A method and device for repairing and reinforcing a steel box girder cable-stayed bridge deck plate

Abstract

The application discloses a kind of steel box girder cable-stayed bridge deck panel maintenance reinforcing method and device, the method includes: based on the steel box girder bridge that has been chiseled out bridge deck pavement, install box stiffening truss bar member to reinforce local steel box girder;According to the position of preplanned installation counterforce device and counter support rod, the stress level of steel box girder bridge deck roof unit is adjusted to make it reach zero stress state by applying counter force to the steel box girder that is locally reinforced.The steel box girder cable-stayed bridge deck panel maintenance reinforcing method and device, by bolt connection between the steel box girder bridge deck roof section of in-service bridge is changed into welding connection, completely solve the original structure roof section seam water seepage problem and the influence of connecting bolt on steel bridge deck pavement, improve the durability of steel box girder.Simultaneously, in the implementation process, using bridge deck counterforce device, ensure that the stress state of steel girder roof unit is basically consistent before and after replacement.

Description

TECHNICAL FIELD

[0001] The application relates to a steel box girder cable-stayed bridge deck panel maintenance and reinforcement method and device and belongs to the technical field of bridge reinforcement reconstruction. BACKGROUND

[0002] The construction of a steel box girder cable-stayed bridge main girder is usually to divide the main girder into segments along the longitudinal direction of the bridge, manufacture each segment in a factory, and transport the whole segment to a bridge site for installation. During installation, welding connection or high-strength bolt connection is usually used between every two segments, and finally the whole-span main girder is formed.

[0003] The high-strength bolt connection mode forms a joint gap of about 2 cm between two segments, and the bolt head will be about 4 cm higher than the steel box girder deck top plate.

[0004] The joint gap provides a channel for the water flow into the steel box girder, corrodes the steel box girder structure, and endangers the safety of the bridge structure, so the joint gap must be plugged. The usual method is to use chemical mastic to plug, but under the action of environmental erosion and traffic load, the plugged mastic is easy to age, break and finally fall off, thereby losing the plugging effect.

[0005] The bolt head higher than the steel box girder deck top plate will cause the steel bridge deck pavement to be easy to break; due to the bridge deck pavement covering the top surface of the steel girder, the work difficulty is great, the cost is high, and the effect is poor for frequent maintenance and replacement of the plugged mastic, thereby causing the steel girder to be severely corroded due to the water seepage of the joint gap of the bridge that has been in service for many years, greatly increasing the maintenance and reinforcement workload of the steel girder.

[0006] Therefore, to solve the above technical problems, there is an urgent need for a steel box girder cable-stayed bridge deck panel maintenance and reinforcement method and device. SUMMARY

[0007] The application aims to overcome the deficiencies in the prior art, provide a steel box girder cable-stayed bridge deck panel maintenance and reinforcement method and device, and completely solve the problems of water seepage of the original structure top plate joint gap and the influence of the connecting bolt on the steel bridge deck pavement by transforming the bolt connection between the segments of the steel box girder bridge deck top plate in service into welding connection, improve the durability of the steel box girder, greatly reduce the bridge maintenance workload, and save maintenance costs. At the same time, during the implementation process, the bridge deck is used to top the top, the stress state of the box girder top plate unit during the implementation process is adjusted, the influence of the maintenance and reinforcement work on the stress of the steel box girder structure is minimized, the structure safety during the implementation process is ensured, and the stress state of the steel girder top plate unit before and after replacement is basically kept consistent.

[0008] To achieve the above-mentioned purpose, the application is implemented by using the following technical scheme:

[0009] In a first aspect, the application provides a steel box girder cable-stayed bridge deck panel maintenance and reinforcement method, comprising:

[0010] Based on the steel box girder bridge deck where the bridge deck pavement has been removed, the box-inner stiffening truss members are installed to locally reinforce the steel box girder;

[0011] Install reaction devices and top braces according to pre-planned positions, apply top forces to the locally reinforced steel box girders, and adjust the stress level of the steel box girder deck top plate unit to achieve a zero stress state;

[0012] After the stress level of the steel box girder deck top plate unit reaches the zero stress state, the original bridge deck bolt strip is cut according to the pre-planned cutting range, and the new top plate unit is welded to the steel beam top plate unit at both ends of the cut;

[0013] After completing the replacement of all bolt splicing strips within the coverage of the reaction device, unload the top force and transfer to the next section main beam to replace the bolt splicing strips until the replacement of the bolt splicing strips in all sections is completed.

[0014] Furthermore, the method for determining the installation location includes:

[0015] Establish a finite element model of a steel box girder cable-stayed bridge and analyze the stress state of the steel box girder bridge deck before reconstruction;

[0016] Based on the analysis results of the stress state of the steel box girder bridge deck before reconstruction and combined with the on-site construction conditions, the position of the box girder top surface reaction device and the arrangement height of the top support rods were planned.

[0017] Furthermore, the method for formulating the range to be cut includes:

[0018] According to the range of the bolt connection zone at the inter-segment joints of the original bridge deck, the range to be cut and the size of the new bridge deck are determined.

[0019] Furthermore, the method for determining the jacking force includes:

[0020] Based on the established finite element model, the reaction device and the top support rod are simulated according to the proposed reaction device position and the support rod arrangement height, and the top force is applied. The principle of the top force value is to reduce the compressive stress in the top plate range of the steel box girder to be cut to a zero stress state.

[0021] Furthermore, the method for obtaining the newly manufactured top plate unit includes:

[0022] Based on the calculated top force, the reaction device and top support rod are designed and manufactured. The new top plate unit is processed in the factory according to the determined size of the new bridge deck. According to the size of the top force, the plate size of the stiffening truss rods in the box is designed to meet the force transmission requirements of the entire steel box girder structure.

[0023] Furthermore, the cutting range of the original bridge deck bolt band is larger than the bolt connection range of the bolt band.

[0024] In a second aspect, the present invention provides a steel box girder cable-stayed bridge deck repair and reinforcement device for implementing the steel box girder cable-stayed bridge deck repair and reinforcement method described in the first aspect, comprising a reaction device, a top brace and a stiffening truss member, wherein:

[0025] The stiffening truss members are arranged in the box body of the steel box beam and are respectively connected to the top plate and the bottom plate of the steel box beam;

[0026] The reaction device and the top support rod are arranged on the box beam top plate of the steel box beam, and the reaction device is connected to the top support rod.

[0027] Furthermore, the stiffening truss members include a top plate stiffening plate, a bottom plate stiffening plate and stiffening diagonal rods, wherein:

[0028] The top plate stiffening plate is connected to the top plate of the steel box girder, and the bottom plate stiffening plate is connected to the bottom plate of the steel box girder;

[0029] The reinforcing diagonal rod is arranged between the top plate reinforcing plate and the bottom plate reinforcing plate, and one end of the reinforcing diagonal rod is connected to the top plate reinforcing plate, and the other end is connected to the bottom plate reinforcing plate.

[0030] Compared with the prior art, the present invention has the following beneficial effects:

[0031] The method and device for repairing and reinforcing the deck of a steel box girder cable-stayed bridge provided by the present invention replaces the bolted connections between the top plate segments of the steel box girder deck of an in-service bridge with welded connections. This completely solves the problem of water seepage between the intersegmental joints of the top plate of the original structure and the impact of the connecting bolts on the steel bridge deck pavement. This improves the durability of the steel box girder, significantly reduces the workload for bridge maintenance, and saves maintenance costs. Furthermore, during implementation, the stress state of the box girder top plate units is adjusted by using a bridge deck top-up method. This minimizes the impact of the repair and reinforcement work on the stress of the steel box girder structure, ensuring structural safety during the implementation process, while also ensuring that the stress state of the steel girder top plate units remains essentially the same before and after replacement. BRIEF DESCRIPTION OF THE DRAWINGS

[0032] Figure 1 This is a flow chart of a method for repairing and reinforcing a steel box girder cable-stayed bridge deck provided in Example 1;

[0033] Figure 2 It is a schematic diagram of the cross section of a steel box girder;

[0034] Figure 3 It is a schematic diagram of the top plane of the steel box girder;

[0035] Figure 4 It is a schematic diagram of the longitudinal elevation of the cutting seam (butt weld) of the top plate of the steel box girder;

[0036] Figure 5 It is a schematic diagram of the longitudinal section layout of the reaction device. DETAILED DESCRIPTION

[0037] The technical solution of the present invention is described in detail below through the accompanying drawings and specific embodiments. It should be understood that the embodiments of the present application and the specific features in the embodiments are detailed descriptions of the technical solution of the present application, rather than limitations on the technical solution of the present application. Unless there is a conflict, the embodiments of the present application and the technical features in the embodiments can be combined with each other.

[0038] The term "and / or" in this document simply describes a relationship between related objects, indicating that three possible relationships exist. For example, "A and / or B" can mean: A exists alone, A and B exist simultaneously, or B exists alone. Additionally, the character " / " in this document generally indicates an "or" relationship between the related objects.

[0039] Example 1:

[0040] like Figure 1 As shown, this embodiment provides a method for repairing and reinforcing a steel box girder cable-stayed bridge deck, comprising:

[0041] Based on the steel box girder bridge deck where the bridge deck pavement has been removed, the box-inner stiffening truss members are installed to locally reinforce the steel box girder;

[0042] Install reaction devices and top braces according to pre-planned positions, apply top forces to the locally reinforced steel box girders, and adjust the stress level of the steel box girder deck top plate unit to achieve a zero stress state;

[0043] After the stress level of the steel box girder deck top plate unit reaches the zero stress state, the original bridge deck bolt strip is cut according to the pre-planned cutting range, and the new top plate unit is welded to the steel beam top plate unit at both ends of the cut;

[0044] After completing the replacement of all bolt splicing strips within the coverage of the reaction device, unload the top force and transfer to the next section main beam to replace the bolt splicing strips until the replacement of the bolt splicing strips in all sections is completed.

[0045] To achieve the planning of the installation location, the method for planning the installation location includes:

[0046] Establish a finite element model of a steel box girder cable-stayed bridge and analyze the stress state of the steel box girder bridge deck before reconstruction;

[0047] Based on the analysis results of the stress state of the steel box girder bridge deck before reconstruction and combined with the on-site construction conditions, the position of the box girder top surface reaction device and the arrangement height of the top support rods were planned.

[0048] In order to determine the range of the original bridge deck bolt strip to be cut, the method for determining the range to be cut includes:

[0049] According to the bolt connection range of the original bridge deck panel intersegmental joint, the cutting range and the size of the newly made bridge deck panel are determined.

[0050] To determine the size of the applied counterforce, the determination method of the counterforce comprises:

[0051] Based on the established finite element model, according to the position of the counterforce device and the arrangement height of the counter support, the counterforce device and the counter support are simulated, and the counterforce is applied. The principle of counterforce value is to reduce the compressive stress of the top plate range of the steel box girder to be cut to zero stress state.

[0052] To ensure that the newly made top plate unit can meet the requirements of the steel box girder, the method for obtaining the newly made top plate unit comprises:

[0053] According to the design and manufacture of the counterforce device and the counter support according to the calculated counterforce, the newly made top plate unit is processed in the factory according to the determined size of the newly made bridge deck panel, and the plate size of the in-box stiffening truss member is designed according to the size of the counterforce, so as to meet the overall force transmission requirements of the steel box girder.

[0054] To ensure that the newly made top plate unit can cover the bolt connection range of the original bolt strip, as shown in Figure 4 The cutting range of the original bridge deck panel bolt strip is greater than the bolt connection range of the bolt strip.

[0055] In summary, the steel box girder cable-stayed bridge deck panel repair and reinforcement method provided by the embodiment completely solves the problems of water seepage between the original structure top plate segments and the influence of the connecting bolts on the steel bridge deck pavement, improves the durability of the steel box girder, greatly reduces the bridge maintenance workload, and saves maintenance costs. At the same time, during the implementation process, the bridge deck counterforce method is used to adjust the stress state of the box girder top plate unit during the implementation process, which maximizes the influence of the repair and reinforcement work on the stress state of the steel box girder structure, ensures the safety of the structure during the implementation process, and also ensures that the stress state of the steel girder top plate unit remains basically the same before and after replacement.

[0056] Embodiment two:

[0057] The embodiment provides a steel box girder cable-stayed bridge deck panel repair and reinforcement device for implementing the steel box girder cable-stayed bridge deck panel repair and reinforcement method in the embodiment one, which comprises a counterforce device, a counter support and a stiffening truss member.

[0058] The stiffening truss member is arranged in the box body of the steel box girder and connected with the top plate and the bottom plate of the steel box girder respectively.

[0059] The counterforce device and the counter support are arranged on the box girder top plate of the steel box girder, and the counterforce device is connected with the counter support.

[0060] In the technical scheme, the steel box girder is locally reinforced by the stiffening truss rod, the counterforce device and the counterforce applied to the bracing rod, so that after the stress level of the steel box girder bridge deck top plate unit reaches the zero stress state, the original bridge deck bolt band is cut, the new top plate unit is welded with the steel girder top plate units at both ends of the cut, the original structure top plate joint seam water seepage problem and the influence of the connecting bolt on the steel bridge deck pavement are solved, and the durability of the steel box girder is improved.

[0061] To realize the local reinforcement of the steel box girder by the stiffening truss rod, as shown in the figure, Figure 5 the stiffening truss rod comprises a top plate stiffening plate, a bottom plate stiffening plate and a stiffening inclined rod, wherein,

[0062] the top plate stiffening plate is connected with the top plate of the steel box girder, and the bottom plate stiffening plate is connected with the bottom plate of the steel box girder;

[0063] the stiffening inclined rod is arranged between the top plate stiffening plate and the bottom plate stiffening plate, one end of the stiffening inclined rod is connected with the top plate stiffening plate, and the other end of the stiffening inclined rod is connected with the bottom plate stiffening plate.

[0064] The above only describes the preferred embodiments of the present application, and it should be noted that for those skilled in the art, without departing from the technical principles of the present application, a number of improvements and modifications can be made, and these improvements and modifications should also be considered as the protection scope of the present application.

Claims

1. A method for repairing and reinforcing a steel box girder cable-stayed bridge deck, characterized in that: include: Based on the steel box girder bridge deck where the bridge deck pavement has been removed, the box-inner stiffening truss members are installed to locally reinforce the steel box girder; Install reaction devices and top braces according to pre-planned positions, apply top forces to the locally reinforced steel box girders, and adjust the stress level of the steel box girder deck top plate unit to achieve a zero stress state; After the stress level of the steel box girder deck top plate unit reaches the zero stress state, the original bridge deck bolt strip is cut according to the pre-planned cutting range, and the new top plate unit is welded to the steel beam top plate unit at both ends of the cut; After completing the replacement of all bolt splicing strips within the coverage of the reaction device, unload the top force and transfer to the next section main beam to replace the bolt splicing strips until all sections of the bolt splicing strips are replaced; The stiffening truss members are arranged in the box body of the steel box girder and are respectively connected to the top plate and bottom plate of the steel box girder; The reaction device and the top support rod are arranged on the box beam top plate of the steel box beam, and the reaction device is connected to the top support rod.

2. The method for repairing and reinforcing the deck of a steel box girder cable-stayed bridge according to claim 1 is characterized in that: The method for determining the installation positions of the reaction device and the top support rod includes: Establish a finite element model of a steel box girder cable-stayed bridge and analyze the stress state of the steel box girder bridge deck before reconstruction; Based on the analysis results of the stress state of the steel box girder bridge deck before reconstruction and combined with the on-site construction conditions, the position of the box girder top surface reaction device and the arrangement height of the top support rods were planned.

3. The method for repairing and reinforcing the deck of a steel box girder cable-stayed bridge according to claim 2 is characterized in that: The method for formulating the range to be cut includes: According to the range of the bolt connection zone at the inter-segment joints of the original bridge deck, the range to be cut and the size of the new bridge deck are determined.

4. The method for repairing and reinforcing the deck of a steel box girder cable-stayed bridge according to claim 3 is characterized in that: The method for determining the jacking force includes: Based on the established finite element model, the reaction device and the top support rod are simulated according to the proposed position of the reaction device and the layout height of the top support rod, and the top force is applied. The principle of the top force value is to reduce the compressive stress in the top plate range of the steel box girder to be cut to a zero stress state.

5. The method for repairing and reinforcing the deck of a steel box girder cable-stayed bridge according to claim 4 is characterized in that: The method for obtaining the newly manufactured top plate unit comprises: Based on the calculated top force, the reaction device and top support rod are designed and manufactured. The new top plate unit is processed in the factory according to the determined size of the new bridge deck. According to the size of the top force, the plate size of the stiffening truss members in the box is designed to meet the overall force transmission requirements of the steel box girder.

6. The method for repairing and reinforcing the deck of a steel box girder cable-stayed bridge according to claim 1 is characterized in that: The cutting range of the original bridge deck bolt band is larger than the bolt connection range of the bolt band.

7. The method for repairing and reinforcing the deck of a steel box girder cable-stayed bridge according to claim 1 is characterized in that: The stiffening truss members include a top stiffening plate, a bottom stiffening plate and stiffening diagonal rods, wherein: The top plate stiffening plate is connected to the top plate of the steel box girder, and the bottom plate stiffening plate is connected to the bottom plate of the steel box girder; The reinforcing diagonal rod is arranged between the top plate reinforcing plate and the bottom plate reinforcing plate, and one end of the reinforcing diagonal rod is connected to the top plate reinforcing plate, and the other end is connected to the bottom plate reinforcing plate.

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