reading P2 of the diaphragm pressure gauge at this time. S6. Inject diluted water glass solution into the grouting pipe. When the reading of the diaphragm pressure gauge rises to 0.5~1MPa, hold the pressure to allow the cement grout to solidify, and stop injecting diluted water glass solution. At the same time, record the reading Q3 of the flow meter and the reading P3 of the diaphragm pressure gauge. S7. Quickly clean the pipe, repeat S1 to S6, and perform grouting operation on the next grouting hole. S8. After grouting at least three of the grouting holes, summarize all the readings of each of the grouting holes that have been recorded, calculate the average of Q1, Q2, Q3, P1, P2, and P3 of all the recorded grouting holes, and obtain the corresponding average grouting volume and average grouting pressure. This data serves as the basis for adjusting and optimizing the parameters of the next dynamic water grouting. If, when performing dynamic water grouting on the next grouting hole, the current grouting volume is greater than the average grouting volume in the corresponding process, and the current grouting pressure is lower than the average grouting pressure in the corresponding process, then actively reduce the water-cement ratio of the cement grout and select to add a diluted water glass solution with a higher concentration.

[0008] Preferably, in step S6, the injection of diluted water glass solution into the grouting pipe is carried out in two steps. First, a diluted water glass solution of the first concentration is injected into the pipe. If the flow of concentrated grout does not stop, a diluted water glass solution of the second concentration with a higher concentration is injected into the grouting pipe. When the grouting pressure rises to 0.5~1MPa, the pressure is held to allow the cement grout to solidify.

[0009] Preferably, the water-to-water-glass ratio of the first concentration diluting water glass solution is 2:1, and the water-to-water-glass ratio of the second concentration diluting water glass solution is 1:1.

[0010] Preferably, the water-cement ratio of the cement slurry is 0.5.

[0011] Preferably, in step S8, after summarizing the recorded Q1, Q2, Q3, P1, P2, and P3 readings for each grouting hole, a curve showing the relationship between grouting volume and grouting pressure is plotted. The correspondence between the maximum grouting pressure and the maximum grouting volume is summarized to guide the timing of the maximum grouting pressure during grouting of the next grouting hole, and to adjust the grouting pressure according to the correspondence between the maximum grouting pressure and the maximum grouting volume, thereby avoiding a sudden increase in the grouting volume.

[0012] The present invention has at least the following beneficial effects: Grouting holes are set at points requiring grouting reinforcement at the tunnel face. A high-pressure dynamic water grouting and sealing device for tunnels is fixed at the grouting pipe for grouting operations. The high-pressure dynamic water grouting and sealing device includes a grouting system, a diversion and drainage system, a fixing system, and a monitoring system. The fixing system is anchored to the initial support surface of the tunnel, which can resist large groundwater pressure and grouting pressure, preventing excessive pressure from squeezing out the sealing device and reducing the safety risks to workers. The grouting system grouts synchronously with the diversion and drainage process, and uses the different grout flow states of the diversion and drainage system as dividing points for grouting control stages. The monitoring system observes the readings of grouting pressure and grouting volume at different stages, and performs statistical analysis and correlation summaries to guide the adjustment of the composition of cement slurry and water glass solution used for subsequent grouting holes, as well as the control of grouting pressure and grouting volume, thereby improving grouting quality and ensuring the effectiveness of grouting sealing. This enables rapid and effective sealing and reinforcement of seepage points when tunnels pass through water-rich strata.

[0013] Other advantages, objectives and features of the present invention will become apparent in part from the following description, and in part from those skilled in the art through study and practice of the invention. Attached Figure Description

[0014] Figure 1 This is a front view of the tunnel high-pressure dynamic water grouting and sealing device of the present invention installed on the tunnel's initial support structure. Figure 2 This is a side view of the high-pressure dynamic water grouting and sealing device for tunnels according to the present invention; Figure 3 As an embodiment of the present invention, a graph showing the relationship between grouting pressure and grouting volume for the first three grouting holes is plotted. Figure 4 As an embodiment of the present invention, a graph showing the relationship between the average grouting pressure and the average grouting volume for the first three grouting holes is plotted. The following are the reference numerals in the instruction manual: 1. Tunnel initial support face, 2. Expansion bolt, 3. Steel wire, 4. Diaphragm pressure gauge, 5. Fixing ring, 6. Main pipeline, 7. Drain valve, 8. Drain pipe, 9. Flow meter, 10. Grouting valve, 11. Grouting pipe, 12. Filling layer, 13. Grout outlet. Detailed Implementation

[0015] The present invention will now be described in further detail with reference to the accompanying drawings, so that those skilled in the art can implement it based on the description.

[0016] It should be noted that, unless otherwise specified, the experimental methods described in the following embodiments are all conventional methods, and the reagents and materials described are all commercially available unless otherwise specified. In the description of this invention, the terms "lateral", "longitudinal", "up", "down", "front", "back", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", and "outer" indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this invention.

[0017] like Figure 1-2 As shown, this invention provides a high-pressure dynamic water grouting and sealing device for tunnels, including a grouting system, a diversion and drainage system, a fixing system, and a monitoring system. The grouting system includes a main pipe 6 and a grouting pipe 11. A grouting valve 10 is installed on the grouting pipe 11. The main pipe 6 is fixed to the initial support structure of the tunnel by the fixing system and has a grout outlet 13 at one end. Grouting is carried into the tunnel face through the grout outlet 13. The diversion and drainage system includes a drainage pipe 8 and a drainage valve 7 is installed on the drainage pipe 8. The other end of the main pipe 6 is located outside the initial support structure of the tunnel and is connected to the grouting pipe 11 and the drainage pipe 8 respectively. The monitoring system includes a diaphragm pressure gauge 4 installed on the main pipe 6 and a flow meter 9 installed on the grouting pipe 11. The reading of the flow meter 9 represents the grouting volume, and the reading of the diaphragm pressure gauge 4 represents the grouting pressure.

[0018] By setting up a fixed system, the entire tunnel is anchored to the initial support face 1 of the tunnel using a high-pressure dynamic water grouting sealing device. This system can withstand high groundwater pressure and grouting pressure, preventing excessive pressure from squeezing out the sealing device and reducing the safety risks to workers. The diversion and drainage system and the grouting system serve as the main structure for grouting and leak prevention. The main pipe 6 extends axially to one end and has a grout outlet 13. The end located outside the initial support face has two radial through holes. One through hole connects to the drainage pipe 8, and the other through hole connects to the grouting pipe 11. The outer end of the grouting pipe 11 is connected to the grouting pump to introduce the grouting material. The grouting system is no longer limited to traditional drainage; it can also serve as an observation port for the grouting status. Drainage valve 7 and grouting valve 10 are set to control the cross-sectional area of ​​the corresponding drainage pipe 8 or grouting pipe 11. Combined with the monitoring system, the grouting sealing status can be monitored in real time, and the grouting pressure and flow rate can be monitored to facilitate timely control and adjustment of the grouting material properties or grouting flow rate, thereby improving the grouting quality. This device is highly operable on-site, and operators can implement it smoothly after simple training, achieving good sealing results.

[0019] In another technical solution, such as Figure 1-2 As shown, a grouting hole is provided at the grouting location from the tunnel initial support structure toward the tunnel face. The main pipe 6 is inserted into the grouting hole. The fixing system includes a fixing ring 5, an expansion bolt 2, and a steel wire 3. The fixing ring 5 is sleeved and fixed on the main pipe 6 and located on one side outside the tunnel initial support structure. The expansion bolt 2 is fixed on the tunnel initial support structure and is located close to the outside of the main pipe 6. The fixing ring 5 and the expansion bolt 2 are fixedly connected by the steel wire 3. The space between the outside of the main pipe 6 and the hole wall of the grouting hole is filled with a filler material 12.

[0020] Expansion bolts 2 form an anchoring connection on the initial support face 1 of the tunnel. Fixing rings 5 ​​are welded to the main pipe 6. Steel wires 3 are evenly arranged on the radial outer side of the main pipe 6 to connect all expansion bolts 2 and fixing rings 5, thus firmly fixing the main pipe 6. Filler 12 is set to fill the gap between the main pipe 6 and the grouting hole. The outer end of the filler 12 is limited by the fixing rings 5.

[0021] This invention also provides a working method for a high-pressure dynamic water grouting and sealing device for tunnels, combined with... Figure 1-2 As shown, it includes the following steps: S1. Select the grouting location on the surface of the tunnel's initial support structure and drill holes to form the grouting holes.

[0022] S2. Install the high-pressure dynamic water grouting and sealing device for the tunnel, and fix the main pipeline 6 to the tunnel primary support structure through the fixing system. The grouting pipe 11 and the drain pipe 8 are located outside the tunnel primary support structure. At this time, the grouting valve 10 and the drain valve 7 are respectively in the open state.

[0023] S3. Inject cement grout into the grouting pipe 11.

[0024] S4. When thick slurry flows out of the drain pipe 8, record the reading Q1 of the flow meter 9 and the reading P1 of the diaphragm pressure gauge 4, and then close the drain valve 7 to continue injecting slurry into the grouting pipe 11.

[0025] S5. When thick grout flows out around the grouting hole or in the crack, it indicates that the grouting material has blocked the water flow channel inside the surrounding rock. Use geotextile to block the grout flow area and record the reading Q2 of the flow meter 9 and the reading P2 of the diaphragm pressure gauge 4 at this time.

[0026] S6. Inject diluted water glass solution into the grouting pipe 11. When the reading of the diaphragm pressure gauge 4 rises to 0.5~1MPa, hold the pressure for 2 minutes to allow the cement grout to solidify, then stop injecting diluted water glass solution. At the same time, record the reading Q3 of the flow meter 9 and the reading P3 of the diaphragm pressure gauge 4.

[0027] S7. Quickly clean the pipe, repeat S1 to S6, and perform grouting operation on the next grouting hole.

[0028] S8. After grouting at least three of the aforementioned grouting holes, summarize all the recorded readings for each grouting hole, and calculate the average of Q1, Q2, Q3, P1, P2, and P3 for all recorded grouting holes to obtain the corresponding average grouting volume and average grouting pressure. This data serves as the basis for adjusting and optimizing the parameters for the next dynamic water grouting. If, when performing dynamic water grouting on the next grouting hole, the current grouting volume is greater than the average grouting volume in the corresponding process, and the current grouting pressure is lower than the average grouting pressure in the corresponding process, then actively reduce the water-cement ratio of the cement grout and select to add a diluted water glass solution with a higher concentration. When the grouting volume is significantly greater than the average level of other grouting holes in the corresponding process, and the grouting pressure remains at a low level, it indicates that the grout is too thin or the water glass is insufficient. Therefore, adjust the concentration of the grouting material to improve the grouting quality.

[0029] Grouting operations are performed using a high-pressure dynamic water grouting sealing device for tunnels. Grouting holes are drilled at the reinforcement points, and a main pipe 6 with a matching diameter is installed for each grouting hole. A filler 12 is placed between the main pipe 6 and the wall of the grouting hole to seal the gap on the outside of the main pipe 6. The drain pipe 8 is used as an observation window for the grouting status. Based on the different liquid components flowing out from the drain pipe 8, the grouting process is divided into multiple stages. When the drain pipe 8 stops draining water and thick grout flows out, it indicates that the drainage process of the voids in the main structure to be grouted is complete, and the injected cement grout components begin to flow out. Unlike the single drainage process in existing technologies, grouting is added simultaneously with drainage, which helps to maintain the stability of the internal void pressure of the main structure to be grouted. Then, the drain valve 7 is closed, and cement grout continues to be added. The grouting pressure and grouting volume gradually increase until thick grout flows out around the grouting hole or cracks. At this time, sealing is performed. At this point, the grouting pressure is high, and the voids are completely filled with cement grout. Then, dilution water is injected. The glass solution solidifies. As the diluted water glass solution is added, both the grouting pressure and grouting volume continue to increase, but the rate of increase begins to slow down. When the grouting pressure rises to 1.4~1.6MPa, pressure is maintained to allow the cement grout to solidify. The pressure maintenance node can be based on the grouting pressure change rate at Q2. If the grouting pressure change rate is greater than the benchmark change rate within the 1.4~1.6MPa range, pressure maintenance is carried out, and the grouting pressure and grouting volume data of this solidification stage are recorded. Since the data is mainly recorded manually, 1.4MPa can also be used as the stage node. For each stage of grouting, the monitoring system is used to obtain the grouting pressure and grouting volume readings, and statistical analysis and correlation summaries are performed to guide the adjustment of the composition of the cement grout and water glass solution used for subsequent grouting holes, as well as the control of grouting pressure and grouting volume, so as to improve the grouting quality, ensure the effectiveness of grouting sealing, and thus enable rapid and effective sealing and reinforcement of leakage points when the tunnel passes through water-rich strata.

[0030] This embodiment provides a specific guidance case: In a tunnel in the southwestern mountainous area, after entering the tunnel for 1000m, severe water seepage occurred at the tunnel face and sidewalls. The surrounding rock was crystalline limestone, grayish-yellow and grayish-white, with mineral components mainly consisting of calcite and dolomite. Due to the dolomitization of the rock mass, most of the core samples were heavily sandy and easily broken by hand.

[0031] The water-blocking grouting method of this invention is implemented using the steps described in S1-S8. The grouting pressure and grouting volume of the first, second, and third grouting holes are recorded as shown in Table 1 below. The PQ relationship curve is plotted as follows. Figure 3 As shown, calculate the average grouting pressure and average grouting volume, and plot as shown. Figure 4The curve showing the relationship between average grouting pressure and average grouting volume provides a basis for grouting the next grouting hole. If the grouting volume Q1, Q2, and Q3 corresponding to the fourth grouting hole exceeds the corresponding average value by 50%, the water-cement ratio is actively reduced, and a higher concentration of water glass solution is injected. This method successfully achieves water-stopping grouting with good water-stopping effect.

[0032] Table 1. Record of Grouting Pressure and Grouting Volume In another technical solution, such as Figure 1-2 As shown, in step S6, the injection of diluted water glass solution into the grouting pipe 11 is performed in two stages. First, a diluted water glass solution of the first concentration is injected into the pipe. If the flow of concentrated grout continues unabated, a diluted water glass solution of the second concentration with a higher concentration is injected into the grouting pipe 11. The grouting pressure is maintained at 0.5~1MPa until the cement grout solidifies. The grouting materials are adjusted promptly based on monitoring parameters to ensure a controllable grouting process and good grouting quality.

[0033] In another technical solution, such as Figure 1-2 As shown, the water-to-water-glass ratio of the first concentration diluted water glass solution is 2:1, and the water-to-water-glass ratio of the second concentration diluted water glass solution is 1:1. The higher concentration water glass solution injected a second time coats the outside of the first concentration diluted water glass solution, increasing the viscosity of the slurry, preventing leakage, facilitating the solidification of aggregates, and achieving a better leak-sealing effect.

[0034] In another technical solution, such as Figure 1-2 As shown, the water-cement ratio of the cement grout is 0.5 to provide better fluidity and strength of the grouting material.

[0035] In another technical solution, such as Figure 1-2 As shown, in step S8, after summarizing the recorded readings of Q1, Q2, Q3, P1, P2, and P3 for each grouting hole, a curve showing the relationship between grouting volume and grouting pressure is plotted. The correspondence between maximum grouting pressure and maximum grouting volume is summarized to guide the timing of maximum grouting pressure occurrence during grouting of the next grouting hole, and to adjust the grouting pressure according to the correspondence between maximum grouting pressure and maximum grouting volume, thus avoiding a sudden increase in grouting volume. Combined with... Figure 3-4 As shown, the grouting pressure and grouting volume generally increase in the same direction. When thick grout flows out around the grouting holes Q2 and P2 or in the cracks, the increase in grouting pressure and grouting volume tends to slow down. Attention should be paid to the change in the ratio of grouting volume to grouting pressure, and the grouting pressure should be controlled in a timely manner.

[0036] Although embodiments of the present invention have been disclosed above, they are not limited to the applications listed in the specification and embodiments. They can be applied to various fields suitable for the present invention. For those skilled in the art, other modifications can be easily made. Therefore, without departing from the general concept defined by the claims and their equivalents, the present invention is not limited to the specific details and illustrations shown and described herein.

Claims

1. A working method for a high-pressure dynamic water grouting and sealing device for tunnels, the working method being based on the high-pressure dynamic water grouting and sealing device for tunnels, characterized in that... The device includes a grouting system, a diversion and drainage system, a fixing system, and a monitoring system. The grouting system includes a main pipeline and a grouting pipe, with a grouting valve installed on the grouting pipe. The main pipeline is fixed to the tunnel's initial support structure by the fixing system and has a grout outlet at one end, through which grout is introduced into the tunnel face for grouting. The diversion and drainage system includes a drainage pipe with a drainage valve installed on it. The other end of the main pipeline is located outside the tunnel's initial support structure and is connected to both the grouting pipe and the drainage pipe. The monitoring system includes a diaphragm pressure gauge installed on the main pipeline and a flow meter installed on the grouting pipe. The flow meter reading represents the grouting volume, and the diaphragm pressure gauge reading represents the grouting pressure. The working method includes the following steps: S1. Select the grouting location and drill holes to form grouting holes; S2. Install the high-pressure dynamic water grouting and sealing device for the tunnel, fix the main pipeline to the initial support structure of the tunnel through the fixing system, and place the grouting pipe and the drain pipe outside the initial support structure of the tunnel. At this time, the grouting valve and the drain valve are respectively in the open state. S3. Inject cement grout into the grouting pipe; S4. When thick slurry flows out of the drain pipe, record the reading Q1 of the flow meter and the reading P1 of the diaphragm pressure gauge, then close the drain valve and continue injecting slurry into the grouting pipe. S5. When thick grout flows out around the grouting hole or in the crack, use geotextile to block the grout flow area, and record the reading Q2 of the flow meter and the reading P2 of the diaphragm pressure gauge at this time. S6. Inject diluted water glass solution into the grouting pipe. When the reading of the diaphragm pressure gauge rises to 0.5~1MPa, hold the pressure to allow the cement grout to solidify, and stop injecting diluted water glass solution. At the same time, record the reading Q3 of the flow meter and the reading P3 of the diaphragm pressure gauge. S7. Quickly clean the pipe, repeat S1 to S6, and perform grouting operation on the next grouting hole. S8. After grouting at least three of the grouting holes, summarize all the readings of each of the grouting holes that have been recorded, calculate the average of Q1, Q2, Q3, P1, P2, and P3 of all the recorded grouting holes, and obtain the corresponding average grouting volume and average grouting pressure. This data serves as the basis for adjusting and optimizing the parameters of the next dynamic water grouting. If, when performing dynamic water grouting on the next grouting hole, the current grouting volume is greater than the average grouting volume in the corresponding process, and the current grouting pressure is lower than the average grouting pressure in the corresponding process, then actively reduce the water-cement ratio of the cement grout and select to add a diluted water glass solution with a higher concentration.

2. The working method of the high-pressure dynamic water grouting and sealing device for tunnels as described in claim 1, characterized in that, A grouting hole is provided at the grouting location from the tunnel initial support structure toward the tunnel face. The main pipe is inserted into the grouting hole. The fixing system includes a fixing ring, an expansion bolt, and a steel wire. The fixing ring is sleeved and fixed on the main pipe and located on one side outside the tunnel initial support structure. The expansion bolt is fixed on the tunnel initial support structure and located close to the outside of the main pipe. The fixing ring and the expansion bolt are fixedly connected by a steel wire. A filler is provided between the outside of the main pipe and the wall of the grouting hole.

3. The working method of the high-pressure dynamic water grouting and sealing device for tunnels as described in claim 1, characterized in that, In step S6, the injection of diluted water glass solution into the grouting pipe is carried out in two steps. First, a diluted water glass solution of the first concentration is injected into the pipe. If the flow of concentrated grout does not stop, a diluted water glass solution of the second concentration with a higher concentration is injected into the grouting pipe. When the grouting pressure rises to 0.5~1MPa, the pressure is held to allow the cement grout to solidify.

4. The working method of the high-pressure dynamic water grouting and sealing device for tunnels as described in claim 3, characterized in that, The ratio of water to water glass in the first concentration dilution water glass solution is 2:1, and the ratio of water to water glass in the second concentration dilution water glass solution is 1:

1.

5. The working method of the high-pressure dynamic water grouting and sealing device for tunnels as described in claim 1, characterized in that, The water-cement ratio of the cement slurry is 0.

5.

6. The working method of the high-pressure dynamic water grouting and sealing device for tunnels as described in claim 1, characterized in that, In step S8, after summarizing the recorded readings of Q1, Q2, Q3, P1, P2, and P3 for each grouting hole, a curve showing the relationship between grouting volume and grouting pressure is plotted. The correspondence between the maximum grouting pressure and the maximum grouting volume is summarized to guide the timing of the maximum grouting pressure during grouting of the next grouting hole, and to adjust the grouting pressure according to the correspondence between the maximum grouting pressure and the maximum grouting volume, thereby avoiding a sudden increase in the grouting volume.

Images