A reinforcing structure based on existing tunnel lining deterioration

Abstract

The utility model relates to road safety technical field especially based on reinforcing structure of existing tunnel lining deterioration, including first reinforcing component and second reinforcing component, first reinforcing component is connected with existing tunnel lining, first reinforcing component and second reinforcing component all extend to the arch foot place of both sides of tunnel along the ring of tunnel, second reinforcing component is connected with first reinforcing component, and second reinforcing component covers first reinforcing component from the inside of tunnel, and second reinforcing component forms the arch bearing structure with first reinforcing component together. The application restores structure bearing performance through the synergic bearing system of existing tunnel lining + first reinforcing component + second reinforcing component, can effectively repair lining crack, interface peeling and other defects, avoids the tunnel collapse, water seepage erosion track / pavement and other safety hazards caused by lining failure from the root, guarantees the continuous traffic of highway, railway and other traffic trunk line, maintains the stable operation of regional traffic network.

Description

Technical Field

[0001] This utility model relates to the field of road safety technology, and in particular to a reinforcement structure based on the deterioration of existing tunnel lining. Background Technology

[0002] Early-operation tunnels in my country suffered from long-term service, and the lining concrete was affected by material aging, continuous load, and environmental erosion. This resulted in problems such as strength reduction and structural integrity decline, often accompanied by lining cracks, interface peeling, and other derivative defects, leading to insufficient load-bearing capacity and difficulty in resisting the long-term effects of surrounding rock pressure and water pressure.

[0003] Existing lining reinforcement technologies mostly rely on single materials (such as bonded steel or carbon fiber cloth). While current reinforcement technologies for deteriorating linings in operational tunnels can address individual defects, they lack a systematic and synergistic approach. The core materials used in existing lining reinforcement technologies are singular, failing to form a synergistic system. Whether using bonded steel or ultra-high-performance concrete for reinforcement, neither approach achieves mechanical division based on the overall stress logic of the compression-bending components. Nor does it reference the mature system of shotcrete bearing pressure and I-beams bearing tension and bending in initial tunnel support. This results in a lack of a synergistic load-bearing structure, making it difficult to cope with the complex stress state of the lining. Consequently, stress concentration in the reinforced structure, reduced reinforcement effectiveness, and high recurrence rates of defects are common problems.

[0004] In view of this, it is necessary to propose a reinforcement structure based on the deterioration of existing tunnel lining to solve or at least alleviate the above-mentioned defects. Utility Model Content

[0005] The main objective of this invention is to provide a reinforcement structure based on the deterioration of existing tunnel lining, so as to solve the technical problem that the single reinforcement structure in the prior art is difficult to cope with the complex stress state of the lining.

[0006] To achieve the above objectives, this utility model provides a reinforcement structure based on the deterioration of existing tunnel lining, including a first reinforcement component and a second reinforcement component. The first reinforcement component is connected to the existing tunnel lining. Both the first reinforcement component and the second reinforcement component extend circumferentially along the tunnel to the arch feet on both sides of the tunnel. The second reinforcement component is connected to the first reinforcement component. The second reinforcement component covers the first reinforcement component from the inside of the tunnel. The second reinforcement component and the first reinforcement component together form an arch-shaped load-bearing structure.

[0007] Furthermore, the first reinforcing component includes multiple steel strips and anchor bolts. The steel strips are arched, and both ends of the steel strips are connected to the arch feet on both sides of the tunnel. The multiple steel strips are distributed along the longitudinal direction of the tunnel. Several holes are opened on both the existing tunnel lining and the steel strips. The holes on the existing tunnel lining and the holes on the steel strips correspond one-to-one. The arched outer surface of the steel strips is anchored to the inner surface of the existing tunnel lining by the anchor bolts.

[0008] More preferably, the steel strip comprises multiple steel strip units, which are arranged circumferentially along the tunnel and are spliced ​​and fixed together.

[0009] More preferably, the second reinforcing component includes a concrete layer that wraps around the outside of the steel strips and connects the multiple steel strips into one unit.

[0010] More preferably, the second reinforcing component further includes an adhesive layer disposed between the steel strip and the existing tunnel lining, and between the concrete layer and the existing tunnel lining.

[0011] More preferably, the second reinforcing component further includes a mortar layer disposed between the adhesive layer and the concrete layer.

[0012] Furthermore, the second reinforcing component also includes a dovetail groove, a first waterstop strip, and a first sealing body. The dovetail groove is formed at the crack in the existing tunnel lining, the first sealing body is filled in the dovetail groove, and the first waterstop strip is fixed to the inner wall of the existing tunnel lining to seal the dovetail groove.

[0013] More preferably, the second reinforcing component further includes a semi-circular drainage pipe, a wire, and a nail. The semi-circular drainage pipe is disposed in the dovetail groove, with its opening facing the crack. The two ends of the wire are respectively fixedly connected to the nail, which is driven into the existing tunnel lining. The middle section of the wire abuts against the outer wall of the semi-circular drainage pipe to support it. The first sealing body is wrapped around the outer wall of the semi-circular drainage pipe, and the semi-circular drainage pipe is connected to the existing tunnel drainage system.

[0014] More preferably, the second reinforcing component further includes a square groove, a second sealing body, a second waterstop strip, bolts, and a drainage groove. The drainage groove is embedded in the square groove, and the opening of the drainage groove faces the crack in the existing tunnel lining. The drainage groove includes a perforated flange. The bolt passes through the perforated flange to fix the drainage groove to the existing tunnel lining. The drainage groove is connected to the existing tunnel drainage system. The second sealing body is filled in the square groove, and the second waterstop strip is fixed to the inner wall of the existing tunnel lining to seal the square groove.

[0015] Preferably, the first reinforcing component further includes multiple steel pipes, the lower end of which is conical and has several grouting holes. The steel pipes are installed underground and filled with concrete grout. The multiple steel pipes are arranged circumferentially along the tunnel arch foot line.

[0016] Compared with the prior art, the present invention has the following beneficial effects: This application utilizes a collaborative load-bearing system formed by existing tunnel lining, a first reinforcing component, and a second reinforcing component. This system can accurately restore the structural load-bearing capacity and effectively repair defects such as lining cracking and interface peeling. It fundamentally avoids safety hazards such as tunnel collapse and water seepage erosion of tracks / road surfaces caused by lining failure, ensuring the continuous passage of highways, railways, and other transportation arteries and maintaining the stable operation of the regional transportation network. On the other hand, the recurrence rate of defects after treatment by this application is significantly reduced, which can reduce traffic closure losses and maintenance costs caused by frequent maintenance during the operation period. Attached Figure Description

[0017] To more clearly illustrate the technical solutions in the embodiments of this utility model or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of this utility model. For those skilled in the art, other drawings can be obtained based on the structures shown in these drawings without creative effort.

[0018] Figure 1 This is a cross-sectional view of the overall structure in one embodiment of this application; Figure 2 This is a longitudinal cross-sectional view of a local structure at the reinforcement location in one embodiment of this application; Figure 3 for Figure 2 A magnified view of a section of the non-permeable crack; Figure 4 for Figure 2 A magnified view of a section of the construction joint where water seepage occurred; Figure 5 for Figure 2 A magnified view of a section of the seepage settlement joint.

[0019] The purpose, features, and advantages of this application will be further explained in conjunction with the embodiments and with reference to the accompanying drawings.

[0020] Explanation of icon numbers: 10. Existing tunnel lining; 20. Steel strip; 210. Anchor bolt; 30. Concrete layer; 40. Drainage pipe; 50. Steel perforated pipe; 610. Waterproof crack; 620. Waterproof construction joint; 630. Waterproof settlement joint; 710. First waterstop strip; 720. Dovetail groove; 730. First sealing body; 740. Semicircular drainage pipe; 750. Iron wire; 760. Nail; 810. Bolt; 820. Square groove; 830. Drainage groove; 8310. Perforated flange; 840. Second sealing body; 850. Second waterstop strip.

[0021] The purpose, features, and advantages of this utility model will be further explained in conjunction with the embodiments and with reference to the accompanying drawings. Detailed Implementation

[0022] It should be understood that the specific embodiments described herein are merely illustrative of the present invention and are not intended to limit the present invention.

[0023] The technical solutions of the present utility model will be clearly and completely described below with reference to the accompanying drawings of the embodiments. Obviously, the described embodiments are only some embodiments of the present utility model, and not all embodiments. Based on the embodiments of the present utility model, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the protection scope of the present utility model.

[0024] It should be noted that all directional indicators (such as up, down, left, right, front, back, etc.) in this utility model embodiment are only used to explain the relative positional relationship and movement of each component in a certain specific posture (as shown in the figure). If the specific posture changes, the directional indicator will also change accordingly.

[0025] Furthermore, the use of terms such as "first" and "second" in this utility model is for descriptive purposes only and should not be construed as indicating or implying their relative importance or implicitly specifying the number of technical features indicated. Therefore, a feature defined as "first" or "second" may explicitly or implicitly include at least one of that feature. Additionally, the technical solutions of the various embodiments can be combined with each other, but only on the basis of being achievable by those skilled in the art. When the combination of technical solutions is contradictory or impossible to implement, such a combination of technical solutions should be considered non-existent and not within the scope of protection claimed by this utility model.

[0026] This application identifies areas with visible defects through on-site testing, which forms the basis for reinforcement. The tunnel is first divided into equal-length segments of 10-20m. Then, core drilling, crack detection, and ultrasonic rebound testing are used to systematically inspect the entire tunnel cross-section. Sections or localized areas with concrete lining strength degradation exceeding 20%, crack density ≥3 cracks / m with a width ≥0.2mm accounting for over 50% of the total, and interface peeling area >10% are directly identified as priority reinforcement areas. These stages, due to significant material performance degradation, can no longer meet basic load-bearing requirements and are the core trigger points of the defect chain. Furthermore, for areas with severe water seepage, associated reinforcement areas need to be delineated based on crack distribution to prevent further water seepage from exacerbating structural deterioration and ensure reinforcement covers all visible defect risk points.

[0027] Based on the above-mentioned disease risk points, this application proposes the following embodiments to reinforce the disease risk points.

[0028] Please see Figures 1 to 5As shown, this embodiment provides a reinforcement structure based on the deterioration of existing tunnel lining, including a first reinforcement component and a second reinforcement component. The first reinforcement component is connected to the existing tunnel lining 10. Both the first reinforcement component and the second reinforcement component extend circumferentially along the tunnel to the arch feet on both sides of the tunnel. The second reinforcement component is connected to the first reinforcement component. The second reinforcement component covers the first reinforcement component from the inside of the tunnel. The second reinforcement component and the first reinforcement component together form an arch-shaped load-bearing structure.

[0029] In this embodiment, the arched load-bearing structure formed by the first and second reinforcing components, together with the existing tunnel lining 10, constitutes a collaborative load-bearing system that accurately restores the structural load-bearing performance. This effectively repairs defects such as lining cracking and interface peeling, fundamentally avoiding safety hazards such as tunnel collapse and water seepage erosion of tracks / road surfaces caused by lining failure. It ensures the continuous passage of highways, railways, and other transportation arteries and maintains the stable operation of the regional transportation network. The recurrence rate of defects after treatment is significantly reduced, which can reduce traffic closure losses and maintenance costs caused by frequent maintenance during the operation period. In addition, compared with tunnel reconstruction projects, the construction period of this application is shorter and the traffic interference is smaller, which can further reduce the indirect economic losses caused by engineering construction and achieve the goal of reasonable investment in transportation infrastructure operation and maintenance and sustainable benefits.

[0030] In one embodiment, the first reinforcing component includes multiple steel strips 20 and anchor bolts 210. The steel strips 20 are arched, and both ends of the steel strips 20 are connected to the arch feet on both sides of the tunnel. The multiple steel strips 20 are distributed along the longitudinal direction of the tunnel. Both the existing tunnel lining 10 and the steel strips 20 have several holes. The holes on the existing tunnel lining 10 and the holes on the steel strips 20 correspond one-to-one. The arched outer surface of the steel strips 20 is anchored to the inner surface of the existing tunnel lining 10 by the anchor bolts 210.

[0031] It should be noted that, according to the preset spacing of the steel strip 20, lines should be drawn along the tunnel circumference to mark the positions of the steel strip 20 and the anchor bolt 210 holes. The surface of the Q355 grade steel strip 20 should be derusted with sandpaper (rust removal grade Sa2.5), and then the oil stains should be wiped off with acetone. The steel strip 20 coated with adhesive should be attached to the existing tunnel lining 10 at the marked positions, and fixed with M22 high-strength chemical anchor bolts 210 (anchor bolt 210 spacing 50cm / piece, 2 bolts per meter of steel strip 20, anchored into the existing tunnel lining 10 to a depth ≥220mm, i.e. 10d, where d is the diameter of the anchor bolt 210).

[0032] As a further preferred embodiment, the steel strip 20 includes multiple steel strip units, which are arranged circumferentially along the tunnel and are spliced ​​and fixed together.

[0033] Steel strip units are assembled along the tunnel circumference. The gap between the steel strip units and the existing tunnel lining 10 is sealed with sealant, and then a concrete layer 30 is poured.

[0034] As a preferred example, the concrete can be poured in one continuous motion from the arch foot to the arch crown along the circumferential direction, using an immersion vibrator to ensure proper compaction and avoid missed areas. The formwork should be removed within 24 hours of pouring, and the concrete should be covered with geotextile and plastic film to maintain moisture. It should then be water-cured for 7 days. After curing, the compressive strength of the ultra-high performance concrete should be tested to be ≥120MPa. In this step, the concrete layer 30 serves as the main load-bearing layer, completely encasing the steel strip 20 to form a rigid constraint, preventing water and oxygen from corroding the steel strip 20 and improving its durability.

[0035] More preferably, the second reinforcing component includes a concrete layer 30, which is an ultra-high performance concrete layer (i.e., UHPC layer). The concrete layer 30 wraps around the outside of the steel strip 20 and connects the multiple steel strips 20 into one unit.

[0036] More preferably, the second reinforcing component further includes an adhesive layer disposed between the steel strip 20 and the existing tunnel lining 10, and between the concrete layer 30 and the existing tunnel lining 10.

[0037] Specifically, before setting the adhesive layer, the surface failure layer of the lining reinforcement area needs to be removed. The main purpose is to increase the interface roughness, increase the adhesive bonding area, reduce the bonding failure between the existing tunnel lining 10 and the bonding medium, provide a reliable bonding substrate for the interface connection medium, and enable the subsequent existing tunnel lining 10 to form a continuous stress interface with the steel strip 20 and the concrete layer 30.

[0038] More specifically, the removal of the surface failure layer in the lining reinforcement area includes the following steps: using a pneumatic pick (or a milling machine for finer areas) to remove the deteriorated concrete in the lining reinforcement area, with a depth controlled at 3-5cm, until fresh concrete aggregate is exposed, and the surface flatness error after removal is ≤5mm; then using a high-pressure water gun to wash the surface of the existing tunnel lining 10, and after repair, the surface is flush with the surrounding lining; using a high-pressure water gun to wash away surface dust and debris, and then using a hot air blower to dry it.

[0039] The adhesive layer is formed by applying adhesive to the inner wall of the existing tunnel lining 10. Specifically, the first application is to evenly apply a 2-3 mm thick layer of adhesive to the treated surface of the existing tunnel lining 10 and let it stand for 10-15 minutes (surface dry, not sticky to the touch). If there are air bubbles on the surface, they need to be scraped off with a scraper. The second application is to apply a 2-3 mm thick layer of adhesive to both sides of the steel strip 20 (the side in contact with the existing tunnel lining 10 and the concrete layer 30), ensuring a total thickness of 5 mm.

[0040] This embodiment uses an epoxy resin adhesive with a shear strength ≥1.5MPa to transfer the load borne by the existing tunnel lining 10 to the steel strip 20 and the concrete layer 30, avoiding the reinforcement layer from bearing the load alone. Simultaneously, it seals the pores at the interface of the existing tunnel lining 10, preventing water and oxygen intrusion and delaying carbonization of the existing tunnel lining 10 and corrosion of the steel strip 20. A multi-layer bonding system of existing tunnel lining 10-adhesive-steel strip 20-adhesive-concrete layer 30 can also be constructed to ensure uniform load transfer between layers and prevent localized stress concentration.

[0041] In this embodiment, the preferred parameters for each structure are as follows: Based on the existing tunnel lining's deterioration degree (strength attenuation rate, crack density), the internal forces at the most unfavorable location (bending moment M, axial compression N), and the performance limits of the core materials, and referring to similar operational tunnel reinforcement projects, material performance indicators, and tunnel cross-sectional dimensions, the initial construction parameters are determined as follows: 30 parameters for concrete layer: (Use the upper limit when the degradation is severe, such as when the attenuation exceeds 30%), strength grade C120; Steel strip parameters: steel strip thickness, steel strip width, longitudinal spacing of steel strips (for areas with large bending moments, such as the arch crown), strength grade Q355.

[0042] It is worth noting that although the strength of the existing tunnel lining 10 decreases due to tunnel deterioration, it still possesses compressive bearing capacity and contributes to some bending resistance. It needs to form a synergistic system with the concrete layer 30 and the steel strip 20, consisting of the existing tunnel lining 10 bearing pressure, the concrete layer 30 bearing main pressure, and the steel strip 20 bearing main tension. Axial pressure: The existing tunnel lining 10 and concrete layer 30 share the axial pressure according to their stiffness ratio. It is necessary to ensure that the axial pressure borne by the existing tunnel lining 10 is less than or equal to its compressive bearing capacity after deterioration. Bending moment: The existing tunnel lining 10 compression zone (the side away from the steel strip 20) bears part of the compressive stress, and the tension zone (the side close to the steel strip 20) bears the tensile stress mainly by the steel strip 20 due to the low tensile strength of the concrete. The remaining bending moment compressive stress is borne by the concrete layer 30. Constraints: First, verify the individual bearing capacity of the existing tunnel lining 10 to prevent it from failing before the reinforcing structure, and then derive the parameters of the concrete layer 30 and the steel strip 20.

[0043] As a further preferred embodiment, the second reinforcing component further includes a mortar layer disposed between the adhesive layer and the concrete layer 30. In this embodiment, the mortar layer is used to level the inner wall of the existing tunnel lining 10, thereby allowing the steel strip 20 to adhere tightly to the inner wall of the tunnel, avoiding stress concentration caused by poor contact, and further improving the reinforcement stability of this embodiment.

[0044] In one embodiment, the second reinforcing component further includes a dovetail groove 720, a first waterstop strip 710, and a first sealing body 730. The dovetail groove 720 is formed at the crack in the existing tunnel lining 10, the first sealing body 730 is filled in the dovetail groove 720, and the first waterstop strip 710 is fixed to the inner wall of the existing tunnel lining 10 to seal the dovetail groove 720.

[0045] This embodiment mainly targets the non-permeable crack 610. A dovetail groove 720 (preferably 3-5cm wide and 2-3cm deep) is chiseled along the crack. After cleaning the debris in the dovetail groove 720, polyurethane grout is injected as the first sealing body 730 (compressive strength ≥5MPa), and a water-swellable waterstop strip is embedded.

[0046] As a further preferred embodiment, the second reinforcing component further includes a semi-circular drainage pipe 740, a wire 750, and a nail 760. The semi-circular drainage pipe 740 is disposed within the dovetail groove 720, with its opening facing the crack. Both ends of the wire 750 are fixedly connected to the nail 760, which is driven into the existing tunnel lining 10. The middle section of the wire 750 abuts against the outer wall of the semi-circular drainage pipe 740 to support it. The first sealing body 730 is wrapped around the outer wall of the semi-circular drainage pipe 740, and the semi-circular drainage pipe 740 is connected to the existing tunnel drainage system. This embodiment mainly targets the seepage construction joint 620, where the semi-circular drainage pipe 740 is connected to the tunnel side ditch. Preferably, the semi-circular drainage pipe 740 is Φ75mm with a slope ≥2% to ensure smooth drainage.

[0047] In another embodiment, the second reinforcing component further includes a square groove 820, a second sealing body 840, a second waterstop strip 850, a bolt 810, and a drainage groove 830. The drainage groove 830 is embedded in the square groove 820, and the opening of the drainage groove 830 faces the crack in the existing tunnel lining 10. The drainage groove 830 includes a perforated flange 8310. The bolt 810 passes through the perforated flange 8310 to fix the drainage groove 830 to the existing tunnel lining 10. The drainage groove 830 is connected to the existing tunnel drainage system. The second sealing body 840 is filled in the square groove 820. The second waterstop strip 850 is fixed to the inner wall of the existing tunnel lining 10 to seal the square groove 820.

[0048] This embodiment mainly targets the seepage settlement joint 630. After the groove is cut, a stainless steel water receiving box is embedded inside as a drainage channel 830. The drainage channel 830 is connected to the tunnel side ditch. Preferably, the width of the water receiving box is 20cm and the height is 10cm.

[0049] Preferably, a drainage pipe 40 is installed inside the existing tunnel lining 10; wherein one end of the drainage pipe 40 is inserted into the surrounding rock fissure behind the existing tunnel lining 10, and the other end is connected to the tunnel side ditch.

[0050] This embodiment also addresses the treatment of lining cracking and water seepage, primarily used to interrupt the "water seepage-cracking-strength decay" disease chain, control the surface humidity of the lining, prevent the decline in adhesive bonding strength and accelerated carbonization of the concrete layer 30, and provide a dry working environment for the interface bonding medium and the core load-bearing structure. By interrupting the disease development chain through measures such as foundation grouting and water seepage treatment, combined with the protective effect of the concrete layer 30 on the steel strip 20, the service life of the tunnel is significantly extended, reducing the long-term occupation of traffic lines and environmental disturbance caused by premature reconstruction, which meets the social demand for long-term operation and maintenance of transportation infrastructure.

[0051] Preferably, the first reinforcing component further includes a plurality of steel pipes 50, the lower end of which is conical and has several grouting holes. The steel pipes 50 are installed underground and filled with concrete grout. The plurality of steel pipes 50 are arranged circumferentially along the tunnel arch foot line.

[0052] Specifically, steel perforated pipes 50 are laid circumferentially along the tunnel arch foot line (10-15cm from the arch foot), with longitudinal spacing consistent with the drawings. The steel perforated pipes 50 are made of seamless steel pipes, with one end sharpened and fitted with Φ8mm grouting holes (15cm spacing, arranged in a staggered pattern). A geological drilling rig is used to drill holes at a 30° angle (towards the arch foot surrounding rock), extending 0.2m beyond the length of the steel perforated pipe 50 to ensure anchorage. After inserting the steel perforated pipes 50, ultrafine cement-water glass grout is injected using a dual-liquid grouting machine, with the grouting pressure controlled at 0.5-1.0MPa, until the grouting volume reaches the design value or the pressure surges. Seven days after grouting is completed, a plate load test is conducted to check the bearing capacity of the arch foot surrounding rock, which must be ≥300kPa.

[0053] Grouting is performed on the tunnel foundation using steel pipe 50. This is mainly used to improve the weak surrounding rock at the arch foot, increase the rigidity of the foundation, avoid additional bending moments in the core structure due to uneven settlement at the arch foot, provide a rigid support foundation for the subsequent concrete-steel composite structure, and reduce the deformation stress of the core structure.

[0054] The above are merely preferred embodiments of this utility model and do not limit the patent scope of this utility model. Any equivalent structural or procedural transformations made based on the description and drawings of this utility model, or direct or indirect applications in other related technical fields, are similarly included within the patent protection scope of this utility model.

Claims

1. A reinforcement structure based on the deterioration of existing tunnel lining, characterized in that, It includes a first reinforcing component and a second reinforcing component. The first reinforcing component is connected to the existing tunnel lining. Both the first and second reinforcing components extend circumferentially along the tunnel to the arch feet on both sides of the tunnel. The second reinforcing component is connected to the first reinforcing component. The second reinforcing component covers the first reinforcing component from the inside of the tunnel. The second reinforcing component and the first reinforcing component together form an arch-shaped load-bearing structure.

2. The reinforcement structure based on the deterioration of existing tunnel lining according to claim 1, characterized in that, The first reinforcing component includes multiple steel strips and anchor bolts. The steel strips are arched, and both ends of the steel strips are connected to the arch feet on both sides of the tunnel. The multiple steel strips are distributed along the longitudinal direction of the tunnel. Several holes are opened on both the existing tunnel lining and the steel strips. The holes on the existing tunnel lining and the holes on the steel strips correspond one-to-one. The arched outer surface of the steel strips is anchored to the inner surface of the existing tunnel lining by the anchor bolts.

3. The reinforcement structure based on the deterioration of existing tunnel lining according to claim 2, characterized in that, The steel strip comprises multiple steel strip units, which are arranged circumferentially along the tunnel and are spliced ​​and fixed together.

4. The reinforcement structure based on the deterioration of existing tunnel lining according to claim 2, characterized in that, The second reinforcing component includes a concrete layer that wraps around the steel strips and connects the multiple steel strips together.

5. The reinforcement structure based on the deterioration of existing tunnel lining according to claim 4, characterized in that, The second reinforcing component also includes an adhesive layer disposed between the steel strip and the existing tunnel lining, and between the concrete layer and the existing tunnel lining.

6. The reinforcement structure based on the deterioration of existing tunnel lining according to claim 5, characterized in that, The second reinforcing component also includes a mortar layer disposed between the adhesive layer and the concrete layer.

7. The reinforcement structure based on the deterioration of existing tunnel lining according to claim 1, characterized in that, The second reinforcing component also includes a dovetail groove, a first waterstop strip, and a first sealing body. The dovetail groove is formed at the crack in the existing tunnel lining, the first sealing body is filled in the dovetail groove, and the first waterstop strip is fixed to the inner wall of the existing tunnel lining to seal the dovetail groove.

8. The reinforcement structure based on the deterioration of existing tunnel lining according to claim 7, characterized in that, The second reinforcement component also includes a semi-circular drainage pipe, a wire, and a nail. The semi-circular drainage pipe is disposed in the dovetail groove with its opening facing the crack. The two ends of the wire are fixedly connected to the nail, which is driven into the existing tunnel lining. The middle section of the wire abuts against the outer wall of the semi-circular drainage pipe to support it. The first sealing body is wrapped around the outer wall of the semi-circular drainage pipe, and the semi-circular drainage pipe is connected to the existing tunnel drainage system.

9. The reinforcement structure based on the deterioration of existing tunnel lining according to claim 1, characterized in that, The second reinforcing component also includes a square groove, a second sealing body, a second waterstop strip, bolts, and a drainage groove. The drainage groove is embedded in the square groove, and the opening of the drainage groove faces the crack in the existing tunnel lining. The drainage groove includes a perforated flange. The bolt passes through the perforated flange to fix the drainage groove to the existing tunnel lining. The drainage groove is connected to the existing tunnel drainage system. The second sealing body is filled in the square groove, and the second waterstop strip is fixed to the inner wall of the existing tunnel lining to seal the square groove.

10. The reinforcement structure based on the deterioration of existing tunnel lining according to claim 1, characterized in that, The first reinforcement component also includes multiple steel pipes, the lower end of which is conical and has several grouting holes. The steel pipes are installed underground and filled with concrete grout. The multiple steel pipes are arranged circumferentially along the tunnel arch foot line.

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