A new type of concrete box girder flange plate steel adhering reinforcement structure

Abstract

The utility model discloses a novel steel bonding reinforcing structure of concrete box girder flange plate belongs to flange plate reinforcing technical field, including old bridge concrete box girder roof, old bridge concrete box girder roof extends outward and has old bridge concrete box girder flange plate, old bridge concrete box girder flange plate and old bridge concrete box girder roof surface are divided into A area and B area, A area is paved with reinforcing steel plate, A area and B area staggered setting, reinforcing steel plate both ends are pasted with steel plate batten, install self expanding bottom anchor bolt on reinforcing steel plate, old bridge concrete box girder flange plate and old bridge concrete box girder roof from bottom to top are sequentially paved with polyester type polyurethane waterproof bonding layer, polyester type polyurethane concrete structure layer, epoxy resin adhesive bonding layer and modified asphalt SMA 13 wearing layer, the utility model discloses a kind of steel bonding reinforcing structure of improving old bridge flange plate reinforcing reliability and transverse normal section flexural bearing capacity.

Description

Technical Field

[0001] This utility model relates to the field of flange plate reinforcement technology, and in particular to a novel steel-bonded reinforcement structure for the flange plate of a concrete box girder. Background Technology

[0002] During the widening and reconstruction of the old bridge, the lateral stress state of the bridge changed, resulting in insufficient lateral bending bearing capacity of the flange plates of the old bridge's concrete box girders. Some of the old bridge's concrete box girder decks only had 8cm of asphalt pavement. If traditional steel bonding reinforcement technology is used, the asphalt paving temperature can reach 140~150℃ when re-pouring the SMA-13 ​​asphalt bridge deck. This temperature exceeds the working temperature of the steel bonding adhesive, which will cause the strength of the steel bonding adhesive to decrease or fail, seriously reducing the reliability of the flange plate steel bonding reinforcement. In addition, traditional steel bonding reinforcement only uses steel bonding adhesive to bond steel plates, which has insufficient anchoring stability and cannot meet the lateral stress requirements after the widening and reconstruction of the old bridge. Utility Model Content

[0003] In order to overcome the shortcomings of the existing technology, the technical problem to be solved by this utility model is to propose a steel-bonded reinforcement structure that improves the reliability of the reinforcement of the flange plate of old bridges and the lateral bending bearing capacity of the cross section.

[0004] To achieve this objective, the present invention adopts the following technical solution: This utility model provides a novel steel-bonded reinforcement structure for the flange plate of a concrete box girder, including a top plate of the old bridge concrete box girder at the top of the web of the old bridge box girder, with a flange plate extending outward from the top plate. Transverse and longitudinal steel bars of the old bridge box girder are provided inside the flange plate and the top plate. The surfaces of the flange plate and the top plate are divided into zone A and zone B. Reinforcing steel plates are paved in zone A, and zones A and B are staggered. The reinforcing steel plate is bonded to the surface of the flange plate and top plate of the old bridge concrete box girder using adhesive. The reinforcing steel plate is positioned between the expansion joint concrete and the old bridge asphalt pavement layer. Steel plate strips are attached to both ends of the reinforcing steel plate. Self-expanding bottom anchors are installed on the reinforcing steel plate, penetrating the reinforcing steel plate and anchoring it to the flange plate and top plate of the old bridge concrete box girder. From bottom to top, the flange plate and top plate of the old bridge concrete box girder are sequentially covered with a polyester polyurethane waterproof adhesive layer, a polyester polyurethane concrete structural layer, an epoxy resin adhesive layer, and a modified asphalt SMA-13 ​​wearing layer.

[0005] A preferred embodiment of this invention is that the gap below the steel plate pressure strip is filled with a filler steel plate.

[0006] The preferred technical solution of this utility model is that the thickness of the polyester polyurethane concrete structural layer laid in area A is 3-3.5cm, and the thickness of the modified asphalt SMA-13 ​​wearing layer is 4cm.

[0007] The preferred technical solution of this utility model is that the thickness of the polyester polyurethane concrete structural layer laid in area B is 4cm, and the thickness of the modified asphalt SMA-13 ​​wearing layer is 4cm.

[0008] The preferred technical solution of this utility model is that the amount of epoxy resin adhesive layer is 0.8~1kg / m², and the amount of polyester polyurethane adhesive material in the polyester polyurethane waterproof adhesive layer is 0.15~0.3kg / m².

[0009] A preferred embodiment of this invention is that gravel is spread on the surface of the polyester polyurethane concrete structural layer.

[0010] Compared with the prior art, the beneficial effects of this utility model are as follows: This utility model significantly enhances the connection strength between the reinforced steel plate and the flange plate by bonding the steel plate with adhesive, attaching the steel plate pressure strip, and using a self-expanding bottom anchor bolt fixing structure, thereby reducing the risk of slippage. The reinforced steel plate and the flange plate work together to bear the force, and with the overall support of the bridge deck pavement layer, it effectively improves the transverse flexural bearing capacity of the flange plate of the old bridge concrete box girder, meeting the stress requirements after the widening and reconstruction of the old bridge. The polyester polyurethane concrete structural layer effectively isolates the asphalt paving temperature of 140~150℃, ensuring the stability of the steel bonding adhesive strength and avoiding the reliability decline caused by high temperature in traditional steel bonding reinforcement. The polyester polyurethane waterproof bonding layer and epoxy resin adhesive layer respectively achieve a tight bond between adjacent structural layers, preventing interlayer slippage, ensuring that the bridge deck pavement and reinforcement structure share the load, and improving the overall structural load coordination. Attached Figure Description

[0011] Figure 1 This is a schematic diagram of the flange reinforcement structure provided in a specific embodiment of the present utility model; Figure 2 This is a plan view of the flange reinforcement structure provided in a specific embodiment of this utility model.

[0012] The attached diagram lists the components represented by each number as follows: 1. Flange plate of old bridge concrete box girder; 11. Transverse reinforcement of old bridge box girder; 12. Longitudinal reinforcement of old bridge box girder; 13. Expansion joint concrete; 14. Old bridge asphalt pavement layer; 2. Reinforcing steel plate; 3. Steel plate strip; 4. Self-expanding bottom anchor bolt; 5. Polyester polyurethane waterproof adhesive layer; 6. Polyester polyurethane concrete structural layer; 7. Epoxy resin adhesive layer; 8. Modified asphalt SMA-13 ​​wearing course; 9. Top slab of old bridge concrete box girder. Detailed Implementation

[0013] The technical solution of this utility model will be further described below with reference to the accompanying drawings and specific embodiments.

[0014] A novel steel-bonded reinforcement structure for the flange plate of a concrete box girder includes a top plate 9 of the old bridge concrete box girder at the top of the web of the old bridge box girder. The top plate 9 extends outward from the old bridge concrete box girder flange plate 1. The old bridge concrete box girder flange plate 1 and the old bridge concrete box girder top plate 9 are provided with transverse steel bars 11 and longitudinal steel bars 12 of the old bridge box girder. The surfaces of the old bridge concrete box girder flange plate 1 and the old bridge concrete box girder top plate 9 are divided into area A and area B. The area A is paved with a reinforcing steel plate 2. The areas A and B are staggered. The reinforcing steel plate 2 is bonded to the surface of the flange plate 1 and the top plate 9 of the old bridge concrete box girder using adhesive. The reinforcing steel plate 2 is positioned between the expansion joint concrete 13 and the old bridge asphalt pavement layer 14. Steel plate strips 3 are bonded to both ends of the reinforcing steel plate 2. Self-expanding bottom anchor bolts 4 are installed on the reinforcing steel plate 2. The self-expanding bottom anchor bolts 4 penetrate the reinforcing steel plate 2 and are anchored to the flange plate 1 and the top plate 9 of the old bridge concrete box girder. From bottom to top, the flange plate 1 and the top plate 9 of the old bridge concrete box girder are sequentially covered with a polyester polyurethane waterproof adhesive layer 5, a polyester polyurethane concrete structural layer 6, an epoxy resin adhesive layer 7, and a modified asphalt SMA-13 ​​wearing layer 8.

[0015] In actual construction, the surfaces of the old bridge concrete box girder flange plate 1 and the old bridge concrete box girder top plate 9 are first treated. The surface laitance and debris are cleaned and ground smooth. The A and B areas are divided into staggered areas. Steel bonding adhesive is applied to the surface of area A, and the reinforcing steel plate 2 is pasted to the surface of area A, ensuring that the steel bonding adhesive is full. Steel plate strips 3 are pasted to both ends of the reinforcing steel plate 2, and the reinforcing steel plate 2 is anchored to the original structure by self-expanding bottom anchor bolts 4. The installation of self-expanding bottom anchor bolts 4 must ensure the anchoring depth and fastening force to ensure a reliable connection between the reinforcing steel plate 2 and the original structure. After the steel plate reinforcement is completed, polyester polyurethane waterproof adhesive layer 5 and polyester polyurethane concrete structural layer 6 are applied sequentially from bottom to top on the surfaces of the old bridge concrete box girder flange plate 1 and the old bridge concrete box girder top plate 9. After the structural layer has cured, epoxy resin adhesive layer 7 is applied, and finally modified asphalt SMA-13 ​​wearing layer 8 is laid and compacted.

[0016] The staggered arrangement of zones A and B ensures a more balanced structural stress, preventing damage from concentrated stress in localized areas. This also reduces the amount of reinforcement material needed, achieving a balance between economy and load-bearing performance. The reinforcing steel plate 2 is bonded to the flange plate 1 and top plate 9 of the old bridge's concrete box girder using adhesive, and anchored with self-expanding anchor bolts 4. This dual connection method significantly improves the bonding reliability between the steel plate and concrete, effectively transferring loads and significantly enhancing the bearing capacity of the flange plate 1 and top plate 9 of the old bridge's concrete box girder, effectively meeting the demands of increased traffic loads. The bottom-up pavement layer system forms a complete protective system: a polyester polyurethane waterproof adhesive layer 5 blocks moisture intrusion, preventing concrete carbonization and steel corrosion; a polyester polyurethane concrete structural layer 6 enhances overall stiffness; an epoxy resin adhesive layer 7 ensures reliable interlayer bonding; and a modified asphalt SMA-13 ​​wear layer 8 resists vehicle wear, significantly improving the structure's durability.

[0017] As a possible implementation of this solution, preferably, the gap below the steel plate pressure strip 3 is filled with a filler steel plate. Filling the gap below the steel plate pressure strip 3 with a filler steel plate can avoid stress concentration at the gap, prevent the reinforcing steel plate 2 from being damaged due to excessive local deformation when under stress, and ensure the constraint effect of the steel plate pressure strip 3 on the end of the reinforcing steel plate 2, improve the reliability of the end connection, and avoid end warping or peeling.

[0018] As a possible implementation of this solution, preferably, the polyester polyurethane concrete structural layer 6 laid in area A has a thickness of 3-3.5cm, and the modified asphalt SMA-13 ​​wear layer 8 has a thickness of 4cm. Since the reinforcing steel plate 2 is provided in area A, the original structure has been strengthened. Appropriately reducing the thickness of the polyester polyurethane concrete structural layer 6 can reduce the self-weight. At the same time, the 4cm thick modified asphalt SMA-13 ​​wear layer 8 can ensure sufficient wear resistance, thus achieving lightweight design while meeting the requirements of stress and use.

[0019] As a possible implementation of this solution, preferably, the polyester polyurethane concrete structural layer 6 laid in area B is 4cm thick, the modified asphalt SMA-13 ​​wear layer 8 is 4cm thick, and there is no reinforcing steel plate 2 in area B. By increasing the thickness of the polyester polyurethane concrete structural layer 6, the structural stiffness and bearing capacity of this area can be improved, complementing area A and ensuring the overall structural stress balance. The 4cm thick modified asphalt SMA-13 ​​wear layer 8 uniformly meets the wear resistance requirements.

[0020] As a possible implementation of this solution, preferably, the amount of epoxy resin adhesive layer 7 is 0.8~1kg / m², and the amount of polyester polyurethane adhesive material in polyester polyurethane waterproof adhesive layer 5 is 0.15~0.3kg / m².

[0021] The amount of epoxy resin adhesive layer 7 is controlled at 0.8~1kg / m², which can ensure uniform coverage of the adhesive layer, achieve reliable bonding between the upper and lower structural layers, avoid interlayer delamination, and avoid material waste due to excessive use; the amount of polyester polyurethane waterproof adhesive layer 5 is 0.15~0.3kg / m², which can ensure the waterproof effect while avoiding material accumulation that affects the bonding with the upper structure, thus achieving a balance between waterproof and bonding performance.

[0022] As a possible implementation of this solution, preferably, the surface of the polyester polyurethane concrete structural layer 6 is sprinkled with gravel, which can increase the surface roughness of the polyester polyurethane concrete structural layer 6, enhance the mechanical interlocking force with the upper epoxy resin adhesive layer 7, improve the interlayer bonding strength, avoid interlayer slippage or peeling, ensure the overall stress performance of the pavement layer, and reduce interlayer defects.

[0023] This utility model has been described through preferred embodiments. Those skilled in the art will understand that various changes or equivalent substitutions can be made to these features and embodiments without departing from the spirit and scope of this utility model. This utility model is not limited to the specific embodiments disclosed herein; other embodiments falling within the scope of the claims of this application are all within the protection scope of this utility model.

Claims

1. A novel steel-bonded reinforcement structure for the flange plate of a concrete box girder, characterized in that: The old bridge concrete box girder top plate (9) is located on the top of the web of the old bridge box girder. The old bridge concrete box girder top plate (9) extends outward with an old bridge concrete box girder flange plate (1). The old bridge concrete box girder flange plate (1) and the old bridge concrete box girder top plate (9) are provided with old bridge box girder transverse reinforcement (11) and old bridge box girder longitudinal reinforcement (12). The surfaces of the old bridge concrete box girder flange plate (1) and the old bridge concrete box girder top plate (9) are divided into area A and area B. The area A is paved with a reinforcing steel plate (2). The areas A and B are staggered. The reinforcing steel plate (2) is bonded to the surface of the old bridge concrete box girder flange plate (1) and the old bridge concrete box girder top plate (9) by adhesive. The reinforcing steel plate (2) is set between the expansion joint concrete (13) and the old bridge asphalt pavement layer (14). Steel plate strips (3) are bonded to both ends of the reinforcing steel plate (2). Self-expanding bottom anchor bolts (4) are installed on the reinforcing steel plate (2). The self-expanding bottom anchor bolts (4) penetrate the reinforcing steel plate (2) and are anchored to the old bridge concrete box girder flange plate (1) and the old bridge concrete box girder top plate (9). From bottom to top, the old bridge concrete box girder flange plate (1) and the old bridge concrete box girder top plate (9) are successively laid with polyester polyurethane waterproof adhesive layer (5), polyester polyurethane concrete structural layer (6), epoxy resin adhesive layer (7) and modified asphalt SMA-13 ​​wear layer (8).

2. The novel steel-bonded reinforcement structure for the flange plate of a concrete box girder according to claim 1, characterized in that: The gap below the steel plate strip (3) is filled with a filler steel plate.

3. The novel steel-bonded reinforcement structure for the flange plate of a concrete box girder according to claim 1, characterized in that: The polyester polyurethane concrete structural layer (6) laid in Area A has a thickness of 3-3.5cm, and the modified asphalt SMA-13 ​​wear layer (8) has a thickness of 4cm.

4. The novel steel-bonded reinforcement structure for the flange plate of a concrete box girder according to claim 1, characterized in that: The polyester polyurethane concrete structural layer (6) laid in Zone B has a thickness of 4cm, and the modified asphalt SMA-13 ​​wear layer (8) has a thickness of 4cm.

5. A novel steel-bonded reinforcement structure for the flange plate of a concrete box girder according to claim 1, characterized in that: The amount of epoxy resin adhesive layer (7) is 0.8~1kg / m², and the amount of polyester polyurethane adhesive material in polyester polyurethane waterproof adhesive layer (5) is 0.15~0.3kg / m².

6. A novel steel-bonded reinforcement structure for the flange plate of a concrete box girder according to claim 1, characterized in that: The surface of the polyester polyurethane concrete structural layer (6) is covered with gravel.

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