Soft rock tunnel drainage method and system

Abstract

The invention discloses a soft rock tunnel drainage method and system, and relates to the technical field of soft rock tunnel grouting reinforcement. A waterproof and drainage mechanism is installed in a water-rich area of a soft rock tunnel, and the waterproof and drainage mechanism communicates with a drainage blind ditch formed in an inverted arch of the soft rock tunnel through a drainage blind pipe; the waterproof and drainage mechanism is arranged on the inner side of the water-rich area in a surrounding mode, the waterproof and drainage mechanism is anchored in a geological body corresponding to the water-rich area, drainage holes are formed in the waterproof and drainage mechanism, the waterproof and drainage mechanism can drain infiltrated underground water from the drainage holes, and the drainage blind pipe is communicated with the drainage holes. The drainage blind ditch is arranged in the inverted arch of the soft rock tunnel in the extending direction of the soft rock tunnel, the drainage blind ditch communicates with the drainage blind pipe, and the function of permeating and discharging underground water in a water-rich area is achieved through the arranged waterproof and drainage mechanism. The phenomenon that a cavity appears between the geologic body and the lining structure due to the long-term scouring effect of underground water can be avoided, and safe operation of the soft rock tunnel is ensured.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of soft rock tunnel waterproof and drainage, and particularly relates to a soft rock tunnel drainage method and system. BACKGROUND

[0002] The soft rock tunnel is mainly formed in a region with large buried depth and high water enrichment. In general, during the construction of the soft rock tunnel, the large deformation of the soft surrounding rock and the water seepage phenomenon in the region where the soft rock tunnel is located can cause the engineering quality and safe operation of the soft rock tunnel.

[0003] In the prior art, during the waterproof and drainage operation of the soft rock tunnel, the geological body in the region where the soft rock tunnel passes through is grouted and reinforced, and after the grouting and reinforcement is completed, the lining is performed, and a drainage blind channel is constructed during the lining to perform the drainage operation. Although this method can realize the drainage operation in the region where the soft rock tunnel is located, during the actual drainage process, due to the long-term scouring effect of the water flow discharged from the water-enriched region of the geological body, a cavity phenomenon can occur between the geological body and the lining structure, that is, the safe operation of the tunnel is affected. SUMMARY

[0004] The main purpose of the present application is to provide a soft rock tunnel drainage method and system, which aims to solve the technical problem that in the prior art, during the actual drainage process, due to the long-term scouring effect of the water flow discharged from the water-enriched region of the geological body, a cavity phenomenon can occur between the geological body and the lining structure, that is, the safe operation of the tunnel is affected.

[0005] To achieve the above-mentioned purpose, in a first aspect, the present application provides a soft rock tunnel drainage system installed in a water-enriched region where a soft rock tunnel passes through, which comprises:

[0006] A waterproof and drainage mechanism is arranged on the inner side of the water-enriched region, and is anchored in the geological body corresponding to the water-enriched region. The waterproof and drainage mechanism has a drainage hole formed thereon, and can discharge the seeped underground water from the drainage hole.

[0007] A drainage blind pipe is in communication with the drainage hole; and

[0008] A drainage blind ditch is arranged in the inverted arch of the soft rock tunnel along the extension direction of the soft rock tunnel, and is in communication with the drainage blind pipe.

[0009] In an embodiment, the waterproof and drainage mechanism comprises:

[0010] A plurality of anchor members are distributed in a circumferential direction at the outer periphery of the water-enriched region, and each anchor member is anchored in the geological body at the position of the water-enriched region.

[0011] a protection component attached to one side of the water-rich area, connected with all the anchor members, through which the groundwater in the water-rich area can seep out to the side of the protection component away from the water-rich area and the protection component can block the detrital geological body carried by the groundwater; and

[0012] a water accumulation cover covering the side of the protection component away from the water-rich area, the bottom of the water accumulation cover being formed with a water accumulation groove obliquely arranged along the extension direction of the soft rock tunnel, the bottom end of the water accumulation groove being formed with the drainage hole.

[0013] In an embodiment, the protection component comprises:

[0014] a flexible steel mesh attached to the surface of the water-rich area and connected with all the anchor members;

[0015] a semi-permeable membrane covering the outer periphery of the flexible steel mesh, through which the groundwater seeping out of the water-rich area can seep into the side of the flexible steel mesh away from the water-rich area;

[0016] a mounting seat connected with the water accumulation cover and mounted in the water accumulation cover; and

[0017] a yielding support connected with the mounting seat and arranged between the mounting seat and the protection component;

[0018] the yielding support can retract towards the mounting seat and yield when the flexible steel mesh moves towards the mounting seat.

[0019] Based on the same technical concept, the second aspect of the present application further provides a soft rock tunnel drainage method for implementing the soft rock tunnel drainage system of the first aspect, comprising the following steps:

[0020] performing grouting waterproofing work on the geological body of the water-rich area at a preset construction face;

[0021] collecting real-time water seepage data of the preset construction face;

[0022] when the real-time water seepage data meet the preset requirements, performing excavation construction at the preset construction face to form a target contour of the soft rock tunnel;

[0023] installing the waterproofing and drainage mechanism on the target contour;

[0024] Supporting work is performed on the inner side of the anti-drainage mechanism to obtain a supporting structure, and drainage work is performed; wherein, the anti-drainage mechanism is buried in the supporting structure, and a drainage blind ditch connected to the anti-drainage mechanism is formed in the supporting structure.

[0025] In one embodiment, when the real-time water seepage data meets preset requirements, the step of performing excavation construction at the preset construction face to form the target contour of the soft rock tunnel includes:

[0026] When the real-time water seepage data meets the preset requirements, excavation construction is carried out at the preset construction face according to the target excavation plan to form the target outline of the soft rock tunnel; wherein the target excavation plan includes the target excavation outline and target extension direction of the soft rock tunnel.

[0027] In one embodiment, the steps of performing support operations on the inner side of the drainage and prevention mechanism to obtain a support structure and perform drainage operations include:

[0028] Performing initial support work on the inner side of the drainage mechanism to obtain an initial support layer;

[0029] When the initial support layer reaches a preset strength, a drainage blind ditch is constructed on the inner side of the initial support layer located in the inverted arch area; wherein the drainage mechanism is connected to the drainage blind ditch through a pipeline;

[0030] Applying a secondary lining layer on the inner side of the initial support layer and on the top of the drainage blind ditch to form the support structure;

[0031] Drainage operations are performed through the drainage blind ditch using the anti-drainage mechanism.

[0032] In one embodiment, the step of applying a secondary lining layer on the inner side of the initial support layer and on the top of the blind drainage ditch to form the support structure includes:

[0033] Constructing steel support trusses on the inner side of the initial support layer and on the top of the drainage blind ditch;

[0034] The secondary lining layer is applied by spraying concrete toward the steel support trusses to form the supporting structure.

[0035] In one embodiment, after the initial support layer reaches a preset strength, the step of constructing a drainage blind ditch on the inner side of the initial support layer located in the inverted arch area includes:

[0036] When the initial support layer reaches a preset strength, a drainage blind ditch is constructed on the inner side of the initial support layer located in the inverted arch area along the slope extension direction of the soft rock tunnel.

[0037] In an embodiment, the step of performing the grouting waterproofing operation on the geological body of the water-rich area at the preset construction face includes:

[0038] The step of performing the grouting waterproofing operation on the geological body of the water-rich area at the preset construction face according to the first preset grouting waterproofing operation area; wherein the first preset grouting waterproofing operation area is in the form of a table body and is gradually expanded from the preset construction face towards the geological body.

[0039] In an embodiment, after the step of collecting the real-time water seepage data of the preset construction face, the method further includes:

[0040] determining whether the real-time water seepage data meets the preset requirement;

[0041] When the real-time water seepage data does not meet the preset requirement, then continue to perform the grouting waterproofing operation on the geological body of the water-rich area at the preset construction face with a second preset grouting waterproofing operation area; wherein the second preset grouting waterproofing operation area is in the form of a table body and is gradually expanded from the preset construction face towards the geological body, and the volume of the second preset grouting waterproofing operation area is greater than the volume of the first preset grouting waterproofing operation area;

[0042] repeating the step of collecting the real-time water seepage data of the preset construction face until the real-time water seepage data meets the preset requirement.

[0043] The technical scheme of the present application installs a waterproof and drainage mechanism in the water-rich area of the soft rock tunnel, and the waterproof and drainage mechanism is connected with a drainage blind ditch arranged on the inverted arch of the soft rock tunnel through a drainage blind pipe. In use, the waterproof and drainage mechanism is arranged on the inner side of the water-rich area, and the waterproof and drainage mechanism is anchored in the geological body corresponding to the water-rich area. Drainage holes are formed in the waterproof and drainage mechanism, and the waterproof and drainage mechanism can drain the infiltrated groundwater from the drainage holes. The drainage blind pipe is connected with the drainage holes, and the drainage blind ditch is arranged on the inverted arch of the soft rock tunnel along the extension direction of the soft rock tunnel and is connected with the drainage blind pipe. Therefore, the present application can realize the function of infiltrating and discharging the groundwater in the water-rich area by using the installed waterproof and drainage mechanism, and can protect the geological body of the water-rich area by using the installed waterproof and drainage mechanism. Thus, the cavity phenomenon between the geological body and the lining structure caused by the long-term erosion of the groundwater can be avoided, and the safe operation of the soft rock tunnel is ensured. BRIEF DESCRIPTION OF DRAWINGS

[0044] In order to more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the following briefly introduces the drawings required for use in the embodiments or the description of the prior art. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on the structures shown in these drawings without paying any creative work.

[0045] Figure 1 A schematic structural diagram of the soft rock tunnel drainage system provided by the present invention;

[0046] Figure 2 This is a schematic structural diagram of an anti-drainage mechanism according to an example of the present invention;

[0047] Figure 3 for Figure 2 Schematic diagram of the internal structure of the anti-drainage mechanism of the example;

[0048] Figure 4 This is a flow chart of a soft rock tunnel drainage method according to an example of the present invention;

[0049] Figure 5 for Figure 4 Flowchart of step S500 in the example;

[0050] Figure 6 for Figure 4 Flowchart of step S530 in the example;

[0051] Figure 7 Flowcharts illustrating some specific embodiments of the present invention.

[0052] Figure numerals: 100, water-rich area; 200, drainage prevention mechanism; 210, drainage hole; 300, drainage blind pipe; 400, drainage blind ditch; 220, anchor; 230, protective component; 240, water collection cover; 250, flexible steel mesh; 260, semipermeable membrane; 270, mounting seat; 280, pressure-relieving support member.

[0053] The purpose, features and advantages of the present invention will be further described with reference to the accompanying drawings and in conjunction with the embodiments. DETAILED DESCRIPTION

[0054] The following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making any creative efforts shall fall within the scope of protection of the present invention.

[0055] It should be noted that if the embodiments of the present application involve directionality indication (such as up, down, left, right, front, back, etc.), the directionality indication is only used to explain the relative position relationship, movement condition, etc. between components in a certain posture, and if the certain posture changes, the directionality indication also changes accordingly.

[0056] In addition, if the embodiments of the present application involve descriptions such as "first", "second", etc., the descriptions of "first", "second", etc. are only for description purposes, and cannot be understood as indicating or implying the relative importance or implicitly indicating the number of indicated technical features. Therefore, the features limited by "first", "second" can explicitly or implicitly include at least one of the features. In addition, "and / or" or "and / or" appearing throughout the text means that the three parallel schemes are included, for example, "A and / or B" includes A scheme, or B scheme, or A and B simultaneously satisfy the scheme. In addition, the technical solutions of each embodiment can be combined with each other, but it must be based on the realization of ordinary skilled in the art, when the combination of technical solutions appears contradictory or cannot be realized, it should be considered that the combination of technical solutions does not exist, and is not within the protection scope required by the present application.

[0057] The present application provides a soft rock tunnel drainage method and system.

[0058] Please refer to Figures 1 to 7 , in order to facilitate understanding, the soft rock tunnel drainage system is installed in the water-rich area 100 through the soft rock tunnel, the soft rock tunnel drainage system comprises a waterproof drainage mechanism 200, a drainage blind pipe 300 and a drainage blind ditch 400, the waterproof drainage mechanism 200 is arranged on the inner side of the water-rich area 100, and the waterproof drainage mechanism 200 is anchored in the geological body corresponding to the water-rich area 100, the waterproof drainage mechanism 200 is formed with a drainage hole 210, the waterproof drainage mechanism 200 can discharge the infiltrated underground water from the drainage hole 210, the drainage blind pipe 300 is communicated with the drainage hole 210, the drainage blind ditch 400 is arranged in the inverted arch of the soft rock tunnel along the extension direction of the soft rock tunnel, and the drainage blind ditch 400 is communicated with the drainage blind pipe 300.

[0059] Specifically, the waterproof and drainage mechanism 200 is anchored in the geological body corresponding to the water-rich area 100, can be stably fixed in the geological body, and is prevented from loosening due to water flow scouring. The drainage hole 210 on the waterproof and drainage mechanism 200 can orderly guide the underground water to flow out, and avoid water flow to scour the geological body in disorder. The communication design of the drainage blind pipe 300 and the drainage hole 210 ensures that the water flow can flow along the preset channel, and reduces the scouring of the geological body. The drainage blind ditch 400 is arranged on the inverted arch of the soft rock tunnel and is in communication with the drainage blind pipe 300, forming a complete drainage system, so that the underground water can be smoothly drained out of the tunnel, and water flow is avoided to be retained in the tunnel for a long time to cause scouring.

[0060] In the embodiment, the waterproof and drainage mechanism 200 is installed in the water-rich area 100 of the soft rock tunnel, the waterproof and drainage mechanism 200 is in communication with the drainage blind ditch 400 arranged on the inverted arch of the soft rock tunnel through the drainage blind pipe 300, in use, the waterproof and drainage mechanism 200 is arranged on the inner side of the water-rich area 100, the waterproof and drainage mechanism 200 is anchored in the geological body corresponding to the water-rich area 100, the drainage hole 210 is formed on the waterproof and drainage mechanism 200, the waterproof and drainage mechanism 200 can drain the infiltrated underground water from the drainage hole 210, the drainage blind pipe 300 is in communication with the drainage hole 210, the drainage blind ditch 400 is arranged on the inverted arch of the soft rock tunnel along the extension direction of the soft rock tunnel, and the drainage blind ditch 400 is in communication with the drainage blind pipe 300. Therefore, the present application can realize the function of infiltrating and discharging the underground water of the water-rich area 100 by using the waterproof and drainage mechanism 200, and can protect the geological body of the water-rich area 100 by using the waterproof and drainage mechanism 200, so as to avoid the cavity phenomenon between the geological body and the lining structure caused by the long-term scouring of the underground water, and ensure the safe operation of the soft rock tunnel.

[0061] In an embodiment, the waterproof and drainage mechanism 200 includes a protection component 230, a water accumulation cover 240, and a plurality of anchor members 220. The plurality of anchor members 220 are distributed along the circumference of the water-rich area 100, and each anchor member 220 is anchored in the geological body at the position of the water-rich area 100. One side of the protection component 230 is attached to the outer periphery of the water-rich area 100, and the protection component 230 is connected with all the anchor members 220. The underground water in the water-rich area 100 can infiltrate through the protection component 230 to the side of the protection component 230 away from the water-rich area 100, and the protection component 230 can block the fragmentary geological body carried by the underground water. The water accumulation cover 240 is arranged on the side of the protection component 230 away from the water-rich area 100, and the bottom of the water accumulation cover 240 is formed with a water accumulation groove inclined along the extension direction of the soft rock tunnel. The bottom end of the water accumulation groove is formed with the drainage hole 210.

[0062] Specifically, the arrangement of the anchor 220 ensures that the waterproofing mechanism 200 is closely combined with the water-rich area 100 and forms a stable connection with the surrounding environment of the tunnel, avoiding the phenomenon of instability and falling of the geological body due to external force or groundwater flow. The multiple anchors 220 can effectively disperse and withstand the pressure caused by groundwater flow through appropriate distribution, thereby ensuring that the waterproofing system does not fail during long-term operation in the tunnel.

[0063] The protective component 230 not only plays a role in isolating water flow, but also prevents the groundwater in the water-rich area 100 from entering the fragmented geological body. The protective component 230 has a certain rigidity and strength to withstand the impact force brought by water flow, and is not easily damaged, thereby significantly improving the reliability of the waterproofing system in complex geological environments and effectively preventing geological debris from entering the tunnel during the seepage process, avoiding the blockage of the drainage channel or affecting the stability of the tunnel.

[0064] The water accumulation cover 240 is arranged on the side of the protective component 230 away from the water-rich area 100, and the bottom is provided with a water accumulation groove inclined along the extension direction of the soft rock tunnel. The inclined design of the water accumulation groove allows the groundwater that has penetrated through the protective component 230 to flow smoothly to the bottom end of the water accumulation groove, and finally be discharged through the drainage hole 210. The drainage hole 210 is in communication with the drainage blind pipe 300 or the drainage blind ditch 400, thereby forming a complete drainage path. The configuration of the water accumulation cover 240 and the water accumulation groove not only provides a drainage path for groundwater, but also guides the water flow to avoid stagnation, accumulation or damage on the protective component 230.

[0065] The bottom end of the water accumulation groove is designed with a drainage hole 210, so that the accumulated water can flow smoothly to the lower place, preventing excessive concentration of water flow from causing structural damage to other components. The design of the water accumulation cover 240 not only protects the protective component 230 from direct scouring by water flow, but also effectively avoids the burden on the tunnel structure caused by the failure to discharge accumulated water in time during the drainage process.

[0066] In an embodiment, the protection component 230 comprises a flexible steel mesh 250, a semi-permeable membrane 260, a mounting seat 270, and a yielding support 280. The flexible steel mesh 250 is attached to the surface of the water-rich area 100 and connected with all the anchor members 220. The semi-permeable membrane 260 is wrapped around the outer periphery of the flexible steel mesh 250, and the groundwater seeping out of the water-rich area 100 can penetrate through the semi-permeable membrane 260 to the side of the flexible steel mesh 250 facing away from the water-rich area 100. The mounting seat 270 is connected with the water-collecting cover 240 and installed in the water-collecting cover 240. The yielding support 280 is connected with the mounting seat 270 and arranged between the mounting seat and the protection component. The yielding support 280 can retract towards the mounting seat 270 and yield when the flexible steel mesh 250 moves towards the mounting seat 270.

[0067] Specifically, the flexible steel mesh 250 is made of steel material with certain elasticity, which can adapt to the deformation of the soft surrounding rock of the geological body, maintain close adhesion to the surface of the water-rich area 100, and avoid the occurrence of gaps between the protection component 230 and the geological body due to the deformation of the geological body.

[0068] The semi-permeable membrane 260 is wrapped around the outer periphery of the flexible steel mesh 250 to form a filtering barrier. The semi-permeable membrane 260 has a special pore structure that allows groundwater seeping out of the water-rich area 100 to pass through, but effectively blocks the detrital geological body carried by the groundwater. This not only ensures the smooth discharge of groundwater, but also prevents the detrital geological body from entering the drainage system with the water flow, avoids the blockage of the drainage system, and reduces the loss of the geological body due to water flow erosion, thereby maintaining the stability of the tunnel structure.

[0069] The mounting seat 270 is connected with the water-collecting cover 240 and installed in the water-collecting cover 240, providing a stable installation foundation for the protection component 230. The mounting seat 270 is fixed with the water-collecting cover 240 through appropriate connection methods, ensuring that the entire protection component 230 can be stably installed in the tunnel structure. The structural design of the mounting seat 270 considers the cooperation relationship with the water-collecting cover 240, ensuring that the connection between the two is firm and reliable, and can withstand the impact of groundwater flow and the pressure of the geological body.

[0070] The yielding support 280 can retract towards the mounting seat 270 and yield when the flexible steel mesh 250 moves towards the mounting seat 270. When the geological body deforms due to water flow erosion or other reasons, the flexible steel mesh 250 will move accordingly, and the yielding support 280 can adapt to the following movement by retracting and yielding, thereby reducing the pressure on the flexible steel mesh 250 and avoiding damage to the flexible steel mesh 250 due to excessive stretching.

[0071] It can be further illustrated that in the present embodiment, it is particularly and explicitly pointed out that the flexible steel mesh 250 can be made of stainless steel material to improve corrosion resistance. A layer of buffer material such as non-woven fabric or foam pad can be added between the flexible steel mesh 250 and the semi-permeable membrane 260 to improve the fit between the two and reduce local stress concentration, further improving the adaptability and durability of the system.

[0072] More specifically, the pore size of the flexible steel mesh 250 is A; wherein 1 mesh ≤ A ≤ 5 mesh.

[0073] In the present embodiment, by setting the pore size of the flexible steel mesh 250 to 1 mesh to 5 mesh, the present application realizes the function of blocking silt and gravel in the geological body by limiting the pore size during specific use. The yielding support 280 is made of steel plate, and the yielding support 280 is arranged in a hollow ellipsoidal or hollow spherical shape.

[0074] Specifically, the yielding support 280 is made of steel plate, and the thickness of the steel plate is usually 2 mm to 5 mm, which has sufficient strength and certain elastic deformation capacity. The steel plate material can be selected from Q235 steel, 304 stainless steel and other materials with good ductility and fatigue resistance. The surface of the steel plate is subjected to corrosion prevention treatment, such as galvanizing, spraying of a corrosion prevention layer, etc., to improve its durability. The yielding support 280 is processed into a hollow ellipsoidal or hollow spherical structure by stamping, bending and other processes.

[0075] When the yielding support 280 is in a hollow ellipsoidal shape, the long axis is usually 20 cm to 30 cm, the short axis is 15 cm to 25 cm, and the wall thickness is 2 mm to 5 mm. The long axis direction of the hollow ellipsoidal structure is perpendicular to the tunnel axis. This arrangement enables it to provide a larger deformation space in the vertical direction while maintaining sufficient stability in the horizontal direction.

[0076] When the yielding support 280 is in a hollow spherical shape, its diameter is usually 15 cm to 25 cm, and the wall thickness is also 2 mm to 5 mm. The hollow spherical structure has isotropic deformation characteristics and can uniformly respond to pressure from all directions.

[0077] The deformation process of the hollow structure has obvious segmental characteristics: the first stage is elastic deformation, the yielding support 280 can completely recover to its original state; the second stage is elastic-plastic deformation, local areas may produce permanent deformation, but the overall structure can still maintain basic functions; the third stage is plastic deformation, the hollow structure deforms significantly, but this process absorbs a lot of energy, playing a protective role.

[0078] It needs to be particularly and explicitly pointed out that in the case of large deformation of soft rock, the advantage of the hollow structure is more obvious: first, the hollow structure provides sufficient deformation space to avoid rigid impact; second, the elastic-plastic deformation process of the steel plate absorbs a large amount of energy, reducing the force transmitted to the supporting structure; third, even after a large deformation, the pressure support 280 can still maintain the basic carrying capacity and will not fail completely.

[0079] The inside of the hollow ellipsoidal structure can be provided with reinforcing ribs to improve the overall strength while maintaining the deformation ability. The reinforcing ribs can be arranged along the long axis or short axis direction of the ellipsoid, and the number and position are determined according to actual needs.

[0080] The surface of the hollow spherical structure can be made of concave-convex texture to increase the friction with the surrounding material and prevent slipping during the deformation process. The shape of the texture can be annular, spiral or other suitable patterns, and the depth is usually 0.5-1mm.

[0081] Based on the same technical concept, the second aspect of the present application also proposes a soft rock tunnel drainage method for implementing the soft rock tunnel drainage system of the first aspect, which comprises the following steps:

[0082] S100, on the preset construction face, grouting waterproof operation is performed on the geological body of the water-rich area.

[0083] Specifically, in implementation, first, accurate exploration of the face area is needed to determine the location and range of the water-rich area. According to the exploration data, select appropriate grouting materials (such as cement slurry, acrylic slurry, etc.), and inject the grouting liquid into the rock mass of the water-rich area through the grouting pipeline. The grouting liquid diffuses inside the rock mass, forming a cement sealing layer, effectively isolating the water source and preventing groundwater seepage.

[0084] The grouting liquid should generate enough pressure when injected to completely penetrate the micro-fissures and pores in the water-rich area, fill these gaps, and form a stable water-blocking layer to prevent the flow of groundwater. Through grouting waterproof operation, the waterproof ability of the surrounding rock mass of the tunnel can be significantly improved, effectively preventing the erosion of water flow to the tunnel structure, and ensuring the smooth progress of subsequent tunnel construction.

[0085] S200, collecting real-time water seepage data of the preset construction face.

[0086] Specifically, after grouting waterproof operation, the water seepage situation of the construction area must be monitored in real time. By installing water seepage sensors or other related monitoring equipment, real-time water seepage data of the water-rich area on the face is collected.

[0087] By collecting real-time water seepage data, the water seepage rate, water seepage volume and water flow direction of the tunnel area are obtained in real time. Moreover, the water seepage condition of the preset construction working face is monitored in real time by using an external water seepage data collection device. If the water seepage condition is found to be abnormal, the system will issue a warning signal to prompt the staff to further process, so as to ensure the water tightness and safety of the tunnel.

[0088] It needs to be particularly and explicitly pointed out that in the present embodiment, the example water seepage data collection device is a prior art, which will not be described one by one here.

[0089] S300, when the real-time water seepage data meets the preset requirement, excavation construction is carried out on the preset construction working face to form the target contour of the soft rock tunnel.

[0090] Specifically, according to the monitoring result of the foregoing water seepage data, when the real-time water seepage data meets the preset requirement, that is, it is confirmed that the grouting waterproof operation effectively prevents water seepage and does not cause adverse effects on the surrounding environment of the tunnel, excavation construction can be carried out.

[0091] The excavation construction can be but is not limited to milling and excavating by using a milling equipment, blasting excavation or shield construction and the like. During the excavation process, the surrounding geological conditions and water flow condition are continuously monitored to ensure that there is no new water seepage problem after the tunnel is excavated, and to avoid the reoccurrence of the cavity during the excavation process.

[0092] It needs to be particularly and explicitly pointed out that in the present embodiment, the example preset requirement is that the average water seepage volume per hour is not higher than 10 ml / h.

[0093] S400, the waterproof and drainage mechanism is installed on the target contour.

[0094] Specifically, since the excavation operation will cause the grouting waterproof operation area to be destroyed, the water-rich area will reappear water seepage phenomenon, and the setting of the waterproof and drainage mechanism can ensure that the water flow is timely drained in the surrounding area of the tunnel, preventing water seepage and long-term corrosion effect on the tunnel structure.

[0095] When the waterproof and drainage mechanism is installed, appropriate waterproof materials and drainage equipment should be selected according to the specific shape of the target contour and different requirements of the tunnel. Through the installation of the waterproof and drainage mechanism, the waterproof performance of the tunnel can be improved, the erosion of the water flow to the tunnel lining structure can be reduced, and the long-term stability of the tunnel can be enhanced.

[0096] S500, supporting operation is carried out on the inner side of the waterproof and drainage mechanism to obtain a supporting structure, and drainage operation is carried out; wherein the waterproof and drainage mechanism is buried in the supporting structure, and a drainage blind ditch in communication with the waterproof and drainage mechanism is formed in the supporting structure.

[0097] Specifically, the support structure is usually composed of steel supports, concrete, and other high-strength materials, forming the framework of the supporting tunnel. The installation of the drainage blind ditch can effectively collect and guide the water flow during the drainage process, avoiding the direct action of water flow on the tunnel lining.

[0098] By setting up the drainage blind ditch, the seepage water in the tunnel can be effectively collected and guided to the appropriate location for discharge, thereby avoiding the corrosion and erosion of water flow on the tunnel structure and improving the service life of the tunnel.

[0099] In an embodiment, step S300 includes:

[0100] When the real-time seepage water data meets the preset requirements, excavation construction is carried out at the preset construction working face according to the target excavation scheme to form the target contour of the soft rock tunnel; wherein the target excavation scheme includes the target excavation contour and the target extension direction of the soft rock tunnel.

[0101] Specifically, in this embodiment, when the real-time seepage water data meets the preset requirements, it indicates that the pre-grouting waterproof operation has effectively controlled the seepage of the water-rich area, and at this time, the tunnel excavation construction can be safely carried out. The monitoring of real-time seepage water data is an important link to ensure the safety of tunnel construction. Only when the seepage data is below the preset threshold value, can the subsequent excavation operation be carried out, which can effectively avoid the problem of unstable geological body caused by water flow erosion during excavation.

[0102] After confirming that the real-time seepage water data meets the preset requirements, the construction personnel need to carry out excavation operation according to the target excavation scheme. The target excavation scheme is a comprehensive construction guidance document, which contains two key parameters: the target excavation contour and the target extension direction of the soft rock tunnel. The target excavation contour determines the shape and size of the cross section of the tunnel, while the target extension direction determines the direction and inclination angle of the tunnel.

[0103] It should be particularly noted that the determination of the target excavation contour needs to consider various factors, including the use function of the tunnel, geological conditions, support requirements, etc. In this embodiment, the target excavation contour usually adopts a horseshoe shape or a circular shape, which can better disperse the pressure and improve the stability of the tunnel. The size of the target excavation contour should be accurately calculated according to the actual requirements of the tunnel, to ensure that the use requirements are met, and not to over-excavate and cause the instability of the geological body.

[0104] The determination of the target extension direction needs to consider geological structure, hydrological conditions, and functional requirements of the tunnel. In the water-rich area, the selection of the target extension direction is particularly important, which should try to avoid the main water-bearing layer or fault zone to reduce the influence of water flow on the tunnel. At the same time, the target extension direction should also consider the overall layout and connection requirements of the tunnel to ensure that the tunnel can be smoothly connected to the predetermined exit location.

[0105] During excavation construction, the target excavation scheme should be strictly followed to ensure that the profile and direction of excavation are consistent with the scheme. During excavation, the method of segmented excavation and timely support should be used to avoid the instability of geological bodies caused by one-time excavation of a large range. At the same time, real-time seepage data should be continuously monitored, and once abnormal seepage is found, excavation should be stopped immediately and appropriate waterproof measures should be taken.

[0106] By following the target excavation scheme, the soft rock tunnel target profile that meets the design requirements can be formed. This precise control of excavation can effectively reduce the instability of geological bodies caused by improper excavation and reduce the impact of water flow erosion on the tunnel structure, thereby avoiding the occurrence of cavities between the geological body and the lining structure and ensuring the safe operation of the tunnel.

[0107] In another embodiment, the target excavation scheme can also include excavation sequence and support timing. The excavation sequence usually adopts the bench method or the ring excavation method, and the appropriate excavation method is selected according to the geological conditions and the size of the tunnel. The support timing refers to the time within which the primary support must be completed after excavation, which is particularly important for soft rock tunnels because soft rock is prone to deformation and loosening after exposure. By reasonably arranging the excavation sequence and support timing, the safety and efficiency of tunnel construction can be further improved.

[0108] In an embodiment, step S500 includes:

[0109] S510, performing primary support work on the inner side of the waterproof and drainage mechanism to obtain a primary support layer.

[0110] Specifically, in this step, the primary support work is a key procedure immediately after the waterproof and drainage mechanism is installed. The primary support layer is constructed by spraying concrete combined with steel mesh to ensure a close-fitting overall structure with the waterproof and drainage mechanism. The thickness of the primary support layer needs to be calculated and determined according to the geological conditions and tunnel load, and is usually between 20-30 centimeters to ensure sufficient support strength.

[0111] When spraying concrete, the method of layered spraying should be used, with each layer being controlled at a thickness of 8-10 centimeters and ensuring good bonding between layers. At the same time, the spraying pressure and angle need to be controlled to avoid damage to the waterproof and drainage mechanism.

[0112] S520, when the primary support layer reaches the preset strength, a drainage blind ditch is constructed on the inner side of the primary support layer in the inverted arch area; wherein the waterproof and drainage mechanism is in communication with the drainage blind ditch through a pipeline.

[0113] Specifically, after the initial support layer reaches the preset strength requirement (usually requiring more than 70% of the design strength), the blind drainage ditch can be constructed. The blind drainage ditch is located on the inner side of the inverted arch region, and its construction position needs to be accurately positioned to ensure effective communication between the drainage ditch and the waterproof and drainage mechanism through the pipeline. The blind drainage ditch is filled with materials with good water permeability, such as graded gravel, and is wrapped with geotextile around it to prevent fine particles from blocking.

[0114] It should be particularly noted that the connecting pipeline between the waterproof and drainage mechanism and the blind drainage ditch should be made of corrosion-resistant and high-strength materials, and the sealing of the connection should be ensured to avoid leakage. The slope of the pipeline should be maintained between 3% and 5% to ensure smooth water flow.

[0115] S530, constructing a secondary lining layer on the inner side of the initial support layer and the top of the blind drainage ditch to form the support structure.

[0116] Specifically, the construction of the secondary lining layer is carried out after the completion of the blind drainage ditch. The secondary lining adopts a reinforced concrete structure, and the thickness and reinforcement requirements need to be determined according to load calculation. The lining concrete grade is usually C30 or above to ensure sufficient strength and durability.

[0117] During construction, steel bar binding is carried out first to ensure that the steel bar spacing and the thickness of the protective layer meet the requirements. The formwork installation needs to be accurate to ensure that the geometric dimensions of the secondary lining meet the design requirements. When pouring concrete, segmented construction should be adopted to control the pouring speed and avoid construction joints.

[0118] S540, using the waterproof and drainage mechanism to carry out drainage work through the blind drainage ditch.

[0119] After the completion of the entire support structure, formal drainage work can be started. The drainage system mainly relies on the waterproof and drainage mechanism to collect water flow, and through the connecting pipeline, the water is introduced into the blind drainage ditch and finally into the tunnel drainage system. During the drainage process, the smoothness of the blind drainage ditch needs to be checked regularly to ensure the drainage effect.

[0120] In another embodiment, an inspection well can be provided in the blind drainage ditch to facilitate regular cleaning and maintenance. The spacing of the inspection well is usually controlled at 30-50 meters, and the well cover adopts an anti-settling structure to ensure stability during operation.

[0121] In addition, a flow guide groove can also be provided in the blind drainage ditch to improve the drainage efficiency. The flow guide groove adopts a U-shaped cross-section with smooth surface to reduce water flow resistance and improve drainage speed.

[0122] In an embodiment, step S530 comprises:

[0123] S531, steel support trusses are installed on the inner side of the primary support layer and the top of the drainage blind ditch.

[0124] Specifically, step S531 first installs steel support trusses on the inner side of the primary support layer and the top of the drainage blind ditch to ensure the stability of the support structure. According to the actual construction environment, the truss can be customized according to the shape and size of the support layer, and the spacing of the truss is usually required to be between 1.5 meters and 3 meters, and the length of each support truss should be adapted to the width of the support layer.

[0125] When installing the truss, the bottom end of the steel support truss is usually first fixed on the ground or bottom structure of the primary support layer, and the connection nodes of the truss are ensured to be firm and reliable. The support column of each truss should form a stable geometric structure with the support beam to ensure uniform stress. In particular, the design of the truss should be coordinated with the surrounding soil and other underground facilities to avoid excessive impact on the surrounding environment.

[0126] It should be noted that when installing the steel support truss, the construction workers should strictly follow the specified construction standards to ensure that the connection points between the truss and the support layer are fixed firmly through high-strength welding or other connection techniques to ensure the stability of the truss during construction.

[0127] S532, the secondary lining layer is sprayed on the steel support truss to form the support structure.

[0128] Specifically, after the installation of the steel support truss is completed, the secondary lining layer is sprayed on the truss to form a complete support structure.

[0129] When spraying concrete, the concrete spraying equipment is first connected to each joint and surface of the steel support truss, and the concrete slurry is uniformly sprayed on the steel support truss through the spraying device. During the spraying process, the moving speed and spraying pressure of the nozzle need to be adjusted according to the actual construction environment to ensure that the sprayed concrete can cover all the steel support surfaces and form a smooth and uniform lining layer.

[0130] In order to ensure the quality of the concrete, the proportioning and mixing method of the sprayed concrete need to meet the construction specifications, and the commonly used concrete formula contains a certain proportion of cement, sand, gravel and appropriate amount of admixture to ensure its fluidity, adhesion and strength after hardening.

[0131] In addition, after the spraying is completed, the concrete lining layer needs to be cured, and the curing time is adjusted according to the climate conditions and the type of concrete, and usually needs to be kept wet within 48 hours to ensure that the concrete can fully harden and reach the designed strength.

[0132] In an embodiment, step S520 comprises:

[0133] When the initial support layer reaches the preset strength, a drainage blind ditch is constructed along the extension direction of the slope of the soft rock tunnel on the inner side of the initial support layer in the inverted arch region.

[0134] Specifically, in the present embodiment, the initial support layer of the soft rock tunnel needs to reach a certain strength after construction to ensure the stability of the tunnel and prevent other factors from affecting the support structure during construction. Generally, in tunnel construction, the strength indicators of the initial support layer are preset, and there can be a certain compressive strength, tensile strength, etc. according to the engineering design requirements.

[0135] After the initial support layer reaches the preset strength, the construction of the drainage blind ditch can be carried out. The setting position of the drainage blind ditch is on the inner side of the inverted arch region of the tunnel and is laid along the extension direction of the slope of the tunnel. The purpose of the drainage blind ditch is to effectively remove the water that may accumulate during the construction of the soft rock tunnel, to avoid water penetration into the internal structure of the tunnel, causing damage to the structure or affecting the safety of the tunnel.

[0136] In an embodiment, step S100 comprises:

[0137] On the preset construction working face, a first preset grouting waterproof operation area is set for the geological body of the water-rich area, and the grouting waterproof operation is carried out on the first preset grouting waterproof operation area; wherein the first preset grouting waterproof operation area is in the shape of a table body and gradually expands from the preset construction working face towards the inside of the geological body.

[0138] Specifically, the preset construction working face is usually the working face during tunnel excavation, and its position continuously advances as the tunnel is excavated. After determining the position of the working face, detailed geological survey of the water-rich area needs to be carried out to determine the distribution of underground water and the penetration path.

[0139] When carrying out the grouting waterproof operation, the first preset grouting waterproof operation area adopts a special table body structure. This structure starts from the preset construction working face and gradually expands in range as it penetrates into the inside of the geological body. This table body-shaped grouting area structure can form a complete waterproof barrier to effectively block the penetration of underground water.

[0140] It needs to be specially pointed out that the specific size parameters of the table body-shaped grouting waterproof operation area need to be determined according to the geological conditions. Generally, the range near the working face is small, and as it extends into the inside of the geological body, the range gradually expands, forming an inclined step-like structure. The expansion angle of this structure is usually maintained between 15°-45°, and the specific angle needs to be adjusted according to the geological conditions and water pressure.

[0141] When performing the grouting operation, a layered and zoned approach should be adopted. First, starting from the working face, grouting is performed according to the pre-planned grouting points, and then gradually extended inward. After each layer of grouting is completed, the grout needs to be allowed to solidify to a certain strength before the next layer of grouting operation is performed. This approach can ensure the formation of a continuous and complete waterproof layer.

[0142] In another embodiment, the grouting waterproof operation area can adopt a multi-level stepped structure. That is, on the basis of the platform body structure, the grouting area is divided into multiple steps, and the height and width of each step can be adjusted according to actual needs. In order to better adapt to complex geological conditions and improve the grouting effect.

[0143] In addition, during the grouting process, the grouting pressure and grout diffusion range need to be monitored in real time. When the grouting pressure reaches the preset value, the grouting parameters should be adjusted in time to avoid damage to the surrounding geological body. At the same time, the grout diffusion range is recorded by the monitoring equipment to ensure the integrity of the platform-shaped waterproof area.

[0144] By using the above-mentioned platform-shaped grouting waterproof operation area construction method, the problem of unsatisfactory waterproof effect in the traditional grouting method can be effectively solved. The platform-shaped structure not only increases the thickness of the waterproof layer, but also forms a larger waterproof barrier through the gradual expansion method, thereby improving the waterproof effect.

[0145] In an embodiment, after step S200, the method further comprises:

[0146] S600, determining whether the real-time water seepage data meets the preset requirements.

[0147] Specifically, in this step, first, the real-time water seepage data acquisition system is used to obtain the water seepage data of the area where the working face is located. The water seepage data can include water flow rate, seepage pressure, etc. By comparing the water seepage data with the preset requirements, it is determined whether the current water seepage situation meets the standard.

[0148] It should be particularly pointed out that the preset requirements can be set according to different geological environments, special requirements of the construction area, and engineering construction standards. The preset requirements include the upper limit of water flow rate, water seepage amount, etc. If the water seepage data exceeds the set standard, it indicates that the current water seepage problem has not been effectively handled.

[0149] S700, when the real-time water seepage data does not meet the preset requirement, a second preset grouting waterproof operation area is set in the preset construction working face to continue the grouting waterproof operation on the geological body of the water-rich area.

[0150] Specifically, in this step, the construction personnel sets a second preset grouting waterproof operation area in the water-rich area according to the known water-rich area and water seepage condition.

[0151] The second preset grouting waterproof operation area is set in a stepped body shape, that is, gradually expanding from the working face to the geological body, which can gradually deepen the waterproof effect and avoid uneven reinforcement caused by excessive grouting concentration. In order to ensure that the water seepage problem can be effectively solved, the volume of the second preset grouting waterproof operation area is designed to be larger than that of the first preset grouting waterproof operation area, which can achieve effective waterproof in a larger range.

[0152] The stepped body structure of the grouting operation area can gradually increase the grouting amount according to the permeability of the geological body and the specific condition of the water-rich area, and accurately control the depth and coverage of grouting to ensure that the water seepage problem can be fundamentally solved.

[0153] S800, repeat the step of collecting the real-time water seepage data of the preset construction working face until the real-time water seepage data meets the preset requirement.

[0154] Specifically, after the second grouting operation is completed, real-time data collection is performed again through the water seepage data collection device to ensure that the expected effect of this grouting waterproof operation is achieved. If the water seepage data still does not meet the preset requirement, the above grouting operation steps are repeated until the data meets the standard. Through this feedback mechanism, it is ensured that each stage of grouting operation can accurately meet the engineering requirements.

[0155] The above only describes exemplary embodiments of the present application, and does not limit the patent scope of the present application, any equivalent structural transformation made under the technical concept of the present application, or direct / indirect application in other related technical fields is included in the patent protection scope of the present application.

Claims

1. A soft rock tunnel drainage system, characterized in that: Installed in the water-rich area passed by the soft rock tunnel, the soft rock tunnel drainage system includes: a drainage mechanism, the drainage mechanism being disposed inside the water-rich area and anchored in a geological body corresponding to the water-rich area, the drainage mechanism being formed with drainage holes, and being capable of draining infiltrated groundwater through the drainage holes; a drainage blind pipe, the drainage blind pipe being connected to the drainage hole; and A drainage blind ditch is arranged on the inverted arch of the soft rock tunnel along the extension direction of the soft rock tunnel, and the drainage blind ditch is connected to the drainage blind pipe.

2. The soft rock tunnel drainage system according to claim 1, characterized in that: The anti-drainage mechanism comprises: A plurality of anchors, wherein the plurality of anchors are circumferentially spaced and distributed around the periphery of the water-rich area, and each of the anchors is anchored in the geological body where the water-rich area is located; a protective component, one side of which is attached to the periphery of the water-rich area, the protective component being connected to all the anchors, so that groundwater in the water-rich area can seep through the protective component to a side of the protective component facing away from the water-rich area, and the protective component can block clastic geological bodies carried by the groundwater; and A water collection cover is provided on the side of the protective component away from the water-rich area, and a water collection groove is formed at the bottom of the water collection cover and is inclined along the extension direction of the soft rock tunnel, and the drainage hole is formed at the bottom end of the water collection groove.

3. The soft rock tunnel drainage system according to claim 2, characterized in that: The protective component includes: a flexible steel mesh, the flexible steel mesh being attached to the surface of the water-rich area and connected to all the anchors; a semipermeable membrane, the semipermeable membrane being coated on the outer periphery of the flexible steel mesh, and the groundwater seeping from the water-rich area can penetrate through the semipermeable membrane to the side of the flexible steel mesh away from the water-rich area; a mounting seat, the mounting seat being connected to the water collection cover and being installed in the water collection cover; and a pressure-releasing support member connected to the mounting seat and disposed between the mounting seat and the protective component; The pressure-releasing support member can retract toward the mounting seat and release pressure when the flexible steel mesh moves toward the mounting seat.

4. A soft rock tunnel drainage method, characterized in that: For implementing the soft rock tunnel drainage system according to any one of claims 1 to 3, the soft rock tunnel drainage method comprises the following steps: At the preset construction face, grouting waterproofing operations are performed on the geological body in the water-rich area; Collecting real-time water seepage data of the preset construction face; When the real-time water seepage data meets the preset requirements, excavation construction is carried out at the preset construction face to form the target outline of the soft rock tunnel; installing the anti-drainage mechanism on the target contour; Supporting work is performed on the inner side of the anti-drainage mechanism to obtain a supporting structure, and drainage work is performed; wherein, the anti-drainage mechanism is buried in the supporting structure, and a drainage blind ditch connected to the anti-drainage mechanism is formed in the supporting structure.

5. The soft rock tunnel drainage method according to claim 4, characterized in that: When the real-time water seepage data meets the preset requirements, excavation construction is performed on the preset construction face to form the target contour of the soft rock tunnel, including: When the real-time water seepage data meets the preset requirements, excavation construction is carried out at the preset construction face according to the target excavation plan to form the target outline of the soft rock tunnel; wherein the target excavation plan includes the target excavation outline and target extension direction of the soft rock tunnel.

6. The soft rock tunnel drainage method according to claim 4, characterized in that: The steps of performing support operations on the inner side of the anti-drainage mechanism to obtain a support structure and perform drainage operations include: Performing initial support work on the inner side of the drainage mechanism to obtain an initial support layer; When the initial support layer reaches a preset strength, a drainage blind ditch is constructed on the inner side of the initial support layer located in the inverted arch area; wherein the drainage mechanism is connected to the drainage blind ditch through a pipeline; Applying a secondary lining layer on the inner side of the initial support layer and on the top of the drainage blind ditch to form the support structure; Drainage operations are performed through the drainage blind ditch using the anti-drainage mechanism.

7. The soft rock tunnel drainage method according to claim 6, characterized in that: The step of applying a secondary lining layer on the inner side of the initial support layer and on the top of the blind drainage ditch to form the support structure includes: Constructing steel support trusses on the inner side of the initial support layer and on the top of the drainage blind ditch; The secondary lining layer is applied by spraying concrete toward the steel support trusses to form the supporting structure.

8. The soft rock tunnel drainage method according to claim 7, characterized in that: The step of constructing a drainage blind ditch on the inner side of the initial support layer located in the inverted arch area after the initial support layer reaches a preset strength comprises: When the initial support layer reaches a preset strength, a drainage blind ditch is constructed on the inner side of the initial support layer located in the inverted arch area along the slope extension direction of the soft rock tunnel.

9. The soft rock tunnel drainage method according to any one of claims 4 to 8, characterized in that: The step of performing grouting waterproofing operations on the geological body in the water-rich area at the preset construction face includes: At the preset construction face, grouting and waterproofing operations are performed on the geological body in the water-rich area according to a first preset grouting and waterproofing operation area; wherein the first preset grouting and waterproofing operation area is arranged in a platform shape and gradually expands from the preset construction face toward the geological body.

10. The soft rock tunnel drainage method according to claim 9, characterized in that: After the step of collecting the real-time water seepage data of the preset construction face, the method further includes: Determining whether the real-time water seepage data meets preset requirements; When the real-time water seepage data does not meet the preset requirements, grouting and waterproofing operations are continued on the geological body in the water-rich area in a second preset grouting and waterproofing operation area at the preset construction face; wherein the second preset grouting and waterproofing operation area is arranged in a platform shape and gradually expands from the preset construction face toward the geological body, and the volume of the second preset grouting and waterproofing operation area is greater than the volume of the first preset grouting and waterproofing operation area; The step of collecting the real-time water seepage data of the preset construction face is repeatedly performed until the real-time water seepage data meets the preset requirements.

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