Shield tunnel structure reinforcing method based on full-ring variable-width steel plate

Abstract

The invention provides a shield tunnel structure reinforcing method based on a full-ring variable-width steel plate, and relates to the technical field of tunnel reinforcing. In order to solve the problem that in the prior art, a reinforcing method is low in efficiency, an annular main body structure is divided into a first reinforcing part and a second reinforcing part according to the bearing capacity of different parts of the annular main body structure, and a steel plate with the width being a first set value is adopted for reinforcing the first reinforcing part; a steel plate with the width being a second set value is adopted for reinforcing the second reinforcing part, the steel plate of the first reinforcing part and the steel plate of the second reinforcing part are fixed to the circumferential main body structure, the steel plate of the first reinforcing part is welded to the adjacent steel plate of the second reinforcing part, and the steel plate of the first reinforcing part close to the circumferential connecting component is welded to the adjacent steel plate of the second reinforcing part; and a closed steel ring is formed by welding with the annular connecting component. The steel plates with different widths are adopted for reinforcement according to the bearing capacity of different parts, and the reinforcement efficiency can be improved.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of tunnel reinforcement, in particular to a shield tunnel structure reinforcement method based on a full-ring variable-width steel plate. BACKGROUND

[0002] During the long-term operation of a shield tunnel, unavoidable and frequent external disturbances will cause cumulative deformation of the structure. When the radial deformation exceeds a certain threshold, the structure needs to be reinforced in time to enhance the stiffness of the tunnel structure and control the rate of deformation development, thereby ensuring the structural safety of the shield tunnel during subsequent operation.

[0003] Existing shield tunnel structure reinforcement methods are divided into single structure system reinforcement methods and combined structure system reinforcement methods. Single structure system reinforcement methods include conventional steel plate reinforcement, channel steel reinforcement, and stainless steel corrugated plate reinforcement using steel as the reinforcement material, as well as reinforcement methods using non-steel reinforcement materials such as ultra-high performance concrete, fiber-reinforced polymers, and fiber-reinforced cement-based composites. Among them, the conventional steel plate reinforcement method is the most common, which generally uses multiple steel plates welded together, with equal width along the ring direction. Patent No. CN217582123U discloses a shield tunnel whole-ring reinforcement combined structure, which includes a double-ring steel ring assembly compatible with the inner arc surface of the tunnel segment. The double-ring steel ring assembly includes an outer steel ring that can be fixed with installation nails and a special-shaped inner reinforcement assembly. As shown in the drawings, the width of the outer steel ring is equal along the ring direction, and the width of the inner reinforcement assembly is also equal along the ring direction.

[0004] The existing technology adopts the arrangement concept of equal width of the reinforcement steel plate along the ring direction, using equal-width steel plates for both the tunnel segment and the longitudinal joint. However, the bearing capacity of the longitudinal joint and the segment of the shield tunnel is significantly different, with the segment having significantly higher bearing capacity than the longitudinal joint. The conventional steel plate reinforcement method does not design the full-ring equal-width steel plate according to the stress differences of different parts of the tunnel, resulting in a large overall weight of the steel ring, high steel consumption, and complex construction process, leading to low reinforcement efficiency.

[0005] Therefore, it is of great significance to develop a shield tunnel structure reinforcement method based on a full-ring variable-width steel plate to improve the reinforcement efficiency. SUMMARY

[0006] In view of the low reinforcement efficiency of the existing shield tunnel structure reinforcement method, the present application proposes a shield tunnel structure reinforcement method based on a full-ring variable-width steel plate. The shield tunnel includes a ring main structure and a bottom bearing structure, characterized in that the reinforcement method comprises the following steps: S1, according to the bearing capacity of different parts of the ring main structure, dividing the ring main structure into a first reinforcement part and a second reinforcement part; S2, reinforcing the first reinforced part by using a steel plate with a first set width, the circumferential angle of the steel plate of the first reinforced part being a first preset angle; S3, reinforcing the second reinforced part by using a steel plate with a second set width; S4, fixing the steel plate of the first reinforced part, the steel plate of the second reinforced part and the annular main structure; S5, welding the steel plate of the first reinforced part and the steel plate of the adjacent second reinforced part; S6, installing an annular connecting member on the bottom bearing structure, welding the steel plate of the first reinforced part close to the annular connecting member and the annular connecting member, so that the steel plate of the first reinforced part, the steel plate of the second reinforced part and the annular connecting member form a closed steel ring.

[0007] Further, the first reinforced part is a tunnel longitudinal joint, the second reinforced part is a tunnel segment, and the width of the steel plate of the first reinforced part is greater than the width of the steel plate of the second reinforced part.

[0008] Further, the bottom bearing structure includes a track bed, and the annular connecting member includes two steel corbels, which are respectively installed at the left end and the right end of the track bed.

[0009] Further, the annular structure connecting member further includes at least two steel braces, the at least two steel braces are installed above the track bed, one end of the steel brace is welded to the steel corbel at the left end of the track bed, and the other end of the steel brace is welded to the steel corbel at the right end of the track bed.

[0010] Further, fixing the steel plate of the first reinforced part, the steel plate of the second reinforced part and the annular main structure includes: injecting epoxy resin glue into the gap between the steel plate of the first reinforced part and the annular main structure to fix; injecting epoxy resin glue into the gap between the steel plate of the second reinforced part and the annular main structure to fix.

[0011] Further, after injecting epoxy resin glue into the gap between the steel plate of the first reinforced part and the annular main structure to fix, it further includes: fixing the steel plate of the first reinforced part and the annular main structure by using chemical anchor.

[0012] Further, after injecting epoxy resin glue into the gap between the steel plate of the second reinforced part and the annular main structure to fix, it further includes: fixing the steel plate of the second reinforced part and the annular main structure by using chemical anchor.

[0013] Furthermore, the step of installing the two steel brackets at the left and right ends of the track bed respectively includes: using chemical anchors to install the two steel brackets at the left and right ends of the track bed respectively.

[0014] Furthermore, the first preset angle is determined based on the distribution range of the first reinforced part.

[0015] Furthermore, the number of chemical anchors is determined according to the width of the steel plate, and the number of chemical anchors corresponding to the steel plate of the first reinforcement part is greater than that of the steel plate of the second reinforcement part.

[0016] Compared with the prior art, the beneficial effects of the present invention are as follows: Firstly, this invention divides the circumferential main structure into a first reinforcement section and a second reinforcement section based on the load-bearing capacity of different parts. A steel plate with a first predetermined width is used to reinforce the first reinforcement section, and a steel plate with a second predetermined width is used to reinforce the second reinforcement section. The steel plates of the first and second reinforcement sections are fixed to the circumferential main structure. The steel plate of the first reinforcement section is welded to the adjacent steel plate of the second reinforcement section. The steel plate of the first reinforcement section closest to the circumferential connecting member is welded to the circumferential connecting member to form a closed steel ring. By dividing the circumferential main structure into a first and second reinforcement section based on the load-bearing capacity of different parts, and using steel plates of different widths for reinforcement according to the load-bearing capacity of different parts, this invention avoids over-reinforcing areas with high load-bearing capacity using conventional steel plates of uniform width, allowing reinforcement resources to more precisely match the structural stress requirements. Meanwhile, the steel plates used in areas with higher load-bearing capacity are narrower, and the overall weight of the steel ring is reduced due to the reduced amount of steel used. This facilitates the transportation, hoisting, and on-site installation of the steel plates, which helps to shorten the construction cycle and improve reinforcement efficiency.

[0017] Secondly, the first reinforcement area is the tunnel longitudinal joint, and the second reinforcement area is the tunnel segment. The width of the steel plate in the first reinforcement area is greater than that in the second reinforcement area. Since the load-bearing capacity of the tunnel longitudinal joint is significantly lower than that of the tunnel segment, using a wider steel plate in the weaker longitudinal joint (i.e., the first reinforcement area) and a narrower steel plate in the stronger segment (i.e., the second reinforcement area) allows for the allocation of reinforcement materials as needed. This avoids over-reinforcement of the segment area, concentrating materials on the longitudinal joint areas requiring reinforcement, and ensuring the overall reinforcement effect while making reinforcement resources more efficient. Simultaneously, because the steel plate width in the segment area is smaller, the overall weight of the steel ring is reduced due to the reduced steel usage, making the transportation, hoisting, and on-site installation of the steel plate more convenient, shortening the construction cycle, and improving reinforcement efficiency. Attached Figure Description

[0018] To more clearly illustrate the specific embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the specific embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of the present invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0019] Figure 1 This is a schematic diagram of shield tunnel structure reinforcement in related technologies; Figure 2 This is a flowchart of a shield tunnel structure reinforcement method based on a full-ring variable width steel plate provided by an embodiment of the present invention; Figure 3 This is a schematic diagram of the shield tunnel structure reinforcement provided in an embodiment of the present invention; Figure 4 This is a comparison diagram of horizontal convergence deformation of tunnels provided in an embodiment of the present invention; Figure 5 This is a comparison diagram of tunnel structure stiffness provided in an embodiment of the present invention.

[0020] In the diagram: 1-Longitudinal joint of the tunnel, 2-Tunnel segment, 3-Slab track, 4-Reinforced steel structure, 10-Steel plate of the first reinforcement part, 11-Steel plate of the second reinforcement part, 12-Steel bracket, 13-Steel tie rod, 14-Epoxy resin adhesive, 15-Chemical anchor bolt. Detailed Implementation

[0021] To make the objectives, technical solutions, and advantages of this invention clearer, the technical solutions of this invention will be clearly and completely described below. Obviously, the described embodiments are only a part of the embodiments of this invention, and not all of them. Based on the embodiments of this invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of this invention.

[0022] The specific embodiments of the present invention will be described below.

[0023] Figure 1 This is a schematic diagram of shield tunnel structure reinforcement in related technologies, such as... Figure 1 As shown, the shield tunnel structure includes a tunnel longitudinal joint 1, tunnel segments 2, and track bed 3. The inner wall of the shield tunnel structure is provided with a reinforcement structure 4, which includes a steel ring of equal width, a steel bracket, a steel tie rod, and chemical anchors. The steel ring is tightly connected to the tunnel segments by chemical anchors and epoxy resin adhesive. The steel ring is welded to the steel tie rod at the tunnel track bed to form a ring.

[0024] Both tunnel segments and longitudinal joints utilize steel plates of equal width. However, the load-bearing capacity of the longitudinal joints and tunnel segments in shield tunnels differs significantly, with the tunnel segments exhibiting a much higher load-bearing capacity than the longitudinal joints. Conventional steel plate reinforcement methods, which use uniformly wide steel plates across the entire ring, fail to tailor their width to the varying stress levels at different parts of the tunnel. This results in a large overall weight of the steel ring, excessive steel consumption, and a complex construction process, leading to low reinforcement efficiency.

[0025] To address the low efficiency of existing reinforcement methods, this invention divides the circumferential main structure into a first reinforcement section and a second reinforcement section based on the load-bearing capacity of different parts. A steel plate with a first predetermined width is used to reinforce the first reinforcement section, and a steel plate with a second predetermined width is used to reinforce the second reinforcement section. The steel plates of both sections are fixed to the circumferential main structure. The steel plate of the first reinforcement section is welded to the adjacent steel plate of the second reinforcement section. Finally, the steel plate of the first reinforcement section closest to the circumferential connecting member is welded to the circumferential connecting member to form a closed steel ring. By using steel plates of different widths to reinforce different parts based on their load-bearing capacity, the reinforcement efficiency can be improved.

[0026] This invention provides a method for reinforcing shield tunnel structures based on full-ring variable-width steel plates. Figure 2 This is a flowchart of a shield tunnel structure reinforcement method based on a full-ring variable-width steel plate, as provided in an embodiment of the present invention. Figure 2 As shown, the method for reinforcing shield tunnel structures based on full-ring variable-width steel plates specifically includes the following steps: S1. Based on the bearing capacity of different parts of the circumferential main structure, the circumferential main structure is divided into the first reinforcement part and the second reinforcement part.

[0027] The circumferential main structure refers to the overall structure of the shield tunnel along its circumferential direction. This structure includes tunnel segments and the longitudinal joints between them. The first and second reinforcement areas refer to the longitudinal joint area and the tunnel segment area, respectively. By identifying the differences in load-bearing capacity in different parts of the shield tunnel's circumferential main structure, two types of areas with different load-bearing capacities are determined. This provides a basis for subsequently determining the width of reinforcement steel plates in these different load-bearing capacity areas.

[0028] S2. The first reinforcement part is reinforced with a steel plate with a width of a first set value, and the circumferential angle of the steel plate of the first reinforcement part is a first preset angle.

[0029] First set value w j The width parameter is preset based on the bearing capacity of the first reinforced part. The first preset angle α refers to the angle at which the steel plate of the first reinforced part covers the tunnel circumferentially. The first preset angle α is determined based on the distribution range of the first reinforced part.

[0030] S3. Reinforce the second reinforcement portion using a steel plate with a width of the second set value. Wherein, the second set value is w. s The width parameter is preset based on the bearing capacity of the second reinforcement part.

[0031] The first reinforcement part is the longitudinal joint of the tunnel, and the second reinforcement part is the tunnel segment. The width of the steel plate in the first reinforcement part is greater than the width of the steel plate in the second reinforcement part.

[0032] Tunnel segments are prefabricated components that form the main structure of a shield tunnel and are the primary load-bearing part of the tunnel. The longitudinal joint is the connecting gap between tunnel segments in a shield tunnel. The load-bearing capacity of a tunnel segment is significantly higher than that of the longitudinal joint. This is achieved by setting the width of the steel plate in the first reinforcement section to be greater than the width of the steel plate in the second reinforcement section, i.e., a first set value w. j Greater than the second set value w s Wider steel plates are used for longitudinal joints in tunnels with weak load-bearing capacity, specifically reinforcing structural weaknesses and avoiding the problem of insufficient reinforcement of longitudinal joints by conventional steel plates of the same width, thus improving the overall structural stability. Narrower steel plates are used at tunnel segment locations to reduce unnecessary material consumption, lowering costs while ensuring reinforcement effectiveness.

[0033] S4. Fix the steel plate of the first reinforcement part and the steel plate of the second reinforcement part to the circumferential main structure.

[0034] Based on the above embodiments, the first reinforcement part is the longitudinal joint of the tunnel, and the second reinforcement part is the tunnel segment. Before the shield tunnel reinforcement construction, according to the design drawings and technical parameters, the specific installation position and boundary range of the steel plate are marked on the main circumferential structure of the tunnel to determine the installation position of the steel plate and ensure that the steel plate accurately covers the area that needs to be reinforced.

[0035] For example, fixing the steel plate of the first reinforcement portion, the steel plate of the second reinforcement portion, and the circumferential main structure includes: injecting epoxy resin adhesive into the gap between the steel plate of the first reinforcement portion and the circumferential main structure for fixing; and injecting epoxy resin adhesive into the gap between the steel plate of the second reinforcement portion and the circumferential main structure for fixing.

[0036] After installation, epoxy resin is injected between the steel plate of the first reinforcement part and the longitudinal joint of the circumferential main structure tunnel. Using the same process, epoxy resin is injected between the steel plate of the second reinforcement part and the tunnel segment of the circumferential main structure to fill the gap and form an adhesive bond.

[0037] After the steel plate at the first reinforcement location is fixed to the circumferential main structure by injecting epoxy resin adhesive into the gap, the method further includes: fixing the steel plate at the first reinforcement location to the circumferential main structure using chemical anchors.

[0038] After the steel plate at the second reinforcement location is fixed to the circumferential main structure by injecting epoxy resin adhesive into the gap, the method further includes: using chemical anchors to fix the steel plate at the second reinforcement location to the circumferential main structure.

[0039] The number of chemical anchors is determined based on the width of the steel plate, with the first reinforcement section requiring more chemical anchors than the second reinforcement section.

[0040] Chemical anchors are mechanical components used for fastening connections. They form a firm connection with the circumferential main structure of the tunnel through a chemical adhesive, providing both adhesive force and mechanical anchoring. The specific workflow for fixing with chemical anchors includes: drilling holes in the circumferential main structure according to design requirements, aligning the holes with pre-drilled holes in the steel plate; injecting chemical adhesive into the drilled holes to provide a bonding medium between the chemical anchor and the circumferential main structure; inserting the chemical anchor through the pre-drilled holes in the steel plate, ensuring tight contact between the anchor, steel plate, and circumferential main structure; and finally, after the chemical adhesive has cured, the chemical anchor, through adhesive force and mechanical locking, firmly fixing the steel plate to the circumferential main structure, completing the rigid connection between the two. Through the dual effects of chemical bonding and mechanical anchoring, chemical anchors provide high-strength connection force, ensuring a tight fit between the steel plate and the circumferential main structure, preventing loosening or slippage of the steel plate under stress, effectively transferring loads, and enhancing the load-bearing capacity of the circumferential main structure.

[0041] The steel plate is bonded to the main circumferential structure using epoxy resin adhesive and mechanically fixed with chemical anchors, preventing loosening or slippage between the steel plate and the tunnel. This ensures the steel plate can effectively transfer loads and enhances the overall rigidity of the tunnel structure. The steel plate forms rigid connections with the tunnel longitudinal joints and tunnel segments, laying the foundation for subsequent welding into a ring to jointly bear the load.

[0042] S5. Weld the steel plate of the first reinforced part to the steel plate of the adjacent second reinforced part.

[0043] Referring to the above embodiment, after the steel plates at the first reinforcement location and the adjacent steel plates at the second reinforcement location are anchored to the tunnel's circumferential main structure, the ends of the two adjacent steel plates are adjusted to align them circumferentially, ensuring that the splice gaps meet welding requirements. All adjacent tunnel longitudinal joint steel plates and tunnel segment steel plates are welded sequentially in the above manner. Welding is used to fuse the butt joint edges of adjacent steel plates, forming a continuous integral structure and eliminating splice gaps. Welding creates a continuous circumferential force-bearing system from steel plates of different widths, ensuring that the load can be effectively transferred between the longitudinal joint and the tunnel segments, avoiding stress concentration caused by splice gaps, and improving the overall rigidity of the tunnel.

[0044] S6. Install a circumferential connecting member on the bottom bearing structure, and weld the steel plate near the first reinforcement part of the circumferential connecting member to the circumferential connecting member so that the steel plate of the first reinforcement part, the steel plate of the second reinforcement part and the circumferential connecting member form a closed steel ring.

[0045] The bottom bearing structure refers to the bearing structure at the bottom of the shield tunnel related to the track. It is the installation foundation for the circumferential connecting components and bears the bottom support function of the reinforcement structure.

[0046] The bottom support structure includes a track bed, and the circumferential connecting member includes two steel brackets, which are respectively installed at the left and right ends of the track bed.

[0047] The installation of two steel brackets at the left and right ends of the track bed includes: using chemical anchors to install the two steel brackets at the left and right ends of the track bed.

[0048] The circumferential structural connector also includes at least two steel tie rods, which are installed above the track bed. One end of each tie rod is welded to a steel bracket located at the left end of the track bed, and the other end is welded to a steel bracket located at the right end of the track bed. By installing the steel brackets and tie rods on the bottom load-bearing structure, the absence of steel plates in the track bed area is compensated, ensuring the integrity of the full-ring reinforcement and preventing the bottom from becoming a weak point due to the lack of steel plates.

[0049] Adjust the steel plate at the first reinforcement section closest to the circumferential connecting member, aligning its end with the connection points of the steel bracket and steel tie rod, in preparation for welding. Weld the end of the steel plate at the first reinforcement section to the circumferential connecting member, ensuring a continuous connection between the welded steel plates of the first and second reinforcement sections and the circumferential connecting member. Through this welding operation, the steel plates of the first and second reinforcement sections, together with the circumferential connecting member, form a closed ring structure, i.e., a closed steel ring. The formation of the closed steel ring allows the reinforcement steel plates at various circumferential locations of the tunnel to work collaboratively with the bottom connecting member, evenly distributing external loads to the entire tunnel structure and effectively improving the overall rigidity of the tunnel.

[0050] Figure 3 This is a schematic diagram of the shield tunnel structure reinforcement provided in an embodiment of the present invention, as shown below. Figure 3 As shown, the reinforcement structure includes a steel plate 10 for the first reinforcement section, a steel plate 11 for the second reinforcement section, a steel bracket 12, a steel tie rod 13, epoxy resin adhesive 14, and chemical anchors 15. The steel plate 10 for the first reinforcement section is wider and serves as the reinforcement steel plate at the tunnel longitudinal joint (width is w). j The steel plate 11 in the second reinforcement section is narrower, serving as the reinforcement steel plate at the tunnel segment location (width is w). sThe circumferential angle of the reinforcing steel plate at the longitudinal joint of the tunnel is the first preset angle α, which represents the distribution range of the longitudinal joint of the tunnel.

[0051] For example, based on the characteristic that the bearing capacity of shield tunnel segments is higher than that of tunnel longitudinal joints, the width of the steel plate is specifically set to address the difference in bearing capacity between the tunnel longitudinal joints and tunnel segments. A deformed shield tunnel with an outer diameter of 6.0 m, an inner diameter of 5.4 m, and a ring width of 1.2 m, subjected to top load, is used as the reinforcement object for a refined finite element simulation. This allows for a comparison of the improvement effects on the bearing capacity of the shield tunnel using the conventional full-ring constant-width steel plate reinforcement method and the full-ring variable-width steel plate reinforcement method in this embodiment. In the conventional full-ring constant-width steel plate reinforcement method, the steel plate thickness is 20 mm, the width is 0.85 m, the steel consumption is approximately 1878 kg, the number of chemical anchors is 74, and the epoxy resin coating area is approximately 12 m². 2 In this embodiment, the steel plate thickness is 20 mm, and the width w at the longitudinal joint is... j The circumferential angle α is 0.85 m and 24 m respectively. o The width w at the segment s The length is 0.4 m, the steel consumption is approximately 1291.4 kg, the number of chemical anchors is 50, and the epoxy resin coating area is approximately 8.3 m². 2 .

[0052] Figure 4 This is a comparison diagram of horizontal convergence deformation of tunnels provided in an embodiment of the present invention. Figure 5 This is a comparison diagram of tunnel structure stiffness provided in an embodiment of the present invention. From... Figure 4 As can be seen, after reinforcing the deformed shield tunnel, the curve of the tunnel's horizontal convergence displacement as a function of the load at the tunnel top obtained by the full-ring variable-width steel plate reinforcement method in this embodiment basically coincides with the curve of the tunnel's horizontal convergence displacement as a function of the load at the tunnel top obtained by the conventional full-ring constant-width steel plate reinforcement method. Furthermore, in the later stages of loading, the convergence displacement of the tunnel reinforced with full-ring variable-width steel plates is less than that of the tunnel reinforced with full-ring constant-width steel plates. The tunnel's horizontal convergence displacement is... D represents the load on the tunnel roof, measured in mm. P represents the load on the tunnel roof, measured in kPa. From Figure 5 As can be seen, after reinforcing the deformed shield tunnel, the curve of the tunnel structure stiffness obtained by the full-ring variable width steel plate reinforcement method in this embodiment as a function of the top load in the later stage of loading basically coincides with the curve of the tunnel structure stiffness obtained by the conventional full-ring constant width steel plate reinforcement method as a function of the top load. The tunnel structure stiffness is... P / D indicates that the unit is kPa / mm. P represents the change in load at the tunnel top. This indicates that the two reinforcement methods have comparable effects on improving the tunnel's bearing capacity. However, compared to the conventional full-ring constant-width steel plate reinforcement method, the full-ring variable-width steel plate reinforcement method provided in this embodiment reduces steel consumption by 31.2%, epoxy resin coating area by 30.8%, and chemical anchor usage by 32.4%. This demonstrates that while maintaining comparable performance improvement in the bearing capacity of shield tunnel structures as the conventional full-ring constant-width steel plate reinforcement method, the full-ring variable-width steel plate reinforcement method significantly reduces material and construction costs by decreasing steel consumption, epoxy resin coating usage, and the number of chemical anchors, achieving cost reduction with the same effect. This provides a more economical solution for shield tunnel structure reinforcement.

[0053] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them; although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some or all of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the technical solutions of the embodiments of the present invention.

Claims

1. A method for reinforcing a shield tunnel structure based on a full-ring variable-width steel plate, wherein the shield tunnel comprises a circumferential main structure and a bottom bearing structure, characterized in that, Reinforcement methods include: S1. Based on the bearing capacity of different parts of the circumferential main structure, the circumferential main structure is divided into the first reinforcement part and the second reinforcement part. S2. The first reinforcement part is reinforced with a steel plate with a width of a first preset value, and the circumferential angle of the steel plate of the first reinforcement part is a first preset angle. S3. The second reinforcement part is reinforced with a steel plate with a width of the second set value; S4. Fix the steel plate of the first reinforcement part and the steel plate of the second reinforcement part to the circumferential main structure; S5. Weld the steel plate of the first reinforced part to the steel plate of the adjacent second reinforced part; S6. Install a circumferential connecting member on the bottom bearing structure, and weld the steel plate near the first reinforcement part of the circumferential connecting member to the circumferential connecting member so that the steel plate of the first reinforcement part, the steel plate of the second reinforcement part and the circumferential connecting member form a closed steel ring.

2. The shield tunnel structure reinforcement method based on a full-ring variable width steel plate according to claim 1, characterized in that, The first reinforcement part is the longitudinal joint of the tunnel, and the second reinforcement part is the tunnel segment. The width of the steel plate of the first reinforcement part is greater than the width of the steel plate of the second reinforcement part.

3. The shield tunnel structure reinforcement method based on a full-ring variable width steel plate according to claim 1, characterized in that, The bottom bearing structure includes a track bed, and the circumferential connecting member includes two steel brackets, which are respectively installed at the left and right ends of the track bed.

4. The shield tunnel structure reinforcement method based on a full-ring variable-width steel plate according to claim 3, characterized in that, The circumferential structural connector also includes at least two steel tie rods, which are installed above the track bed. One end of each steel tie rod is welded to a steel bracket located at the left end of the track bed, and the other end of each steel tie rod is welded to a steel bracket located at the right end of the track bed.

5. The shield tunnel structure reinforcement method based on a full-ring variable width steel plate according to claim 1, characterized in that, Fixing the steel plate of the first reinforcement portion and the steel plate of the second reinforcement portion to the circumferential main structure includes: Epoxy resin adhesive is injected into the gap between the steel plate at the first reinforcement location and the circumferential main structure for fixation; Epoxy resin adhesive is injected into the gap between the steel plate at the second reinforcement location and the circumferential main structure for fixation.

6. The shield tunnel structure reinforcement method based on a full-ring variable width steel plate according to claim 5, characterized in that, After the steel plate at the first reinforcement location is fixed to the circumferential main structure by injecting epoxy resin adhesive into the gap, the method further includes: Chemical anchors are used to fix the steel plate of the first reinforced part to the circumferential main structure.

7. The shield tunnel structure reinforcement method based on a full-ring variable-width steel plate according to claim 6, characterized in that, After the steel plate at the second reinforcement location is fixed to the circumferential main structure by injecting epoxy resin adhesive into the gap, the method further includes: Chemical anchors are used to fix the steel plate of the second reinforcement part to the circumferential main structure.

8. The shield tunnel structure reinforcement method based on full-ring variable width steel plate according to claim 3, characterized in that, The step of installing two steel brackets at the left and right ends of the track bed, respectively, includes: The two steel brackets were installed at the left and right ends of the track bed using chemical anchors.

9. The method for reinforcing shield tunnel structures based on full-ring variable-width steel plates according to claim 1, characterized in that, The first preset angle is determined based on the distribution range of the first reinforced part.

10. The shield tunnel structure reinforcement method based on a full-ring variable-width steel plate according to claim 7, characterized in that, The number of chemical anchors is determined according to the width of the steel plate, and the number of chemical anchors corresponding to the steel plate of the first reinforcement part is more than that of the steel plate of the second reinforcement part.

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