A segment reinforcing device for shield tunneling

Abstract

The utility model relates to a kind of segment reinforcing device for shield tunnel, steel ring is compatible with the segment of shield tunnel to be reinforced, the side of steel ring is open, and two steel corbels are located at the opposite sides of the open end of steel ring respectively, the outer peripheral wall of steel ring is attached to the inner peripheral wall of the segment of shield tunnel to be reinforced, steel ring is fixedly connected with the segment of shield tunnel to be reinforced by chemical anchor bolt, the outer wall of two steel corbels is respectively used to be attached to the opposite two side walls of ballast in the segment of shield tunnel to be reinforced and is connected;Compared with the traditional shield tunnel segment reinforcing mode, while improving the strength of shield tunnel segment, it can keep consistent with the existing shield tunnel segment posture, and does not affect the normal use function of shield tunnel, does not occupy shield tunnel space, reduces the risk of shield tunnel segment deformation.

Description

Technical Field

[0001] This utility model relates to the field of building engineering technology, and in particular to a segment reinforcement device for shield tunnels. Background Technology

[0002] Since the rise of the subway industry, urban underground rail transit has been crisscrossing the city. With the continuous development of surrounding cities, the surrounding environment has been disturbed to varying degrees, resulting in different degrees of deterioration in subway tunnels and damage to some tunnel segments.

[0003] Currently, the main method for dealing with tunnel deformation cracks in China is to use vertical steel frames connected to the inner wall of the shield tunnel segments as internal supports for reinforcement, thereby reducing the aggravation of tunnel deterioration.

[0004] However, existing reinforcement technologies not only reduce the internal space of shield tunnels, creating the risk of lane encroachment affecting traffic, but also involve a lot of internal work, a long construction period, and numerous other risks such as increased deformation. Utility Model Content

[0005] In view of the shortcomings of the existing technology, the purpose of this utility model is to provide a segment reinforcement device for shield tunnels. Its advantages are that it can maintain the same posture as the existing shield tunnel segments, does not affect the normal use function of the shield tunnel, does not occupy the space of the shield tunnel, improves the strength of the shield tunnel segments, and reduces the risk of shield tunnel segment deformation.

[0006] The above-mentioned utility model objective is achieved through the following technical solution: This utility model provides a shield tunnel segment reinforcement device, including a steel ring and two steel brackets; the steel ring is adapted to the shield tunnel segment to be reinforced, one side of the steel ring is open, the two steel brackets are both disposed on the inner peripheral wall of the steel ring, and the two steel brackets are respectively located on opposite sides of the open end of the steel ring, the steel ring is disposed inside the shield tunnel segment to be reinforced, the outer peripheral wall of the steel ring is fitted with the inner peripheral wall of the shield tunnel segment to be reinforced, the steel ring is fixedly connected to the shield tunnel segment to be reinforced by chemical anchors, and the outer walls of the two steel brackets are respectively used to fit and connect with the opposite side walls of the track bed inside the shield tunnel segment to be reinforced.

[0007] Preferably, the shield tunnel segment reinforcement device provided by this utility model further includes a steel tie plate, which is located on the upper part of the track bed, and the opposite ends of the steel tie plate are respectively connected to two steel brackets.

[0008] Preferably, in the shield tunnel segment reinforcement device provided by this utility model, the steel ring is divided into N arc-shaped steel plates, and each arc-shaped steel plate is fixed to the inner circumferential wall of the shield tunnel segment to be reinforced by the chemical anchor. The N arc-shaped steel plates are welded in sequence to form the steel ring, wherein N is a natural number greater than or equal to 5 and less than or equal to 7.

[0009] Preferably, in the shield tunnel segment reinforcement device provided by this utility model, the width of the steel ring is smaller than the width of the shield tunnel segment to be reinforced.

[0010] Preferably, in the shield tunnel segment reinforcement device provided by this utility model, the thickness of the steel ring ranges from 25mm to 35mm.

[0011] Preferably, in the shield tunnel segment reinforcement device provided by this utility model, the length of the chemical anchor bolt protruding from the surface of the arc-shaped steel plate is less than or equal to 30mm.

[0012] Preferably, in the shield tunnel segment reinforcement device provided by this utility model, the anchoring depth of the chemical anchor is greater than or equal to 125mm.

[0013] Preferably, in the shield tunnel segment reinforcement device provided by this utility model, the gap between the outer peripheral wall of the arc-shaped steel plate and the inner peripheral wall of the shield tunnel segment to be reinforced is less than or equal to 20mm.

[0014] Preferably, in the shield tunnel segment reinforcement device provided by this utility model, each of the arc-shaped steel plates is provided with M rows of reserved holes, where M is a natural number greater than or equal to 1.

[0015] Preferably, in the shield tunnel segment reinforcement device provided by this utility model, the distance between the reserved hole at the edge and the edge of the arc-shaped steel plate is in the range of 80mm-100mm.

[0016] In summary, the beneficial technical effects of this utility model are as follows: The shield tunnel segment reinforcement device provided in this application includes a steel ring and two steel brackets; the steel ring is adapted to the shield tunnel segment to be reinforced, one side of the steel ring is open, and the two steel brackets are both set on the inner peripheral wall of the steel ring, and the two steel brackets are respectively located on opposite sides of the open end of the steel ring. The steel ring is set inside the shield tunnel segment to be reinforced, and the outer peripheral wall of the steel ring is fitted with the inner peripheral wall of the shield tunnel segment to be reinforced. The steel ring is fixedly connected to the shield tunnel segment to be reinforced by chemical anchors. The outer walls of the two steel brackets are respectively used to fit and connect with the opposite side walls of the track bed inside the shield tunnel segment to be reinforced. Compared with the traditional shield tunnel segment reinforcement method, while improving the strength of the shield tunnel segment, it can maintain the same posture as the existing shield tunnel segment, and does not affect the normal use function of the shield tunnel, does not occupy the shield tunnel space, and reduces the risk of shield tunnel segment deformation. Attached Figure Description

[0017] Figure 1 This is a cross-sectional view of the shield tunnel segment reinforcement device provided in this embodiment of the utility model.

[0018] Figure 2 This is a schematic diagram of the assembly of the shield tunnel segment reinforcement device provided in this embodiment of the utility model.

[0019] Figure 3 This is a cross-sectional layout diagram of the shield tunnel segment reinforcement device provided in this embodiment of the utility model.

[0020] Figure 4 This is a diagram showing the opening arrangement of the segment reinforcement device for shield tunnels provided in this embodiment of the utility model.

[0021] Figure 5 This is a schematic diagram of the weld bevel structure of two adjacent steel ring segments in the shield tunnel segment reinforcement device provided in this embodiment of the utility model.

[0022] Figure 6 This utility model provides a schematic diagram of the connection structure between the shield tunnel segments and the reinforcement device in the shield tunnel segment reinforcement device.

[0023] Figure 7 This is a cross-sectional view of a shield tunnel segment provided in an embodiment of this utility model.

[0024] Figure 8 This is a schematic diagram of the symmetrical steel brackets on both sides in the construction method of the shield tunnel segment reinforcement device provided in this embodiment of the utility model.

[0025] Figure 9 yes Figure 8 Enlarged view of point A in the middle.

[0026] Figure 10This is a schematic diagram of the structure of the shield tunnel segment reinforcement device provided in this embodiment of the utility model, in which the reinforcement device is reinforced on the shield tunnel segment.

[0027] Figure 11 This is a schematic diagram of the structure for restoring the track bed and related pipelines during the construction process of the shield tunnel segment reinforcement device provided in the second embodiment of this utility model.

[0028] In the figure, 1 is the segment reinforcement device; 10 is the steel ring; 11 is the arc-shaped steel plate; 111 is the reserved hole; 20 is the steel bracket; 30 is the steel tie plate; 40 is the chemical anchor; 2 is the shield tunnel segment to be reinforced; 21 is the track bed; 211 is the drainage ditch. Detailed Implementation

[0029] The present invention will be further described in detail below with reference to the accompanying drawings.

[0030] Reference Figures 1 to 3 This utility model discloses a shield tunnel segment reinforcement device 1, comprising a steel ring 10 and two steel brackets 20. The steel ring 10 is adapted to the shield tunnel segment 2 to be reinforced. One side of the steel ring 10 is open. The two steel brackets 20 are both disposed on the inner peripheral wall of the steel ring 10, and the two steel brackets 20 are respectively located on opposite sides of the open end of the steel ring 10. The steel ring 10 is disposed inside the shield tunnel segment 2 to be reinforced, and the outer peripheral wall of the steel ring 10 is in contact with the inner peripheral wall of the shield tunnel segment 2 to be reinforced. The steel ring 10 is fixedly connected to the shield tunnel segment 2 to be reinforced by chemical anchor bolts 40. The outer walls of the two steel brackets 20 are respectively used to fit and connect with the opposite side walls of the track bed 21 inside the shield tunnel segment 2 to be reinforced. Compared with the traditional shield tunnel segment reinforcement method, while improving the strength of the shield tunnel segment, it can maintain the same posture as the existing shield tunnel segment, without affecting the normal use function of the shield tunnel, without occupying the shield tunnel space, and reducing the risk of shield tunnel segment deformation.

[0031] Specifically, with Figure 1 Taking the orientation shown as an example, two steel brackets 20 are respectively set on the inner peripheral walls of the left and right sides of the opening end of the steel ring 10.

[0032] The thickness of the steel ring 10 ranges from 25mm to 35mm. In this embodiment, the thickness of the steel ring 10 is 30mm.

[0033] It should be noted that the steel bracket is a component well known to those skilled in the art, and its structure will not be described in detail here.

[0034] Furthermore, in this embodiment, the width of the steel ring 10 is smaller than the width of the shield tunnel segment 2 to be reinforced.

[0035] For example, the width of the shield tunnel segment 2 to be reinforced is 1.5m, and the width of the steel ring 10 is 1.2m.

[0036] Furthermore, the shield tunnel segment reinforcement device 1 provided in this embodiment also includes a steel tie plate 30, which is located on the upper part of the track bed 21. The two opposite ends of the steel tie plate 30 are respectively connected to two steel brackets 20. By setting the steel tie plate 30, the strength of the steel ring 10 is improved.

[0037] Furthermore, in this embodiment, for ease of installation, the steel ring 10 is divided into N arc-shaped steel plates 11. Each arc-shaped steel plate 11 is fixed to the inner circumferential wall of the shield tunnel segment 2 to be reinforced by chemical anchors 40. The N arc-shaped steel plates 11 are welded in sequence to form the steel ring 10, where N is a natural number greater than or equal to 5 and less than or equal to 7.

[0038] Among them, the length of the chemical anchor 40 exposed on the surface of the arc-shaped steel plate 11 is less than or equal to 30mm, and the effective anchoring depth of the chemical anchor 40 is not less than 125mm. That is to say, the anchoring depth of the chemical anchor 40 is greater than or equal to 125mm.

[0039] Continue to refer to Figure 6 The gap between the outer peripheral wall of the arc-shaped steel plate 11 and the inner peripheral wall of the shield tunnel segment 2 to be reinforced shall be less than or equal to 20 mm. The longitudinal joint stiffness between two adjacent arc-shaped steel plates 11 shall be less than 1 mm, and the circumferential joint height difference shall be less than 5 mm.

[0040] During construction, the gap between the outer peripheral wall of the steel ring 10 and the inner peripheral wall of the shield tunnel segment 2 to be reinforced is filled with epoxy resin, and the amount used is based on the actual amount injected.

[0041] Continue to refer to Figure 4 In this embodiment, each arc-shaped steel plate 11 is provided with M rows of reserved holes, where M is a natural number greater than or equal to 1.

[0042] Specifically, such as Figure 4 As shown, each curved steel plate 11 has three rows of reserved holes. The distance between the reserved holes located at the edge and the edge of the curved steel plate 11 ranges from 80mm to 100mm. Generally, the distance between the reserved hole and the edge of the weld is 100mm. In special cases, the maximum distance between the reserved hole and the edge of the weld is between 280mm and 333mm.

[0043] During construction, a flatbed truck is used to transport the arc-shaped steel plate 11 for installing the steel bracket 20 to the site. A monorail beam is used to horizontally rotate and hoist the arc-shaped steel plate 11 into place. The arc-shaped steel plate 11 is then connected to the shield tunnel segment 2 to be reinforced, with the outer wall of the steel bracket 20 fitting snugly against the outer wall of the track bed 21. Then, a flatbed truck is used to transport the connecting arc-shaped steel plates 11 to the site, and a robotic arm is used to hoist the adjacent arc-shaped steel plates 11 into place. After the adjacent arc-shaped steel plates 11 are hoisted into place, expansion bolts are used for temporary fixation. According to the adjacent... Drill holes 111 on the pre-reserved holes 111 on the shield tunnel segment 2 to be reinforced. After drilling, clean the holes. After cleaning, put the anchoring adhesive into the glue gun sleeve, put the glue gun sleeve into the glue injection gun, and insert the glue gun into the root of the hole to inject the adhesive. Install chemical anchors 40 in the pre-reserved holes and glue injection holes of the adjacent arc-shaped steel plates 11. Remove the expansion bolts used to temporarily fix the adjacent arc-shaped steel plates 11. Weld the joints between two adjacent arc-shaped steel plates 11. Repeat the above steps until the installation of the top arc-shaped steel plates 11 is completed.

[0044] Continue to refer to Figure 5 In this embodiment, the butt joint between two adjacent arc-shaped steel plates 11 is bevel welded and CO2 gas shielded welding is used during welding. Before welding, debris within 50mm on both sides of the weld should be removed and polished until the metal luster is exposed.

[0045] Reference Figure 7 The construction method of the shield tunnel segment reinforcement device 1 provided in this embodiment includes the following steps:

[0046] S101. Perform a three-dimensional scan of the shield tunnel segment 2 to be reinforced to form a point cloud model of the inner lining arc surface contour. Model the segment based on the point cloud model of the inner lining arc surface contour and obtain the radius of curvature of each arc steel plate 11 in the steel ring 10.

[0047] Specifically, the exact size of the steel ring 10 needs to be determined based on the on-site layout of each ring. A 3D scanner is used to perform a 3D scan of the shield tunnel segment 2 to be reinforced to form a point cloud model of the inner lining arc surface contour. Based on the point cloud model of the inner lining arc surface contour, a model is created to simulate the misalignment relationship and out-of-roundness of the shield tunnel segments. Based on the modeled shield tunnel segments, the radius of curvature of each arc steel plate 11 in the steel ring 10 is obtained, and the distance from the busbar to the arch top of the shield tunnel segment 2 to be reinforced is measured to ensure that the steel ring 10 maintains a safe insulation distance from the contact wire on the busbar after installation.

[0048] Two sections were cut from the steel ring 10 at a distance of 40mm from the two circumferential seams, that is, two sections were cut at 0.4m and 1.1m respectively, for the fabrication of the steel ring 10 model.

[0049] It should be noted that, considering construction errors during the processing, the allowable deviation of the machining dimensions of steel ring 10 is ±2mm.

[0050] S102. Fabricate a steel ring 10 that is compatible with the shield tunnel segment 2 to be reinforced, and make a reserved hole 111 on each arc-shaped steel plate 11 in the steel ring 10.

[0051] Specifically, the steel ring 10 is made of Q355 steel plate. The single ring steel ring 10 is designed to be spliced ​​together by 7 arc-shaped steel plates 11. Each arc-shaped steel plate 11 is fixed to the shield tunnel segment 2 to be reinforced by chemical anchor bolts 40. The butt joint between two adjacent arc-shaped steel plates 11 is welded by bevel welding.

[0052] The end faces of the butt joints of each arc-shaped steel plate 11 are sandblasted, and the coefficient of friction is 0.45.

[0053] In this embodiment, each arc-shaped steel plate 11 is provided with reserved holes for installing chemical anchor bolts 40. Each arc-shaped steel plate 11 has 3 rows of reserved holes. The reserved holes located at the edge are spaced 80mm-100mm apart from the edge of the arc-shaped steel plate 11. Generally, the distance between the reserved hole and the edge of the weld is 100mm. In special cases, the maximum distance between the reserved hole and the edge of the weld is between 280mm-333mm.

[0054] Before each curved steel plate 11 arrives on site, its surface is coated with a spray-type polyurea elastomer (SPUR) for corrosion protection. The surface of each curved steel plate 11 should be sandblasted or shot-blasted to achieve a rust removal grade of Sa2.5, with a surface roughness Rz of 40–70 μm. Then, one coat of epoxy zinc-rich primer is applied, followed by two coats of epoxy micaceous iron oxide intermediate paint. After curing, three coats of chlorinated rubber topcoat are applied. The coating thickness is uniform, and the adhesion is firm and tight, with no defects such as peeling, cracking, pinholes, or improper coating and pressing. The back side is not treated with anti-corrosion measures, only rust removal.

[0055] According to the process requirements, steel rings 10 need to be manufactured in the factory in advance, painted, and then transported to the site. S103. Before installing the segment reinforcement device 1, the pipelines in the shield tunnel segment 2 to be reinforced need to be relocated.

[0056] Specifically, before formally carrying out the steel ring 10 reinforcement, the pipeline relocation must be completed first. A thorough investigation should be conducted on the types and quantities of pipelines and equipment involved in the relocation area. The main pipelines involved include pipeline supports, overhead ground cables, fire water pipes, fire protection facilities, signs, strong and weak current, monitoring facilities, etc. Other special equipment such as video surveillance, monitoring prisms, and total stations are also included.

[0057] S104. Install segment reinforcement device 1 on the inner circumferential wall of the shield tunnel segment 2 to be reinforced.

[0058] Specifically, before the formal assembly of steel ring 10, a pre-assembly should be carried out to evaluate the assembly effect and control the assembly accuracy.

[0059] Continue to refer to Figures 8 to 10 In this embodiment, S104, installing the segment reinforcement device 1 on the inner peripheral wall of the shield tunnel segment 2 to be reinforced, includes:

[0060] S1041. Cut and remove the water ditches 211 on both sides of the track bed 21 inside the shield tunnel segment 2 to be reinforced, and grout the gap between the shield tunnel segment 2 to be reinforced and the track bed 21.

[0061] Specifically, in order to minimize the impact of construction on existing line equipment and facilities, only the drainage ditches 211 on both sides of the track bed 21 will be cut and removed, with the depth perpendicular to the shield tunnel segments. The sides of the cut track bed 21 will be roughened. After the drainage ditches 211 are removed and cleaned, the gap between the shield tunnel segments and the track bed 21 needs to be grouted.

[0062] It should be noted that damage to the sleepers and tracks is strictly prohibited.

[0063] S1042. Fix the steel ring 10 to the inner circumferential wall of the shield tunnel segment 2 to be reinforced.

[0064] S1042, fixing the steel ring 10 to the inner circumferential wall of the shield tunnel segment 2 to be reinforced, includes:

[0065] S10421. An arc-shaped steel plate 11 with a steel bracket 20 is installed in the segment reinforcement device 1 on the inner peripheral wall of the shield tunnel segment 2 to be reinforced.

[0066] In this embodiment, S10421, installing the arc-shaped steel plate 11 with steel bracket 20 in the segment reinforcement device 1 installed on the inner peripheral wall of the shield tunnel segment 2 to be reinforced, includes:

[0067] S104211. The curved steel plate 11 with steel brackets 20 installed is transported to the site using a flatbed truck, and the curved steel plate 11 with steel brackets 20 installed is hoisted into place using a monorail beam.

[0068] Specifically, steel brackets 20 are fabricated on-site according to the cutting dimensions of the track bed 21; the arc-shaped steel plate 11 with steel brackets 20 installed is transported to the site using a special flatbed truck, and the arc-shaped steel plate 11 with steel brackets 20 installed is hoisted into place using a single-rail beam, so that the outer wall of the steel bracket 20 is fitted and connected to the outer wall of the track bed 21.

[0069] S104212. The arc-shaped steel plate 11 with steel bracket 20 is fixed to the shield tunnel segment 2 to be reinforced by expansion bolts.

[0070] S10422. Install adjacent arc-shaped steel plates 11 on the inner peripheral wall of the shield tunnel segment 2 to be reinforced.

[0071] In this embodiment, S10422, installing adjacent arc-shaped steel plates 11 on the inner peripheral wall of the shield tunnel segment 2 to be reinforced, includes:

[0072] S104221. Use a flatbed truck to transport the curved steel plate 11 to the site, and use a robotic arm to hoist the adjacent curved steel plate 11 into place.

[0073] Specifically, based on the installation of the corbel, the adjacent curved steel plate 11 is laid out on site and processed. The curved steel plate 11 is transported to the site using a flatbed truck, and the adjacent curved steel plate 11 is hoisted into place using a robotic arm.

[0074] S104222. After the adjacent arc-shaped steel plate 11 is hoisted into place, expansion bolts are used to temporarily fix the adjacent arc-shaped steel plate 11.

[0075] Specifically, after the adjacent arc-shaped steel plate 11 is hoisted into place, it is temporarily secured with 8.8 grade M16 expansion bolts. The expansion bolts are arranged at the four corners and the middle of the adjacent arc-shaped steel plate 11, with 8 bolts above the arch and 6 bolts below the arch, and the effective anchoring depth is not less than 125mm.

[0076] It should be noted that the main reinforcement bars of the shield tunnel segments, segment joints, and pipelines must be avoided.

[0077] The gap between the arc-shaped steel plate 11 and the shield tunnel segment is less than or equal to 20mm. If the segment is misaligned or otherwise affected, adjustments can be made according to the actual situation on site. In principle, the gap between the arc-shaped steel plate 11 and the shield tunnel segment should be minimized as much as possible.

[0078] S104223. Drill holes in the shield tunnel segment 2 to be reinforced according to the positions of the reserved holes 111 on the adjacent arc-shaped steel plate 11; after drilling, clean the holes.

[0079] Specifically, the drilling diameter is 18mm, the hole depth is 160mm, and the drill rod length is no more than 250mm.

[0080] After drilling is completed, the borehole is cleaned three times using an air blower, starting from the deepest part of the hole, and repeated at least three times until no dust is blown out. Next, the inner circumference of the borehole is brushed three times with a steel brush of the same diameter as the borehole to remove loose concrete residue. Finally, the borehole is cleaned three more times using an air blower.

[0081] S104224. After cleaning the hole, put the anchoring adhesive into the glue gun sleeve, put the glue gun sleeve into the glue gun, and press the glue gun into the root of the drill hole to inject the adhesive.

[0082] Specifically, place the anchoring adhesive into the glue gun sleeve. It is important to note that damaged packaging or an unclean glue gun sleeve is strictly prohibited. Cut the nozzle (including the extension tube) to approximately 10mm shorter than the drilling depth to ensure that the adhesive is injected from the very top of the anchor bolt hole. Simultaneously, wrap adhesive tape around the base of the nozzle, ensuring this portion is large enough to completely block the anchor bolt hole. The cut section must not be in the mixer section. Install the mixing nozzle onto the anchoring adhesive. Insert the glue gun sleeve into the glue gun. Discard the anchoring adhesive that flows out after the first three trigger pulls. Insert the retaining ring into the cleaned anchor bolt hole. Press the glue gun against the very base of the anchor bolt hole and inject adhesive, keeping the gun stationary until no more adhesive can be injected, ensuring the anchor bolt hole is completely filled. Press the retaining ring into the injection hole by hand and remove the glue gun.

[0083] S104225. Install chemical anchors 40 in the reserved holes and injection holes of the adjacent curved steel plate 11.

[0084] Specifically, wrap the exposed part of the screw to be installed below the burial depth line with paper or tape to prevent the dripping adhesive from sticking to the screw and making it impossible to tighten the nut.

[0085] S104226. Remove the expansion bolts used to temporarily fix the adjacent arc-shaped steel plate 11.

[0086] S104227. Weld the seam between two adjacent curved steel plates 11.

[0087] Specifically, the butt joint between two adjacent curved steel plates 11 is welded using a bevel weld and gas shielded welding, with a weld grade of Class II. Due to the excessive length of the weld, to prevent deformation, the weld is divided into 5 sections. Sections 1, 3, and 5 are welded first, followed by sections 2 and 4 to complete the weld. Each section is welded in three stages. When performing multi-layer welding, the welding should be continuous. After each weld pass is completed, weld slag and surface spatter should be cleaned promptly. If any defects affecting the weld quality are found, they should be removed before welding can continue. If welding is interrupted, appropriate post-heating and heat preservation measures should be taken. When resuming welding, the reheating temperature should be higher than the initial preheating temperature.

[0088] When inspecting welds, the first step is to check the appearance. Defects such as incomplete welding, root shrinkage, undercut, and poor joints are not allowed. Surface porosity, slag inclusions, cracks, and arc strikes are also not allowed. Finally, after the appearance is deemed acceptable, ultrasonic non-destructive testing is performed, and the results are recorded accordingly.

[0089] S10423. Install the capping arc-shaped steel plate 11 on the inner top wall of the shield tunnel segment 2 to be reinforced.

[0090] It should be noted that the installation process of the capping arc-shaped steel plate 11 is basically the same as the installation process of the connecting arc-shaped steel plate 11, so the installation process of the capping arc-shaped steel plate 11 will not be described in detail here.

[0091] S10424. Install a steel tie plate 30 between the two steel brackets 20.

[0092] Specifically, the length of the steel tie plate 30 is determined based on the site layout, and at least one steel tie plate 30 should be installed for each steel ring 10. If the center deviation between a single steel tie plate 30 and the steel bracket 20 is greater than 100mm, then two steel tie plates 30 should be installed, with a combined area of ​​not less than 3000mm². 2 .

[0093] It should be noted that after the steel ring 10 is installed as a whole, the weld seam is treated with anti-corrosion measures.

[0094] S1043. Epoxy resin is filled between the outer peripheral wall of the steel ring 10 and the inner peripheral wall of the shield tunnel segment 2 to be reinforced.

[0095] Specifically, after the steel ring 10 is welded into a ring and treated with anti-corrosion, back filling work should be carried out immediately. The steel ring 10 is sealed with epoxy putty, and the reserved grouting holes are filled with epoxy resin by pressure injection.

[0096] In this embodiment, S1043, filling the space between the outer peripheral wall of the steel ring 10 and the inner peripheral wall of the shield tunnel segment 2 to be reinforced with epoxy resin includes:

[0097] S10431. Epoxy sealant is applied to the opposite sides of the installed steel ring 10, and grouting holes and injection holes are reserved on the epoxy sealant.

[0098] Specifically, before grouting, epoxy putty is used to seal both sides of the steel ring 10 to prevent a large amount of epoxy resin from being lost. Grouting holes and injection holes are reserved on the epoxy putty. Grouting holes are arranged in a staggered pattern on both sides of the steel ring 10. The number of grouting holes varies from 2 to 6 depending on the size of the arc-shaped steel plate 11.

[0099] S10432. The grouting pump injects epoxy resin into the space between the outer peripheral wall of the steel ring 10 and the inner peripheral wall of the shield tunnel segment 2 to be reinforced through the grouting hole until the epoxy resin overflows from the grouting hole and stops.

[0100] Specifically, a mobile working platform is set up using a mobile flatbed, and epoxy resin is injected using a small electric grouting pump. Grouting should be carried out in multiple stages from bottom to top until epoxy resin overflows from the pre-reserved grout outlet at the top, so as to ensure that the filling is dense.

[0101] When using a one-way water-stop reverse pressure ring grouting nozzle, the grouting pressure is controlled between 0.1 and 0.2 MPa. After grout appears in the discharge hole, the pressurization is stopped. After sealing the vent hole with epoxy putty, the pressure is maintained at a lower level for 10 minutes before the process ends.

[0102] S105. Restore the pipelines inside the shield tunnel segment 2 to be reinforced.

[0103] Continue to refer to Figure 11 In this embodiment, the original drainage pipelines inside the shield tunnel are permanently restored according to design requirements. After the steel ring 10 is constructed, the drainage ditch 211 is restored according to design requirements.

[0104] The shield tunnel segment reinforcement device 1 provided in this application includes a steel ring 10 and two steel brackets 20. The steel ring 10 is adapted to the shield tunnel segment 2 to be reinforced. One side of the steel ring 10 is open. The two steel brackets 20 are both disposed on the inner peripheral wall of the steel ring 10, and the two steel brackets 20 are respectively located on opposite sides of the open end of the steel ring 10. The steel ring 10 is disposed inside the shield tunnel segment 2 to be reinforced, and the outer peripheral wall of the steel ring 10 is fitted with the inner peripheral wall of the shield tunnel segment 2 to be reinforced. The 0 is fixedly connected to the shield tunnel segment 2 to be reinforced by chemical anchor bolts 40. The outer walls of the two steel brackets 20 are respectively used to fit and connect with the opposite side walls of the track bed 21 inside the shield tunnel segment 2. Compared with the traditional shield tunnel segment reinforcement method, while improving the strength of the shield tunnel segment, it can maintain the same posture as the existing shield tunnel segment, without affecting the normal use function of the shield tunnel, without occupying the shield tunnel space, and reducing the risk of shield tunnel segment deformation.

[0105] It should be noted that, in this document, relational terms such as "first" and "second" are used merely to distinguish one entity or operation from another, and do not necessarily require or imply any such actual relationship or order between these entities or operations. Furthermore, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, article, or apparatus that includes said element.

[0106] Finally, it should be noted that the above embodiments are merely examples for clearly illustrating the present invention and are not intended to limit the implementation. Those skilled in the art can make other variations or modifications based on the above description. It is neither necessary nor possible to exhaustively list all possible implementations. However, obvious variations or modifications derived therefrom are still within the protection scope of this invention.

Claims

1. A segment reinforcement device for shield tunnels, characterized in that: Includes a steel ring and two steel brackets; The steel ring is adapted to the shield tunnel segment to be reinforced. One side of the steel ring is open. Two steel brackets are set on the inner peripheral wall of the steel ring, and the two steel brackets are located on opposite sides of the open end of the steel ring. The steel ring is set inside the shield tunnel segment to be reinforced. The outer peripheral wall of the steel ring is fitted with the inner peripheral wall of the shield tunnel segment to be reinforced. The steel ring is fixedly connected to the shield tunnel segment to be reinforced by chemical anchors. The outer walls of the two steel brackets are respectively used to fit and connect with the opposite side walls of the track bed inside the shield tunnel segment to be reinforced. The steel ring is divided into N arc-shaped steel plates. Each arc-shaped steel plate is fixed to the inner circumferential wall of the shield tunnel segment to be reinforced by the chemical anchor. The N arc-shaped steel plates are welded in sequence to form the steel ring, where N is a natural number greater than or equal to 5 and less than or equal to 7. The gap between the outer peripheral wall of the arc-shaped steel plate and the inner peripheral wall of the shield tunnel segment to be reinforced shall be less than or equal to 20 mm. The longitudinal joint stiffness between two adjacent arc-shaped steel plates shall be less than 1 mm, and the circumferential joint height difference shall be less than 5 mm.

2. The segment reinforcement device for shield tunnels according to claim 1, characterized in that: It also includes a steel tie plate, which is located on the upper part of the track bed, and the two opposite ends of the steel tie plate are respectively connected to the two steel brackets.

3. The segment reinforcement device for shield tunnels according to claim 1, characterized in that: The width of the steel ring is smaller than the width of the shield tunnel segment to be reinforced.

4. The segment reinforcement device for shield tunnels according to claim 1, characterized in that: The thickness of the steel ring ranges from 25mm to 35mm.

5. The segment reinforcement device for shield tunnels according to claim 1, characterized in that: The length of the chemical anchor protruding from the surface of the arc-shaped steel plate is less than or equal to 30 mm.

6. The segment reinforcement device for shield tunnels according to claim 1, characterized in that: The anchoring depth of the chemical anchor is greater than or equal to 125 mm.

7. The segment reinforcement device for shield tunnels according to claim 1, characterized in that: Each of the aforementioned arc-shaped steel plates has M rows of reserved holes, where M is a natural number greater than or equal to 1.

8. The segment reinforcement device for shield tunnels according to claim 7, characterized in that: The distance between the reserved hole located at the edge and the edge of the arc-shaped steel plate ranges from 80mm to 100mm.

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