Fabricated steel encircling sleeve reinforcing device for lossless reinforcement of rectangular-section bridge pier or column

Abstract

The invention relates to the technical field of structural reinforcement, and discloses an assembly type steel encircling sleeve reinforcing device for lossless reinforcement of a rectangular-section pier or column, which comprises a column to be reinforced, a prefabricated strip type steel encircling sleeve and a GFRP (Glass Fiber Reinforced Plastic) panel, the prefabricated strip type steel encircling sleeve is composed of a prefabricated strip type steel encircling sleeve face A, a prefabricated strip type steel encircling sleeve face B and a prefabricated strip type steel encircling sleeve face C. According to the device, through the assembly type prefabricated steel enclosure, the work of field welding is omitted, so that the field construction difficulty is reduced, the construction efficiency is improved, meanwhile, field welding is avoided, the integrity and the construction quality of the steel enclosure can be improved, the assembly type prefabricated steel enclosure can meet the height needing to be reinforced through assembly, the mass of a single body is light, and the construction cost is low. Installation can be simply carried out through the designed positioning device, positioning can be carried out without embedding bolts in an original structure, and the original structure is not damaged.

Description

Technical Field

[0001] This invention relates to the field of structural reinforcement technology, specifically to a prefabricated steel enclosure reinforcement device for non-destructive reinforcement of rectangular cross-section bridge piers or columns. Background Technology

[0002] Reinforcing rectangular concrete columns with an external steel casing involves installing a steel casing around the column and fixing it to the column to form a new load-bearing member. This reinforcement method increases the cross-section and reinforcement capacity of the member by bonding steel plates, and also utilizes the structural properties of steel-concrete composite structures to improve concrete performance, thereby enhancing the column's load-bearing and deformation capacity. The steel casing is fixed to the column primarily through mechanical and chemical connections. Mechanical connections typically use bolts, while chemical connections usually involve injecting epoxy resin adhesive or self-compacting concrete between the column and the steel casing for bonding.

[0003] The conventional reinforcement process mainly includes the following steps: First, the concrete surface of the column to be reinforced is roughened. Then, holes are pre-drilled in the original structure and through bolts are installed (damaging the original structure). The steel plate surface is treated, holes are drilled, and shear connection keys are welded onto the steel plate. Steel plates are installed on all four sides of a rectangular section and temporarily anchored to the pre-installed through bolts. The steel plates are then welded to form a sleeve. A certain gap is left between the formed steel sleeve and the original structure. After welding, this gap is filled with epoxy resin or self-compacting concrete, and the bolts are tightened simultaneously. After curing, the steel plates are treated with rust prevention.

[0004] Numerous studies have demonstrated that this method can effectively improve the load-bearing capacity and deformation performance of columns, but it still has certain limitations in practical applications. These limitations are primarily due to the need for on-site welding of four steel plates to form a steel enclosure, resulting in complex construction processes, low construction efficiency, and difficulty in effectively controlling on-site welding quality. This is particularly challenging for columns requiring reinforcement under poor construction conditions, such as those in upper-bearing arch bridges. Furthermore, the need to drill holes in the original structure to install bolts can damage the existing structure. Summary of the Invention

[0005] To address the shortcomings of existing technologies, this invention provides a prefabricated steel sleeve reinforcement device for non-destructive reinforcement of rectangular cross-section bridge piers or columns. It has the advantages of not requiring pre-embedded positioning bolts in the original structure during construction, thus avoiding damage to the original structure and solving the aforementioned technical problems.

[0006] To achieve the above objectives, the present invention provides the following technical solution: a prefabricated steel sleeve reinforcement device for non-destructive reinforcement of rectangular cross-section bridge piers or columns, comprising a column to be reinforced, a prefabricated strip steel sleeve, and a GFRP panel. The prefabricated strip steel sleeve is composed of a prefabricated strip steel sleeve A surface, a prefabricated strip steel sleeve B surface, and a prefabricated strip steel sleeve C surface. Two prefabricated strip steel sleeves cooperate through corresponding prefabricated strip steel sleeve A surface and prefabricated strip steel sleeve C surface to form a rectangular frame, which encloses the column to be reinforced. The GFRP panel is fixedly installed on the four sides of the rectangular frame.

[0007] As a preferred technical solution of the present invention, the prefabricated strip steel sleeve A side, prefabricated strip steel sleeve B side and prefabricated strip steel sleeve C side are all provided with openings in the prefabricated strip steel sleeve steel plate.

[0008] As a preferred embodiment of the present invention, a vertical positioning block for the prefabricated strip steel enclosure A is provided at the top of the prefabricated strip steel enclosure B near the top of the prefabricated strip steel enclosure A. A T-shaped positioning block for the prefabricated strip steel enclosure A is provided at the middle of the inner surface of the prefabricated strip steel enclosure A near the middle of the prefabricated strip steel enclosure B. Multiple prefabricated strip steel enclosure A-side reserved assembly bolt holes are provided at the middle of the steel plate of the prefabricated strip steel enclosure A away from the prefabricated strip steel enclosure B.

[0009] As a preferred technical solution of the present invention, a set of prefabricated strip steel enclosure B-side vertical positioning blocks are symmetrically arranged at the top of the prefabricated strip steel enclosure B-side, and T-shaped positioning blocks of the prefabricated strip steel enclosure B-side are symmetrically arranged at the middle of the inner surface of the prefabricated strip steel enclosure B-side, and the T-shaped positioning blocks of the prefabricated strip steel enclosure B-side are at the same height as the T-shaped positioning blocks of the prefabricated strip steel enclosure A-side.

[0010] As a preferred embodiment of the present invention, a vertical positioning block for the prefabricated strip steel sleeve C-face is provided at the middle of the top surface of the prefabricated strip steel sleeve C-face, a T-shaped positioning block for the prefabricated strip steel sleeve C-face is provided on the inner surface of the prefabricated strip steel sleeve C-face, a plurality of pre-reserved assembly bolt holes for the prefabricated strip steel sleeve C-face are provided at the middle of the prefabricated strip steel sleeve C-face, and a welding nut for the prefabricated strip steel sleeve C-face is provided on the inner surface of the prefabricated strip steel sleeve C-face.

[0011] As a preferred embodiment of the present invention, the surface of the GFRP panel is provided with pre-drilled bolt holes for GFRP panel assembly.

[0012] Compared with the prior art, the present invention provides a prefabricated steel sleeve reinforcement device for non-destructive reinforcement of rectangular cross-section bridge piers or columns, which has the following beneficial effects: 1. This invention eliminates on-site welding work by using prefabricated assembled steel sleeves, thus reducing on-site construction difficulty and improving construction efficiency. At the same time, avoiding on-site welding can improve the overall integrity of the steel sleeves and the construction quality. The prefabricated assembled steel sleeves can meet the required reinforcement height through assembly. The individual units are lightweight and can be easily installed using the designed positioning device. There is no need to use pre-embedded bolts in the original structure for positioning, and the original structure is not damaged.

[0013] 2. This invention adopts a strip design for the prefabricated steel sleeve, which further reduces the self-weight. This can simultaneously reduce the construction difficulty and the increase in the self-weight of the original structure after reinforcement. It can also act as a stirrup to improve the shear bearing capacity of the column. At the same time, due to the increased column cross-section and the restraining effect on the concrete, the compressive bearing capacity and deformation performance of the column are improved. Attached Figure Description

[0014] Figure 1 This is a schematic diagram of a prefabricated steel enclosure; Figure 2 This is a schematic diagram of side A of the precast steel casing; Figure 3 This is a schematic diagram of side B of the precast steel casing; Figure 4 This is a schematic diagram of the C-side of the precast steel casing; Figure 5 This is a schematic diagram of the precast steel enclosure. Figure 6 This is a schematic diagram of the matching GFRP panel; Figure 7 This is a schematic diagram of a rectangular cross-section column that needs to be reinforced; Figure 8 This is a schematic diagram of the steel casing assembly; Figure 9 This is a schematic diagram of a GFRP panel assembly; Figure 10 This is a schematic diagram showing the positioning and installation of the GFRP panel and the steel sleeve bolts; Figure 11 This is a schematic diagram of the specimen for the axial compression test; Figure 12 This is a comparison diagram of the relationship between the transverse strain and axial pressure of the steel sleeve in the full-range axial compressive strength test of the steel sleeve for self-compacting concrete. Figure 13 This is a comparison diagram of the relationship between vertical strain and axial pressure of the steel sleeve in the full-range axial compressive strength test of the steel sleeve for self-compacting concrete. Figure 14 This is a comparison diagram of the relationship between the transverse strain and axial pressure of the steel sleeve in the full-range axial compression test of the epoxy resin-filled steel sleeve. Figure 15 This is a comparison diagram of the relationship between vertical strain and axial pressure of the steel sleeve in the full-range axial compression test of the epoxy resin-filled steel sleeve; Figure 16 This is a comparison chart of the compressive strength of full-range steel sleeves and strip steel sleeves filled with epoxy resin.

[0015] Among them, 101, prefabricated strip steel enclosure A side; 102, prefabricated strip steel enclosure B side; 103, prefabricated strip steel enclosure C side; 104, prefabricated strip steel enclosure steel plate opening; 201, prefabricated strip steel enclosure A side vertical positioning block; 202, prefabricated strip steel enclosure A side T-shaped positioning block; 203, prefabricated strip steel enclosure A side reserved assembly bolt holes; 301, prefabricated strip steel enclosure B side vertical positioning block... Positioning blocks; 302, T-shaped positioning blocks on the B side of prefabricated strip steel enclosure; 303, pre-drilled bolt holes on the B side of prefabricated strip steel enclosure; 401, vertical positioning blocks on the C side of prefabricated strip steel enclosure; 402, T-shaped positioning blocks on the C side of prefabricated strip steel enclosure; 403, pre-drilled bolt holes on the C side of prefabricated strip steel enclosure; 404, welded nuts on the C side of prefabricated strip steel enclosure; 501, pre-drilled bolt holes on the GFRP panel. Detailed Implementation

[0016] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0017] Please see Figures 1-15 A prefabricated steel sleeve reinforcement device for non-destructive reinforcement of rectangular cross-section bridge piers or columns includes the column to be reinforced, a prefabricated strip steel sleeve, and GFRP panels. The GFRP panels are made of conventional GFRP sheets. Holes are pre-drilled on the steel sleeve according to the designed installation positions of the GFRP panels for installation. The prefabricated strip steel sleeve consists of a prefabricated strip steel sleeve A side 101, a prefabricated strip steel sleeve B side 102, and a prefabricated strip steel sleeve C side 103. Two prefabricated strip steel sleeves cooperate with the corresponding prefabricated strip steel sleeve A side 101 and prefabricated strip steel sleeve C side 103 to form a rectangular frame. The column to be reinforced is sleeved, and the GFRP panels are fixedly installed on the four sides of the rectangular frame. The prefabricated strip-type steel sleeve consists of three vertical steel plates (surface A 101, surface B 102, and surface C 103). The plate dimensions are designed based on the dimensions of the rectangular section column to be reinforced. Two plates are approximately the same length as the section side (slightly longer than the section side; surface A 101 and surface B 102); the third plate (surface C 103) is shorter and primarily serves a connecting function. Holes are cut out of the steel plates to divide them into strips, and to prevent stress concentration, the cut-out portions are rounded and chamfered (hole 104). The prefabricated strip-type steel sleeve has pre-drilled bolt holes for assembly and pre-welded nuts for fastening. The precast strip steel casing includes "T"-shaped positioning blocks for positioning, ensuring the grouting spacing between the steel casing and the reinforced column. It also includes rectangular positioning blocks for vertical positioning, ensuring smooth connection of each set of rectangular steel casings along the column height during assembly. The precast strip steel casing includes pre-drilled bolt holes for installing GFRP panels. The long side of the steel casing should be slightly longer than the column side, depending on the steel plate thickness and the distance between the casing and the column; the short side should allow for a sufficient number of bolt holes. Rectangular positioning blocks are required on all three sides of the steel casing. Epoxy resin is preferred as the bonding material between the steel casing and the column to ensure reliable force transmission.

[0018] The precast strip-type steel enclosure (surface A 101, surface B 102, and surface C 103) all have openings 104 in their steel plates. The overall height of the steel enclosure is not less than 1 / 4 of the width of the long side of the rectangular section, and the height of the strip portion is not less than 1 / 3 of the overall height of the steel enclosure, to ensure reliable force transmission. The width of the steel enclosure near the rectangular corner is not less than the width of the strip to ensure the restraint effect in the strong restraint zone. The distance between the steel enclosure and the column is not less than 20mm.

[0019] A vertical positioning block 201 for the prefabricated strip steel enclosure A-side 101 is provided at the top of the prefabricated strip steel enclosure B-side 102. A T-shaped positioning block 202 for the prefabricated strip steel enclosure A-side is provided at the middle of the inner surface of the prefabricated strip steel enclosure A-side 101 near the prefabricated strip steel enclosure B-side 102. Multiple prefabricated strip steel enclosure A-side reserved assembly bolt holes 203 are provided at the middle of the steel plate of the prefabricated strip steel enclosure A-side 101 away from the prefabricated strip steel enclosure B-side 102.

[0020] A set of vertical positioning blocks 301 for the prefabricated strip steel enclosure B side 102 is symmetrically arranged at the top. T-shaped positioning blocks 302 for the prefabricated strip steel enclosure B side 102 are symmetrically arranged at the middle of the inner surface of the prefabricated strip steel enclosure B side 102. The T-shaped positioning blocks 302 for the prefabricated strip steel enclosure B side 102 are at the same height as the T-shaped positioning blocks 202 for the prefabricated strip steel enclosure A side 102. The prefabricated strip steel enclosure B side has reserved assembly bolt holes 303 on both sides of the T-shaped positioning blocks 302 symmetrically arranged at the middle of the inner surface of the prefabricated strip steel enclosure B side 102.

[0021] A vertical positioning block 401 for the prefabricated strip steel enclosure C-face 103 is provided at the middle of the top surface of the prefabricated strip steel enclosure C-face 103. A T-shaped positioning block 402 for the prefabricated strip steel enclosure C-face 103 is provided on the inner surface of the prefabricated strip steel enclosure C-face 103. Multiple prefabricated strip steel enclosure C-face pre-reserved assembly bolt holes 403 are opened at the middle of the steel plate of the prefabricated strip steel enclosure C-face 103. A welding nut 404 for the prefabricated strip steel enclosure C-face 103 is provided on the inner surface of the prefabricated strip steel enclosure C-face 103.

[0022] The GFRP panel surface is provided with pre-drilled bolt holes 501 for GFRP panel assembly; during assembly... Figure 9 As shown, the A-type matching GFRP plate corresponds to the A side of the prefabricated strip steel sleeve. This side has more reserved bolt holes because of the need to splice the steel sleeve. The B-type matching GFRP plate corresponds to the B side of the prefabricated strip steel sleeve. This side has fewer reserved bolt holes.

[0023] Example 1: (1) Determine the scope of reinforcement Bending reinforcement typically utilizes the plastic hinge region of the column, which is generally 1.25 times the column cross-sectional width. Shear reinforcement range is determined through calculation and analysis. The steel sleeve dimensions are designed based on the determined reinforcement range, mainly as follows: Figure 1 The side lengths of the prefabricated strip steel sleeves A side 101, B side 102, and C side 103, as well as the opening size of the prefabricated strip steel sleeve steel plate opening 104, are shown. (2) Clean the concrete surface of the column to be reinforced. Based on the determined reinforcement area, clean up as follows: Figure 7 The concrete surface of the column to be reinforced is shown to ensure the bonding performance of the subsequent epoxy resin adhesive. (3) On-site assembly of steel enclosure Select a pair Figure 1The steel sleeve shown is assembled from the bottom of the column. During assembly, the A-side 101 of the prefabricated strip steel sleeve is on the outside of the C-side 103 of the prefabricated strip steel sleeve. The "T"-shaped positioning blocks of the T-shaped positioning blocks 202, 302, and 402 on the A-side, B-side, and C-side, ensure the distance between the steel sleeve and the column. After positioning, according to the dimensions of the column and the corresponding steel sleeve, high-strength bolts of the appropriate specifications are inserted through the pre-drilled assembly bolt holes 203 on the A-side of the prefabricated strip steel sleeve 101, and then bolted to the pre-welded nuts 404 on the C-side of the prefabricated strip steel sleeve 103 after passing through the bolt holes 403. After installation, as shown... Figure 8 As shown; (4) Install all steel casings within the area to be reinforced. According to the defined reinforcement range, new steel sleeves are added above the already installed steel sleeves following the steps in (3). The newly added steel sleeves are positioned by the prefabricated strip steel sleeve A-side vertical positioning block 201, the prefabricated strip steel sleeve B-side vertical positioning block 301, and the prefabricated strip steel sleeve C-side vertical positioning block 401 with the already installed steel sleeves, ensuring that the upper and lower steel sleeves are in the same plane in the vertical direction to ensure smoothness. Continue this step until all steel sleeves are installed within the reinforcement range. To ensure versatility, the number of vertical sleeves is even. After installation, as shown in the figure Figure 8 As shown; (5) Install GFRP panel Will Figure 6 The GFRP panels shown are installed onto the outside of the assembled steel casing, with each panel being twice the height of the steel casing. Installation is achieved by bolting using pre-drilled bolt holes (203, 303, 403, and 501 grade). Figure 9 As shown; the bolt hole positions on the GFRP panel and steel sleeve correspond to each other, and the hole positions are designed according to the required reinforcement column dimensions, such as... Figure 10 As shown.

[0024] Example 2 In this embodiment, the axial compression test verified that when epoxy resin is used as the bonding material between the precast steel sleeve and the concrete column in this invention, it has a better force transmission effect than the conventional method of using self-compacting concrete as the bonding material. The precast steel sleeve can better share the load with the concrete and improve the shear resistance of the column.

[0025] Specimens for axial compression test, such as Figure 11As shown, the concrete prism is 300mm high, and the precast steel sleeve is 250mm high. Specimens were fabricated with epoxy resin filling the gap between the precast steel sleeve and the concrete, and with self-compacting mortar filling the gap, respectively. During the test, transverse strain measuring points and longitudinal strain measuring points were arranged at the center and eccentric positions on the precast steel sleeve to measure the strain of the precast steel sleeve under axial compression load. Through comparison of test results, the specimens using epoxy resin as the bonding material in this invention achieved the following effects: (1) Figure 12 It uses the relationship between transverse strain distribution and axial pressure of self-compacting mortar specimens. Figure 13 This is a graph showing the relationship between vertical strain distribution and axial pressure in self-compacting mortar specimens. The graph shows that with increasing axial pressure, the changes in transverse and vertical strain on the precast steel casing are relatively small. The maximum transverse strain is approximately 100. The maximum vertical strain is only -100. The results indicate that the precast steel casing failed to effectively bear the load in either the lateral or vertical directions. Specifically, the vertical strain showed little change with increasing load, demonstrating that the precast steel casing did not share the pressure with the concrete column. Furthermore, as the load increased, the lateral strain on the precast steel casing gradually increased. This is because the internal concrete underwent lateral expansion deformation under the vertical load, and the precast steel casing effectively constrained this expansion deformation, thus increasing the strain. However, the lateral strain in the middle section showed little change, indicating limited lateral force transmission. Therefore, when using self-compacting mortar, the reinforcement effect of the precast steel casing on the original concrete column is solely due to its constraint effect on the concrete; the precast steel casing and the concrete column cannot share the load to achieve a joint load-bearing effect.

[0026] (2) Figure 14 It uses the relationship between transverse strain distribution and axial pressure of epoxy resin specimens. Figure 15 This is a graph showing the relationship between vertical strain distribution and axial compressive stress on epoxy resin specimens. The graph clearly shows that both the transverse and vertical strains on the precast steel casing increase significantly with increasing load. The maximum transverse strain is approximately 175. The maximum vertical strain is -400. The precast steel sleeve is larger than that of specimens bonded with self-compacting concrete. This reflects that the precast steel sleeve can bear the load in both the lateral and vertical directions, and the precast steel sleeve and the concrete column share the load. Therefore, when using epoxy resin, the reinforcement effect of the precast steel sleeve on the original concrete column is not only due to the restraint effect on the concrete, but the precast steel sleeve can also share the load with the concrete column in both the lateral and vertical directions. When using the strip-type precast steel sleeve of this invention, due to the continuity of the strip in the circumferential direction and the reliability of force transmission, it can play a role in shear resistance with the concrete column, just like a stirrup. Example 3 In this embodiment, the axial compression test verified that the strip-type steel sleeve used in this invention has the same reinforcement effect as the full-range steel sleeve, effectively confining the concrete and improving the deformation capacity of the column. At the same time, because the strip-type steel sleeve uses less steel, it can effectively reduce its self-weight and improve on-site construction feasibility.

[0027] The concrete prisms used in the axial compression test specimens had dimensions of 100×100×300mm. The test compared unreinforced prisms, prisms reinforced with full-range steel sleeves (with reinforcement ranges of 150mm and 250mm), and prisms reinforced with strip-type steel sleeves. Figure 11 As shown, the bonding material used to reinforce the prism is epoxy resin.

[0028] Through comparison of test results, the strip-type steel sleeve specimen of the present invention achieved the following effects: The comparison results of the compressive strength of prisms are as follows Figure 16 As shown in the figure, the compressive strength of the unreinforced prism is also compared. It is clearly visible that, regardless of the reinforcement method, the compressive strength is improved compared to the unreinforced concrete column. The figure also shows that, whether the reinforcement range is 150mm or 250mm, the strip steel casing achieves a reinforcement effect no less than that of a full-range steel casing. However, because the strip steel casing uses less steel, it can achieve the same reinforcement effect while saving steel and reducing weight.

[0029] Although embodiments of the invention have been shown and described, it will be understood by those skilled in the art that various changes, modifications, substitutions and alterations can be made to these embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the appended claims and their equivalents.

Claims

1. A prefabricated steel sleeve reinforcement device for non-destructive reinforcement of rectangular cross-section bridge piers or columns, comprising the column to be reinforced, characterized in that: It includes a prefabricated strip steel enclosure and a GFRP panel. The prefabricated strip steel enclosure consists of a prefabricated strip steel enclosure A surface (101), a prefabricated strip steel enclosure B surface (102), and a prefabricated strip steel enclosure C surface (103). Two prefabricated strip steel enclosures are fitted together by the corresponding prefabricated strip steel enclosure A surface (101) and prefabricated strip steel enclosure C surface (103) to form a rectangular frame, which encloses the column to be reinforced. The GFRP panel is fixedly installed on the four sides of the rectangular frame.

2. The prefabricated steel sleeve reinforcement device for non-destructive reinforcement of rectangular cross-section bridge piers or columns according to claim 1, characterized in that: The prefabricated strip steel enclosure A side (101), prefabricated strip steel enclosure B side (102) and prefabricated strip steel enclosure C side (103) are all provided with prefabricated strip steel enclosure steel plate openings (104).

3. The prefabricated steel sleeve reinforcement device for non-destructive reinforcement of rectangular cross-section bridge piers or columns according to claim 2, characterized in that: A vertical positioning block (201) for the prefabricated strip steel enclosure A surface (101) is provided at the top of the prefabricated strip steel enclosure B surface (102). A T-shaped positioning block (202) for the prefabricated strip steel enclosure A surface (101) is provided at the middle of the inner surface of the prefabricated strip steel enclosure B surface (102). Multiple prefabricated strip steel enclosure A surface pre-reserved assembly bolt holes (203) are provided at the middle of the steel plate of the prefabricated strip steel enclosure A surface (101) away from the prefabricated strip steel enclosure B surface (102).

4. The prefabricated steel sleeve reinforcement device for non-destructive reinforcement of rectangular cross-section bridge piers or columns according to claim 3, characterized in that: A set of prefabricated strip steel enclosure B-side (102) vertical positioning blocks (301) are symmetrically arranged at the top of the prefabricated strip steel enclosure B-side. T-shaped positioning blocks (302) are symmetrically arranged at the middle of the inner surface of the prefabricated strip steel enclosure B-side (102). The T-shaped positioning blocks (302) of the prefabricated strip steel enclosure B-side are at the same height as the T-shaped positioning blocks (202) of the prefabricated strip steel enclosure A-side. T-shaped positioning blocks (302) are symmetrically arranged at the middle of the inner surface of the prefabricated strip steel enclosure B-side (102). Prefabricated strip steel enclosure B-side reserved assembly bolt holes (303) are opened on both sides of the T-shaped positioning blocks (302).

5. The prefabricated steel sleeve reinforcement device for non-destructive reinforcement of rectangular cross-section bridge piers or columns according to claim 4, characterized in that: The top surface of the prefabricated strip steel sleeve C-face (103) is provided with a vertical positioning block (401), the inner surface of the prefabricated strip steel sleeve C-face (103) is provided with a T-shaped positioning block (402), the middle of the prefabricated strip steel sleeve C-face (103) is provided with multiple prefabricated strip steel sleeve C-face reserved assembly bolt holes (403), and the inner surface of the prefabricated strip steel sleeve C-face (103) is provided with a prefabricated strip steel sleeve C-face welding nut (404).

6. The prefabricated steel sleeve reinforcement device for non-destructive reinforcement of rectangular cross-section bridge piers or columns according to claim 1, characterized in that: The surface of the GFRP panel is provided with GFRP panel pre-reserved assembly bolt holes (501).

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