Drainage device and method for preventing spalling and subsidence of heavy load railway tunnel

Abstract

The application relates to a drainage device and method for preventing mud pumping and subsidence of a heavy-load railway tunnel. The drainage device comprises a drainage system, a shield tunnel, a shield segment and a rigid base layer reinforcing structure; the drainage system comprises a plurality of water-collecting drill holes and longitudinal drainage blind trenches; each water-collecting drill hole is arranged below a tunnel inverted arch and extends to a bedrock fissure development zone or below a groundwater level, and is connected with a water filter pipe to form a vertical drainage channel; the longitudinal drainage blind trenches are arranged at the bottom of the tunnel inverted arch along the longitudinal direction of the tunnel and are communicated with the bottom of each vertical drainage channel; the shield tunnel comprises shield segments; the shield segments comprise a plurality of arc-shaped reinforced concrete segments, and the reinforced concrete segments are connected and fixed in pairs in sequence along the arc length direction; the rigid base layer reinforcing structure is arranged in the shield tunnel and is formed based on concrete pouring on a steel reinforcement cage. The drainage device can improve the stability of the heavy-load railway tunnel structure.

Description

Technical Field

[0001] This application relates to the field of railway tunnel engineering technology, and in particular to drainage devices and methods for preventing mudslides and foundation subsidence in heavy-load railway tunnels. Background Technology

[0002] During operation, heavy-haul railway tunnels often suffer from defects such as water inrush at the tunnel foundation and water accumulation in the track core. These defects severely affect the structural performance and stability of the tunnel foundation, which in turn seriously affects the normal operation of trains.

[0003] Currently, the methods for treating mud pumping and subsidence at the tunnel foundation are relatively simple and have failed to effectively solve the problem of deep drainage at the foundation. Furthermore, the reinforcement structures are mostly single flexible or rigid bodies, which cannot adapt to the hydraulic coupling failure mechanism under the long-term cyclic load of heavy-load trains, making it difficult to ensure the stability of the tunnel structure.

[0004] Therefore, ensuring the stability of heavy-haul railway tunnel structures is a problem that needs to be solved. Summary of the Invention

[0005] Therefore, it is necessary to provide drainage devices and methods to prevent mudslides and foundation subsidence in heavy-load railway tunnels, thereby improving the stability of heavy-load railway tunnel structures.

[0006] In a first aspect, this application provides a drainage device for preventing mudslides and foundation subsidence in heavy-load railway tunnels, comprising:

[0007] Drainage systems, shield tunnels, shield segments, and rigid base reinforcement structures;

[0008] The drainage system includes multiple water collection boreholes and longitudinal drainage blind ditches; each water collection borehole is located below the tunnel invert and extends to the bedrock fissure zone or below the groundwater level, and each water collection borehole is connected to a filter pipe to form a vertical drainage channel; the longitudinal drainage blind ditches are located along the tunnel longitudinally at the bottom of the tunnel invert and are connected to the bottom of each vertical drainage channel, for collecting the deep groundwater discharged from the water collection boreholes along the tunnel longitudinally and discharging it through the tunnel's side ditches;

[0009] The shield tunnel is located below the tunnel invert and between multiple water collection boreholes. The shield tunnel includes shield segments for supporting the shield tunnel. Each shield segment includes multiple arc-shaped reinforced concrete segments, which are connected and fixed in pairs along the arc length direction.

[0010] The rigid base reinforcement structure is installed inside the shield tunnel. The rigid base reinforcement structure is formed by pouring concrete on a steel cage.

[0011] In one embodiment, each of the reinforced concrete segments is pre-embedded with a corresponding steel-concrete composite member, which is formed by pouring concrete inside an arc-shaped steel pipe, and the surface of the arc-shaped steel pipe is corrugated. The arc length of each of the reinforced concrete segments is equal to the arc length of the corresponding steel-concrete composite member. The steel-concrete composite members in the plurality of reinforced concrete segments are connected in pairs along the arc length direction to form a bearing ring.

[0012] In one embodiment, the steel-concrete composite member is provided with a one-way connector and a pin at both ends along the arc length direction; every two steel-concrete composite members are fixed by the one-way connector and the pin along the arc length direction.

[0013] In one embodiment, the one-way connector includes an elastic wedge, a spring, and a sleeve; the outward opening of the sleeve is fixed to one end of the steel-concrete composite member, and the spring is built into the sleeve; the sleeve gradually expands inward along the opening to form a trumpet-shaped sliding chamber, and the elastic wedge is slidably installed in the chamber;

[0014] The outer diameter of the pin gradually decreases along the direction of the steel-concrete composite member to which the pin is connected, forming a flared joint; the pin slides against the elastic wedge in the insertion direction, so that the elastic wedge moves along the insertion direction against the chamber wall and expands radially; the spring abuts against the elastic wedge in the opposite direction of insertion, so that the elastic wedge moves along the chamber wall against the insertion direction and is press-fitted with the pin to lock the one-way connector.

[0015] In one embodiment, the reinforcing cage includes multiple vertical reinforcing bars and one spiral reinforcing bar. The multiple vertical reinforcing bars are arranged in a circular pattern at equal intervals, and the spiral reinforcing bar is located outside the multiple vertical reinforcing bars and is fixedly connected to the multiple vertical reinforcing bars to form an integral reinforcing cage. The tops of the multiple vertical reinforcing bars are all bent outwards so that the top of the reinforcing cage forms an umbrella-shaped exposed end, and the bottom of the reinforcing cage is an inserted end, and the diameter of the exposed end is larger than the diameter of the inserted end.

[0016] In one embodiment, a spring or elastic rubber pad is fixedly connected to the end face of the exposed end.

[0017] In one embodiment, the exposed end and the inserted end of the reinforcing cage are provided with a 45° transition surface, and the length of the exposed end is one-sixth of the length of the inserted end.

[0018] In one embodiment, the reinforced concrete segment has multiple drainage holes penetrating the wall of the shield segment. After all the shield segments are assembled, the drainage holes correspond to the positions of the openings of the longitudinal drainage blind ditch and / or the water collection boreholes. The drainage holes are equipped with control valves or one-way valves.

[0019] In one embodiment, the bottom of the inner wall of the shield tunnel is paved with a permeable transition layer composed of graded crushed stone or permeable concrete.

[0020] Secondly, this application also provides a method for forming a drainage device, comprising:

[0021] Multiple water collection boreholes are drilled longitudinally along the lower edge of the tunnel invert, each of which extends downward to the bedrock fissure zone or below the groundwater level; each of the water collection boreholes is connected to a filter pipe to form a vertical drainage channel.

[0022] A longitudinal drainage blind ditch is set at the bottom of the tunnel invert along the tunnel longitudinal direction so that the longitudinal drainage blind ditch is connected to the bottom of each of the vertical drainage channels to form a drainage system, so as to collect the deep groundwater discharged from the water collection borehole along the tunnel longitudinal direction and discharge it through the tunnel side ditch.

[0023] After the drainage system is set up, a shield tunnel is excavated below the tunnel invert. During the excavation of the shield tunnel, shield segments are assembled simultaneously. The shield segments include multiple arc-shaped reinforced concrete segments, which are connected and fixed in pairs along the arc length direction.

[0024] After the shield tunnel is completed, a permeable transition layer composed of graded crushed stone or permeable concrete is laid at the bottom of the inner wall of the shield segment.

[0025] The reinforcing cage is placed inside the shield tunnel. The bottom of the reinforcing cage is the insertion end, and the top is the exposed end with a diameter larger than the insertion end. The end face of the exposed end is fixedly connected to a spring or elastic rubber pad. During placement, the insertion end of the reinforcing cage is inserted downward into the base, and the exposed end is used to snap onto the permeable transition layer or the surface of the base to limit the tilt and displacement of the reinforcing cage.

[0026] Concrete is poured into the shield tunnel. During the pouring process, micro-expansion concrete is first poured to penetrate into the deep voids of the base layer to form a reinforced zone. Then, steel fiber reinforced concrete is poured to form a base reinforcement structure.

[0027] Thirdly, this application also provides a computer device, including a memory and a processor, wherein the memory stores a computer program, and the processor executes the computer program to implement the steps of the method for forming the drainage device of the second aspect.

[0028] Fourthly, this application also provides a computer-readable storage medium having a computer program stored thereon, which, when executed by a processor, implements the steps of the method for forming the drainage device of the second aspect.

[0029] Fifthly, this application also provides a computer program product, including a computer program that, when executed by a processor, implements the steps of the method for forming the drainage device of the second aspect.

[0030] In the aforementioned implementation process, the drainage system formed by vertical drainage channels and longitudinal drainage blind ditches can collect deep groundwater along the tunnel's longitudinal direction and discharge it through the tunnel's side ditches, cutting off the channel for water to combine with fine-grained soil and produce mud, thus addressing the problem of mud pumping in the tunnel at its source. A shield tunnel is constructed below the tunnel invert, and within the shield tunnel, shield segments composed of multiple arc-shaped reinforced concrete segments are installed. These shield segments support the shield tunnel, thereby increasing its rigidity and load-bearing capacity, and consequently improving the stability of the tunnel lining. Then, a rigid base reinforcement structure, formed by concrete pouring onto a reinforcing cage, is added to the shield tunnel to further enhance its stability, thereby improving the tunnel's structural stability under complex geological conditions. Attached Figure Description

[0031] To more clearly illustrate the technical solutions in the embodiments of this application or related technologies, the drawings used in the description of the embodiments of this application or related technologies will be briefly introduced below. Obviously, the drawings described below are only some embodiments of this application. For those skilled in the art, other related drawings can be obtained based on these drawings without creative effort.

[0032] Figure 1 This is a schematic diagram of a drainage device for preventing mud pumping and foundation subsidence in heavy-load railway tunnels, provided in an embodiment of this application.

[0033] Figure 2 This is a cross-sectional schematic diagram of a reinforcing cage provided in an embodiment of this application;

[0034] Figure 3 This is a schematic diagram showing the position of a reinforcing cage and a spring or elastic rubber pad provided in an embodiment of this application;

[0035] Figure 4 This is a schematic diagram showing the location of a drain hole according to an embodiment of this application;

[0036] Figure 5 This is a schematic flowchart illustrating a method for forming a drainage device according to an embodiment of this application;

[0037] Figure 6 This is a schematic diagram of the internal structure of a computer device provided in an embodiment of this application. Detailed Implementation

[0038] To make the objectives, technical solutions, and advantages of this application clearer, the following detailed description is provided in conjunction with the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative and not intended to limit the scope of this application.

[0039] It should be noted that the terms "first," "second," etc., used in this application can be used to describe various elements, but these elements are not limited by these terms. These terms are only used to distinguish the first element from the second element. The terms "comprising" and "having," and any variations thereof, used in this application, are intended to cover non-exclusive inclusion. The term "multiple" used in this application refers to two or more. The term "and / or" used in this application refers to one of the embodiments, or any combination of multiple embodiments.

[0040] During operation, heavy-haul railway tunnels often suffer from defects such as water inrush and water accumulation in the tunnel core. These defects severely affect the structural performance and stability of the tunnel foundation, consequently impacting normal train operation. For example, as groundwater gradually erodes the cracks in the tunnel foundation, voids form. The fine particles from these voids, under hydraulic coupling, cause mudslides and subsidence, leading to train swaying and other safety hazards. Existing methods for treating mudslides and subsidence in tunnel foundations are relatively simple. However, they fail to effectively address deep drainage issues and the reinforcement structures are often single flexible or rigid structures, unable to withstand the hydraulic coupling damage mechanism under the long-term cyclic loads of heavy-haul trains. These methods cannot fundamentally solve the problem, requiring repeated treatments, which not only wastes time but also causes significant economic losses.

[0041] Figure 1 This is a schematic diagram of a drainage device for preventing mud pumping and foundation subsidence in heavy-load railway tunnels, as provided in an embodiment of this application. Figure 1 The tunnel shown includes a lining 11, an invert filling layer 12, and a tunnel invert 13. The drainage device includes a drainage system, a shield tunnel 14, shield segments 15, and a rigid base reinforcement structure.

[0042] The drainage system includes multiple water collection boreholes 16 and longitudinal drainage blind ditches 17. Each water collection borehole 16 is located below the tunnel invert arch 13 and extends to the bedrock fissure development zone or below the groundwater level. Each water collection borehole 16 is connected to a filter pipe 18 to form a vertical drainage channel.

[0043] As an example, multiple water collection boreholes 16 can be installed along the longitudinal direction of the tunnel at predetermined intervals directly below the tunnel invert 13. Each water collection borehole 16 is located below the tunnel invert 13 and extends to the bedrock fissure zone or below the groundwater level. Each water collection borehole 16 is equipped with a filter pipe 18 with a filter screen, forming a vertical drainage channel. The filter pipe 18 can be a PVC (Polyvinyl Chloride) filter pipe.

[0044] As another example, PVC filter pipes can also be replaced by bagged sand wells or plastic drainage boards.

[0045] The longitudinal drainage blind ditch 17 is set at the bottom of the tunnel invert arch 13 along the tunnel longitudinal direction and is connected to the bottom of each vertical drainage channel. It is used to collect the deep groundwater discharged from the water collection borehole 16 along the tunnel longitudinal direction and discharge it through the tunnel side ditch.

[0046] Furthermore, one or more longitudinal drainage blind ditches 17 are set at the bottom of the tunnel invert arch 13 along the longitudinal direction of the tunnel, which are connected to the bottom of all water collection boreholes. This allows the longitudinal drainage blind ditches 17 to be connected to the bottom of each vertical drainage channel. All vertical drainage channels and longitudinal drainage blind ditches 17 together form a three-dimensional drainage system, thereby collecting the deep groundwater discharged from the water collection boreholes 16 along the longitudinal direction of the tunnel and discharging it through the side ditches of the tunnel. This cuts off the channel for water in the tunnel to combine with fine soil particles to produce mud, thus addressing the problem of mud pumping in the tunnel from the source.

[0047] The shield tunnel 14 is located below the tunnel invert 13 and between multiple water collection boreholes 16. The shield tunnel 14 includes shield segments 15 for supporting the shield tunnel 14. The shield segments 15 include multiple arc-shaped reinforced concrete segments, which are connected and fixed in pairs along the arc length direction.

[0048] After the drainage system is constructed, a shield tunnel 14 can be excavated below the tunnel invert 13 and between multiple water collection boreholes 16. Shield segments 15 are installed in the shield tunnel 14 to support it. Each shield segment 15 may include multiple arc-shaped reinforced concrete segments, all of which are connected and fixed in pairs along the arc length. This connection improves the stiffness and load-bearing capacity of the reinforced concrete segments in the shield tunnel 14, thereby enhancing the stability of the tunnel lining 11. Furthermore, the shield tunnel 14 is connected to the shield shaft 19, providing a passage for the tunnel boring machine to excavate the shield tunnel 14.

[0049] The shield tunnel 14 is equipped with a rigid base reinforcement structure, which is formed by pouring concrete on a steel cage.

[0050] Furthermore, a rigid base reinforcement structure is provided in the shield tunnel 14. This rigid base reinforcement structure can be formed by setting a steel cage in the shield tunnel 14 and pouring concrete on the steel cage.

[0051] In the aforementioned implementation process, the drainage system formed by vertical drainage channels and longitudinal drainage blind ditches can collect deep groundwater along the tunnel's longitudinal direction and discharge it through the tunnel's side ditches, cutting off the channel for water to combine with fine-grained soil and produce mud, thus addressing the problem of mud pumping in the tunnel at its source. A shield tunnel is constructed below the tunnel invert, and within the shield tunnel, shield segments composed of multiple arc-shaped reinforced concrete segments are installed. These shield segments support the shield tunnel, thereby increasing its rigidity and load-bearing capacity, and consequently improving the stability of the tunnel lining. Then, a rigid base reinforcement structure, formed by concrete pouring onto a reinforcing cage, is added to the shield tunnel to further enhance its stability, thereby improving the tunnel's structural stability under complex geological conditions.

[0052] In one embodiment, each reinforced concrete segment has a corresponding steel-concrete composite member pre-embedded inside. The steel-concrete composite member is formed by pouring concrete inside an arc-shaped steel pipe, and the surface of the arc-shaped steel pipe is corrugated. The arc length of each reinforced concrete segment is equal to the arc length of the corresponding steel-concrete composite member. The steel-concrete composite members in multiple reinforced concrete segments are connected in pairs along the arc length direction to form a pressure-bearing ring.

[0053] For example, a corresponding steel-concrete composite member can be pre-embedded within each reinforced concrete segment. This steel-concrete composite member can be formed by pouring concrete inside an arc-shaped steel pipe, and the surface of the arc-shaped steel pipe is corrugated. Specifically, corrugations can be provided on the outer surface of the arc-shaped steel pipe, or on both the inner and outer surfaces. Using a corrugated steel pipe increases the viscosity of the poured concrete, improving the safety, stability, and durability of the tunnel structure.

[0054] Furthermore, the arc length of each reinforced concrete segment is equal to the arc length of the corresponding steel-concrete composite member. The steel-concrete composite members in multiple reinforced concrete segments are connected in pairs along the arc length direction to form a bearing ring.

[0055] In the above process, concrete is poured into an arc-shaped steel tube to form a concrete-filled steel tube component. The steel tube provides constraint for the internal concrete, while the internal concrete provides support for the steel tube, thereby improving the load-bearing capacity of the arc-shaped concrete-filled steel tube component and thus increasing the strength and deformation capacity of the concrete. Furthermore, the splicing of the concrete-filled steel tube components forms a complete concrete-filled steel tube bearing ring, improving the overall mechanical properties of the lining structure and further enhancing the stability of the tunnel structure.

[0056] In one embodiment, the steel-concrete composite member is provided with a one-way connector and a pin at both ends along the arc length direction; every two steel-concrete composite members are fixed by the one-way connector and the pin along the arc length direction.

[0057] As an example, the steel-concrete composite tube members are provided with one-way connectors and pins at both ends along the arc length direction; every two steel-concrete composite tube members are fixed by one-way connectors and pins along the arc length direction to form a bearing ring; every two reinforced concrete tube segments are fixed by bolts; and a positioning bar is provided at the joint of every two reinforced concrete tube segments to facilitate splicing and positioning.

[0058] In the above implementation process, the joint between every two reinforced concrete segments is achieved through a combination of plug-in structure and bolt connection, thereby increasing the stiffness of the joint and further improving the stability of the lining structure.

[0059] In one embodiment, the one-way connector includes an elastic wedge, a spring, and a sleeve; the outward opening of the sleeve is fixed to one end of the steel-concrete composite member, and the spring is built into the sleeve; the sleeve gradually expands inward along the opening to form a trumpet-shaped sliding chamber, and the elastic wedge is slidably installed in the chamber.

[0060] The outer diameter of the pin gradually decreases along the direction of the steel pipe concrete component to which the pin is connected, forming a flared joint; the pin slides against the elastic wedge in the insertion direction, so that the elastic wedge moves along the chamber wall in the insertion direction and expands radially; the spring abuts against the elastic wedge in the opposite direction of insertion, so that the elastic wedge moves along the chamber wall in the opposite direction of insertion, and is interference-fitted with the pin to lock the one-way connector.

[0061] For example, the one-way connector includes an elastic wedge, a spring, and a sleeve; the outward opening of the sleeve is fixed to one end of a steel-concrete composite member, and the spring is built into the sleeve; the sleeve gradually expands inward along the opening to form a trumpet-shaped sliding chamber, and the elastic wedge is slidably installed in the chamber.

[0062] Furthermore, the outer diameter of the pin gradually decreases along the direction of the steel-concrete composite member to which the pin is connected, forming a flared joint. The pin slides against the elastic wedge along the insertion direction, allowing the elastic wedge to move along the chamber wall and expand radially. Through the wedge-shaped principle of the flared chamber and the conical pin, adjacent reinforced concrete segments only require axial thrust during docking to automatically trigger the radial expansion of the wedge and achieve self-locking, thereby reducing assembly difficulty and significantly improving the construction efficiency of the shield tunnel segments.

[0063] The spring, acting against the insertion direction, presses against the elastic wedge, causing the wedge to move against the chamber wall in the opposite direction of insertion and to engage with the pin in an interference fit to lock the one-way connector. Through the continuous reverse thrust of the spring, the elastic wedge remains engaged with the stepped surface of the pin, forming a stable mechanical interference fit. This effectively resists the axial pull-out force at the joint of the reinforced concrete tunnel segments, preventing misalignment or separation of the segments under longitudinal vibration, and ensuring the long-term overall stability of the tunnel lining structure.

[0064] In the aforementioned process, a self-locking structure composed of elastic wedges, springs, and sleeves connects the dispersed arc-shaped steel-concrete composite components into a single steel-concrete bearing ring. Due to the extremely high stiffness and pull-out resistance of the connection nodes, the bearing ring can function as a continuous whole to withstand external soil and water pressure and heavy train loads. This fully leverages the mechanical advantages of the steel-concrete composite structure, effectively reducing deformation and damage to the tunnel foundation under complex stress conditions and improving the stability of the tunnel structure.

[0065] In one embodiment, the reinforcing cage includes multiple vertical reinforcing bars and one spiral reinforcing bar. The multiple vertical reinforcing bars are arranged in a circular pattern at equal intervals, and the spiral reinforcing bar is located outside the multiple vertical reinforcing bars and is fixedly connected to the multiple vertical reinforcing bars to form an integral reinforcing cage. The tops of the multiple vertical reinforcing bars are all bent outwards so that the top of the reinforcing cage forms an umbrella-shaped exposed end, and the bottom of the reinforcing cage is an inserted end, and the diameter of the exposed end is larger than the diameter of the inserted end.

[0066] As an example, Figure 2 This is a cross-sectional schematic diagram of a reinforcing cage provided in an embodiment of this application, as shown below. Figure 2 As shown, the reinforcing cage 20 includes multiple vertical reinforcing bars 21 and one spiral reinforcing bar 22. The multiple vertical reinforcing bars 21 are arranged in a circle at equal intervals, and the spiral reinforcing bar 22 is located outside the multiple vertical reinforcing bars 21 and is fixedly connected to the multiple vertical reinforcing bars 21 to form an integral reinforcing cage.

[0067] Furthermore, the tops of multiple vertical reinforcing bars 21 are bent outwards so that the top of the reinforcing cage 20 forms an umbrella-shaped exposed end, the bottom of the reinforcing cage is the insertion end, and the diameter of the exposed end is larger than the diameter of the insertion end.

[0068] In actual use, if the drilling depth of the water collection borehole exceeds the insertion length of the reinforcing cage due to geological reasons, the exposed end of the reinforcing cage will be more than the diameter of the insertion end. Because the diameter of the exposed end of the reinforcing cage is larger than that of the insertion end, the exposed end will be firmly anchored to the ground during placement, thus meeting design requirements. Furthermore, since the exposed end of the reinforcing cage is anchored to the ground, the completed reinforcing cage will not tilt or deviate within the water collection borehole.

[0069] In the above implementation process, multiple vertical reinforcing bars are arranged in a circular pattern at equal intervals, with spiral reinforcing bars placed outside the vertical reinforcing bars and fixedly connected to them to form an integral reinforcing cage. This reinforcing cage acts as a high-strength load-bearing skeleton, capable of withstanding the tensile stress and bending moment brought about by the long-term cyclic load of heavy-load trains, preventing the concrete filling material under the tunnel from cracking or breaking under heavy loads. Furthermore, the tops of the multiple vertical reinforcing bars are all bent outwards, forming an umbrella-shaped exposed end at the top of the reinforcing cage, while the bottom of the cage serves as the insertion end. The diameter of the exposed end is larger than the diameter of the insertion end, ensuring that the reinforcing cage, once placed, will not tilt or deviate within the water-collecting borehole.

[0070] In one embodiment, a spring or elastic rubber pad is fixedly connected to the end face of the exposed end.

[0071] Figure 3 This is a schematic diagram showing the positions of a reinforcing cage and a spring or elastic rubber pad provided in an embodiment of this application. Figure 3 As shown, a spring or elastic rubber pad 30 is fixedly connected to the exposed end face of the reinforcing cage 20. As an example, the spring can be a high-strength spring.

[0072] In the above process, by setting a high-strength spring or elastic rubber pad on the end face of the exposed end of the steel cage, the concrete filling formed by wrapping the steel cage forms an elastic and tight contact with the bottom of the tunnel invert, avoiding shrinkage gaps caused by temperature changes or loads, and effectively reducing secondary voids and new mud pumping.

[0073] In one embodiment, the connection between the exposed end and the inserted end of the reinforcing cage has a 45° transition surface, and the length of the exposed end is one-sixth of the length of the inserted end.

[0074] For example, a 45° transition surface is provided at the junction of the exposed end and the inserted end of the reinforcing cage, which enables the concrete to form a guide channel during the pouring of the reinforcing cage, guiding the concrete slurry to smoothly wrap around the entire periphery of the reinforcing cage, ensuring the density and overall strength of the concrete filling body formed by wrapping the reinforcing cage.

[0075] The exposed end is one-sixth the length of the inserted end, which provides a stable base for the bolts to be placed later. This allows the bolts to be precisely anchored on the enlarged end face and ensures that the exposed end is firmly held in place on the ground at the hole, preventing the entire steel cage from falling or tilting.

[0076] In one embodiment, multiple drainage holes penetrating the shield tunnel segment wall are provided on the reinforced concrete segment. After all shield tunnel segments are assembled, the drainage holes correspond to the positions of the openings of the longitudinal drainage blind ditch and / or water collection boreholes. A control valve or one-way valve is provided inside the drainage hole.

[0077] For example, multiple drainage holes 161 penetrating the wall of the shield tunnel segment 15 are reserved or opened at predetermined positions in the circumferential and / or longitudinal directions on the reinforced concrete tunnel segment 15.

[0078] Figure 4 This is a schematic diagram showing the location of a drain hole according to an embodiment of this application, such as... Figure 4 As shown, after the shield tunnel segment 15 is assembled, the drainage hole 161 corresponds to the opening position of the longitudinal drainage blind ditch 17 and / or the water collection borehole 17. The drainage hole 161 is equipped with a control valve or a one-way valve. Furthermore, the drainage hole 161 can be drilled mechanically on the construction site to more flexibly match the actual hydrogeological conditions on site.

[0079] In the above implementation process, multiple drainage holes penetrating the shield tunnel segment wall are drilled on the reinforced concrete segments. After all shield tunnel segments are assembled, the drainage holes correspond to the positions of the longitudinal drainage blind ditch and / or water collection boreholes. This allows the drainage holes to serve as temporary drainage channels during the shield tunnel excavation and reinforced concrete segment assembly stages, ensuring that accumulated water behind the reinforced concrete segments can be smoothly drained into the longitudinal drainage blind ditch, thus guaranteeing the dryness and safety of the construction face. Control valves or one-way valves are installed inside the drainage holes. After the drainage function is achieved during construction, the drainage holes can be actively closed or restricted to one-way flow. This not only completely cuts off the path of groundwater backflow along the pores of the reinforced concrete segments but also restores the waterproof integrity of the reinforced concrete segment structure, significantly improving the long-term durability of the tunnel lining in water-rich strata.

[0080] In one embodiment, the bottom of the inner wall of the shield tunnel is paved with a permeable transition layer composed of graded crushed stone or permeable concrete.

[0081] For example, after the shield tunnel 14 is completed, a permeable transition layer composed of graded crushed stone or permeable concrete can be laid at the bottom of the inner wall of the shield segment 15.

[0082] It should be noted that the permeable transition layer can also be obtained by assembling precast porous concrete blocks.

[0083] In the above process, a permeable transition layer is laid at the bottom of the inner wall of the tunnel segment. When deep groundwater seeps out through the drainage holes or joints of the segment, the permeable transition layer can quickly guide the deep groundwater laterally, prevent local water accumulation from forming excessive hydrostatic pressure, ensure that the water flow can smoothly flow into the longitudinal drainage blind ditch, and ensure the smooth operation of the entire drainage device.

[0084] Based on the same inventive concept, this application also provides a method for forming a drainage device, which can form the drainage device for preventing mud pumping and foundation subsidence in any of the above embodiments. Figure 5 This is a flowchart illustrating a method for forming a drainage device according to an embodiment of this application. This method can be applied to tunnel development robots, such as... Figure 5 As shown, the method may include steps 501 to 506, wherein:

[0085] Step 501: Drill multiple water collection boreholes along the longitudinal direction of the tunnel below the tunnel invert.

[0086] Each water collection borehole extends downwards to the bedrock fissure zone or below the groundwater level; each water collection borehole is connected to a filter pipe to form a vertical drainage channel.

[0087] Step 502: Install a longitudinal drainage ditch at the bottom of the tunnel invert along the tunnel longitudinal direction.

[0088] The longitudinal drainage blind ditch is connected to the bottom of each vertical drainage channel to form a drainage system, which collects the deep groundwater discharged from the water collection borehole along the longitudinal direction of the tunnel and discharges it through the side ditch of the tunnel.

[0089] Step 503: After the drainage system is set up, the shield tunnel is excavated below the tunnel invert, and the shield segments are assembled simultaneously during the excavation of the shield tunnel.

[0090] The tunnel segment consists of multiple arc-shaped reinforced concrete segments, which are connected and fixed in pairs along the arc length.

[0091] Step 504: After the shield tunnel is completed, a permeable transition layer consisting of graded crushed stone or permeable concrete is laid at the bottom of the inner wall of the shield segment.

[0092] Step 505: Place the steel cage into the shield tunnel. The bottom of the steel cage is the insertion end, and the top is the exposed end with a diameter larger than the insertion end.

[0093] The exposed end face is fixedly connected to a spring or elastic rubber pad; during placement, the insertion end of the reinforcing cage is inserted downward into the base, and the exposed end is clamped onto the permeable transition layer or base surface to limit the tilt and displacement of the reinforcing cage.

[0094] Step 506: Concrete is poured into the shield tunnel. During the pouring process, micro-expansion concrete is poured first to penetrate into the deep voids of the base layer to form a reinforced zone. Then, steel fiber reinforced concrete is poured to form the base reinforcement structure.

[0095] In the aforementioned process, a drainage system is used to drain deep groundwater from the foundation, fundamentally cutting off the channel for water to combine with fine-grained soil and generate mud, thus addressing the mud pumping problem at its source. Furthermore, steel-concrete composite structures are introduced into the construction of the tunnel lining segments. Combining curved steel-concrete composite components with reinforced concrete segments improves the rigidity and load-bearing capacity of the tunnel lining segments. A complete steel-concrete composite bearing ring is formed by splicing steel-concrete composite components, enhancing the overall mechanical properties of the lining structure to meet the stability requirements of the lining structure under complex geological conditions. Springs or elastic rubber pads are also installed on the exposed end faces of the reinforcing cage, ensuring a tight, elastic contact between the concrete-filled reinforcing cage and the bottom of the tunnel invert, preventing shrinkage gaps caused by temperature changes or loads, and effectively preventing secondary voiding and new mud pumping. In addition, after the steel cage is placed inside the shield tunnel, concrete of different materials is poured in stages. The first stage of micro-expansion concrete can penetrate into the deep voids of the foundation to form a reinforced zone. The second stage of steel fiber concrete is poured to provide a high-strength load-bearing structure. The synergistic effect of the two further enhances the overall stability of the foundation.

[0096] It should be understood that although the steps in the flowcharts of the embodiments described above are shown sequentially according to the arrows, these steps are not necessarily executed in the order indicated by the arrows. Unless explicitly stated herein, there is no strict order restriction on the execution of these steps, and they can be executed in other orders. Moreover, at least some steps in the flowcharts of the embodiments described above may include multiple steps or multiple stages. These steps or stages are not necessarily completed at the same time, but can be executed at different times. The execution order of these steps or stages is not necessarily sequential, but can be performed alternately or in turn with other steps or at least some of the steps or stages in other steps. It is understood that the steps in different embodiments can be freely combined as needed, and all non-contradictory solutions formed by such combinations are within the scope of protection of this application.

[0097] In one exemplary embodiment, a computer device is provided, which may be a server, and its internal structure diagram may be as follows: Figure 6 As shown. Figure 6This is a schematic diagram of the internal structure of a computer device according to an embodiment of this application. The computer device includes a processor, memory, input / output interface (I / O), and communication interface. The processor, memory, and I / O interface are connected via a system bus, and the communication interface is also connected to the system bus via the I / O interface. The processor provides computing and control capabilities. The memory includes a non-volatile storage medium and internal memory. The non-volatile storage medium stores an operating system, computer programs, and a database. The internal memory provides an environment for the operation of the operating system and computer programs in the non-volatile storage medium. The database stores tunnel engineering data. The I / O interface is used for exchanging information between the processor and external devices. The communication interface is used for communication with external terminals via a network connection. When the computer program is executed by the processor, it implements a method for forming a drainage device.

[0098] Those skilled in the art will understand that Figure 6 The structure shown is merely a block diagram of a portion of the structure related to the present application and does not constitute a limitation on the computer device to which the present application is applied. Specific computer devices may include more or fewer components than those shown in the figure, or combine certain components, or have different component arrangements.

[0099] In one embodiment, a computer-readable storage medium is provided having a computer program stored thereon, which, when executed by a processor, implements the steps of the method for forming the drainage device described above.

[0100] In one embodiment, a computer program product is provided, including a computer program that, when executed by a processor, implements the steps of the above-described method for forming a drainage device.

[0101] It should be noted that the user information (including but not limited to user device information, user personal information, etc.) and data (including but not limited to data used for analysis, data stored, data displayed, etc.) involved in this application are all information and data authorized by the user or fully authorized by all parties, and the collection, use and processing of the relevant data must comply with relevant regulations.

[0102] Those skilled in the art will understand that all or part of the processes in the methods of the above embodiments can be implemented by a computer program instructing related hardware. The computer program can be stored in a non-volatile computer-readable storage medium, and when executed, it can include the processes of the embodiments of the above methods. Any references to memory, databases, or other media used in the embodiments provided in this application can include at least one of non-volatile memory and volatile memory. Non-volatile memory can include read-only memory (ROM), magnetic tape, floppy disk, flash memory, optical memory, high-density embedded non-volatile memory, resistive random access memory (ReRAM), magnetic random access memory (MRAM), ferroelectric random access memory (FRAM), phase change memory (PCM), graphene memory, etc. Volatile memory can include random access memory (RAM) or external cache memory, etc. By way of illustration and not limitation, RAM can take many forms, such as Static Random Access Memory (SRAM) or Dynamic Random Access Memory (DRAM). The databases involved in the embodiments provided in this application may include at least one type of relational database and non-relational database. Non-relational databases may include, but are not limited to, blockchain-based distributed databases. The processors involved in the embodiments provided in this application may be general-purpose processors, central processing units, graphics processing units, digital signal processors, programmable logic devices, quantum computing-based data processing logic devices, artificial intelligence (AI) processors, etc., and are not limited to these.

[0103] The technical features of the above embodiments can be combined in any way. For the sake of brevity, not all possible combinations of the technical features in the above embodiments are described. However, as long as there is no contradiction in the combination of these technical features, they should be considered to be within the scope of this application.

[0104] The embodiments described above are merely illustrative of several implementation methods of this application, and while the descriptions are specific and detailed, they should not be construed as limiting the scope of this patent application. It should be noted that those skilled in the art can make various modifications and improvements without departing from the concept of this application, and these all fall within the protection scope of this application. Therefore, the protection scope of this application should be determined by the appended claims.

Claims

1. A drainage device for preventing mud pumping and foundation subsidence in heavy-load railway tunnels, characterized in that, include: Drainage systems, shield tunnels, shield segments, and rigid base reinforcement structures; The drainage system includes multiple water collection boreholes and longitudinal drainage blind ditches; each water collection borehole is located below the tunnel invert and extends to the bedrock fissure zone or below the groundwater level, and each water collection borehole is connected to a filter pipe to form a vertical drainage channel; the longitudinal drainage blind ditches are located along the tunnel longitudinally at the bottom of the tunnel invert and are connected to the bottom of each vertical drainage channel, for collecting the deep groundwater discharged from the water collection boreholes along the tunnel longitudinally and discharging it through the tunnel's side ditches; The shield tunnel is located below the tunnel invert and between multiple water collection boreholes. The shield tunnel includes shield segments for supporting the shield tunnel. Each shield segment includes multiple arc-shaped reinforced concrete segments, which are connected and fixed in pairs along the arc length direction. The rigid base reinforcement structure is installed inside the shield tunnel. The rigid base reinforcement structure is formed by pouring concrete on a steel cage.

2. The drainage device according to claim 1, characterized in that, Each of the reinforced concrete segments has a corresponding steel-concrete composite member embedded within it. The steel-concrete composite member is formed by pouring concrete inside an arc-shaped steel pipe, and the surface of the arc-shaped steel pipe is corrugated. The arc length of each of the reinforced concrete segments is equal to the arc length of the corresponding steel-concrete composite member. The steel-concrete composite members in the plurality of reinforced concrete segments are connected in pairs along the arc length direction to form a bearing ring.

3. The drainage device according to claim 2, characterized in that, The steel-concrete composite member is provided with a one-way connector and a pin at both ends along the arc length direction; every two steel-concrete composite members are fixed by the one-way connector and the pin along the arc length direction.

4. The drainage device according to claim 3, characterized in that, The one-way connector includes an elastic wedge, a spring, and a sleeve; the outward opening of the sleeve is fixed to one end of the steel-concrete composite member, and the spring is built into the sleeve; the sleeve gradually expands inward along the opening to form a trumpet-shaped sliding chamber, and the elastic wedge is slidably installed in the chamber. The outer diameter of the pin gradually decreases along the direction of the steel-concrete composite member to which the pin is connected, forming a flared joint; the pin slides against the elastic wedge in the insertion direction, so that the elastic wedge moves along the insertion direction against the chamber wall and expands radially; the spring abuts against the elastic wedge in the opposite direction of insertion, so that the elastic wedge moves along the chamber wall against the insertion direction and is press-fitted with the pin to lock the one-way connector.

5. The drainage device according to claim 1, characterized in that, The reinforcing cage includes multiple vertical reinforcing bars and one spiral reinforcing bar. The multiple vertical reinforcing bars are arranged in a circle at equal intervals. The spiral reinforcing bar is located outside the multiple vertical reinforcing bars and is fixedly connected to the multiple vertical reinforcing bars to form an integral reinforcing cage. The tops of the multiple vertical reinforcing bars are all bent outwards so that the top of the reinforcing cage forms an umbrella-shaped exposed end. The bottom of the reinforcing cage is an inserted end, and the diameter of the exposed end is larger than the diameter of the inserted end.

6. The drainage device according to claim 5, characterized in that, A spring or elastic rubber pad is fixedly connected to the end face of the exposed end.

7. The drainage device according to claim 5, characterized in that, The exposed end and the inserted end of the steel cage are provided with a 45° transition surface, and the length of the exposed end is one-sixth of the length of the inserted end.

8. The drainage device according to claim 1, characterized in that, The reinforced concrete tunnel segment has multiple drainage holes that penetrate the wall of the shield tunnel segment. After all the shield tunnel segments are assembled, the drainage holes correspond to the positions of the openings of the longitudinal drainage blind ditch and / or the water collection boreholes. The drainage holes are equipped with control valves or one-way valves.

9. The drainage device according to claim 1, characterized in that, The bottom of the inner wall of the shield tunnel is paved with a permeable transition layer composed of graded crushed stone or permeable concrete.

10. A method for forming a drainage device, characterized in that, The method includes: Multiple water collection boreholes are drilled longitudinally along the lower edge of the tunnel invert, each of which extends downward to the bedrock fissure zone or below the groundwater level; each of the water collection boreholes is connected to a filter pipe to form a vertical drainage channel. A longitudinal drainage blind ditch is set at the bottom of the tunnel invert along the tunnel longitudinal direction so that the longitudinal drainage blind ditch is connected to the bottom of each of the vertical drainage channels to form a drainage system, so as to collect the deep groundwater discharged from the water collection borehole along the tunnel longitudinal direction and discharge it through the tunnel side ditch. After the drainage system is set up, a shield tunnel is excavated below the tunnel invert. During the excavation of the shield tunnel, shield segments are assembled simultaneously. The shield segments include multiple arc-shaped reinforced concrete segments, which are connected and fixed in pairs along the arc length direction. After the shield tunnel is completed, a permeable transition layer composed of graded crushed stone or permeable concrete is laid at the bottom of the inner wall of the shield segment. The reinforcing cage is placed inside the shield tunnel. The bottom of the reinforcing cage is the insertion end, and the top is the exposed end with a diameter larger than the insertion end. The end face of the exposed end is fixedly connected to a spring or elastic rubber pad. During placement, the insertion end of the reinforcing cage is inserted downward into the base, and the exposed end is used to snap onto the permeable transition layer or the surface of the base to limit the tilt and displacement of the reinforcing cage. Concrete is poured into the shield tunnel. During the pouring process, micro-expansion concrete is first poured to penetrate into the deep voids of the base layer to form a reinforced zone. Then, steel fiber reinforced concrete is poured to form a base reinforcement structure.

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