A method for implementing a reinforcing treatment technology for a bridge in service

Abstract

The present application belongs to the field of bridge construction technology, and specifically relates to a method for reinforcing and treating an in-service bridge, which comprises the following steps: A, anchoring an L-shaped steel plate at a box girder abutment, anchoring a horizontal steel plate on the upper surface of a stop block, and welding a vertical steel plate on the horizontal steel plate; B, arranging an upper shock-absorbing key and a lower shock-absorbing key on the L-shaped steel plate and the vertical steel plate respectively; C, embedding a horizontal limiting plate between the upper and lower shock-absorbing keys; and D, arranging an anchor plate on a box girder web, and connecting the anchor plate and the horizontal limiting plate through a damper. The method is safe and reliable in structure, clear in system stress, simple and fast in implementation procedure, and can limit and constrain the abnormal displacement of the box girder caused by vehicle eccentric load and seismic force, thereby ensuring the safety and stability of the in-service single-column pier bridge.

Description

Technical Field

[0001] The present invention belongs to the technical field of bridge construction, and in particular, is a method for implementing a technology for reinforcing and treating an in-service bridge. Background Art

[0002] Commonly used reinforcement design solutions include adding steel cap beams, increasing the concrete cross-section of the pier body, adding pier columns, and adding bearings to abutments. These treatment solutions play an important role in preventing and resolving the operational safety risks of single-column pier bridges. However, it should also be noted that the existing treatment design solutions have problems such as generally large engineering workloads, long-term impact on existing traffic, and unclear coordinated force between the old and new structures in some solutions. Summary of the Invention

[0003] The technical problem to be solved by the present invention is to effectively prevent and resolve the bridge safety risks induced by automobile eccentric loads and earthquake loads while ensuring the normal use function of the single-column pier bridge.

[0004] In order to solve the above technical problems, the technical solution adopted by the present invention is to provide a technical implementation method for strengthening and treating an in-service bridge, comprising the following steps:

[0005] A. Bolt the flanges of the L-shaped steel plates to the upper surface of the abutment cap beams at both ends of the integral box girder. Bolt the horizontal steel plates to the upper surface of the blocks on both sides of the integral box girder. Connect the horizontal steel plates to the webs of the L-shaped steel plates by welding. Then weld the vertical steel plates to the horizontal steel plates.

[0006] B. An upper damping key and a lower damping key are respectively provided on the web and vertical steel plates of the L-shaped steel plate. The upper damping key, the lower damping key and the web and vertical steel plates of the L-shaped steel plate are symmetrically arranged in an F shape.

[0007] C. A horizontal limit plate is embedded between the upper shock-absorbing key and the lower shock-absorbing key, and a plurality of ear holes are provided on the upper surface of the horizontal limit plate;

[0008] D. The anchor plate is fixed to the side surface of the box girder web by bolts. Ear holes are set on the anchor plate. The damper is fixed to the ear hole steel pins on the anchor plate and the horizontal limit plate through the end bearing hole;

[0009] In step A, the horizontal steel plate is perpendicular to the web space of the L-shaped steel plate, the vertical steel plate is perpendicular to the horizontal steel plate space and parallel to the web space of the L-shaped steel plate, the vertical steel plate is flush with the top surface of the web of the L-shaped steel plate, and the L-shaped steel plate, horizontal steel plate, vertical steel plate and block form a spatial lattice.

[0010] In step B, a certain distance is maintained between the upper shock-absorbing key and the lower shock-absorbing key, and curved grooves are respectively provided at corresponding positions on their inner sides.

[0011] In the step C, the horizontal limiting plate two ends are convex round body, the horizontal limiting plate two ends' convex round body is located in the curved surface groove between the upper shock-absorbing key, the lower shock-absorbing key, the convex round body height is greater than the distance between the upper shock-absorbing key, the lower shock-absorbing key, and the horizontal limiting plate thickness is less than the distance between the upper shock-absorbing key, the lower shock-absorbing key.

[0012] In the step D, the damper is in the initial state.

[0013] The method for implementing the application has the advantages of safe and reliable structure, clear stress system, simple and fast implementation procedure, limitation and constraint of the abnormal displacement of the box girder caused by the vehicle eccentric load and the earthquake force, and guarantee of the normal use function of the single-column pier bridge, the safety and stability of the single-column pier bridge in service. BRIEF DESCRIPTION OF DRAWINGS

[0014] Figure 1 It is the elevation arrangement drawing and the local enlarged view of the single-column pier bridge.

[0015] Figure 2 It is the plane arrangement drawing and the local enlarged view of the single-column pier bridge.

[0016] Figure 3 It is the installation cross-sectional view and the local enlarged view of the upper shock-absorbing key and the lower shock-absorbing key.

[0017] Figure 4 It is the installation cross-sectional view and the local enlarged view of the horizontal limiting plate.

[0018] Figure 5 It is the installation cross-sectional view and the local enlarged view of the damper.

[0019] Figure 6 It is the installation elevation arrangement drawing of the damper.

[0020] Figure 7 It is the working schematic view of the box girder free expansion displacement structure system in the bridge direction.

[0021] Figure 8 It is the working schematic view of the structure system under the action of the vehicle overload and eccentric load.

[0022] Figure 9 It is the working schematic view of the structure system under the action of the transverse bridge seismic load.

[0023] Figure 10 It is the working schematic view of the structure system under the action of the vertical seismic load. DETAILED DESCRIPTION

[0024] The application will be described in detail below with reference to the drawings.

[0025] As shown in the drawings, Figures 1-10 the application provides a method for implementing the in-service bridge reinforcement treatment technology, which comprises the following steps:

[0026] A, the flange of the L-shaped steel plate 5 is anchored on the upper surface of the abutment cap beam at both ends of the integral box girder 4 through the bolt 17, the horizontal steel plate 6 is anchored on the upper surface of the block 3 at both sides of the integral box girder 4 through the bolt 17, the horizontal steel plate 6 is connected with the web of the L-shaped steel plate 5 through welding, and the vertical steel plate 7 is welded on the horizontal steel plate 6;

[0027] The pier in the middle of the bridge is a single column pier, a single support is installed on the single column pier, a double support 2 is installed on the abutment cap beam 1 at both ends, the integral box girder 4 is supported on the double supports 2 on the abutment cap beam 1 and the pier supports in the middle of the bridge, the concrete blocks 3 are symmetrically arranged on both sides of the box girder 4, the blocks 3 are integrally poured with the abutment cap beam 1, see Figures 1-2 ; The flange of the L-shaped steel plate 5 is provided with an anchor hole, the L-shaped steel plate 5 is anchored on the abutment cap beam 1 outside the block 3 through the bolt 17, the gap between the flange of the L-shaped steel plate 5 and the abutment cap beam 1 is filled and compacted by pressure grouting steel glue; The horizontal steel plate 6 is provided with an anchor hole, the horizontal steel plate 6 is anchored on the upper surface of the block 3 through the bolt 17, the horizontal steel plate 6 is orthogonal to the web of the L-shaped steel plate 5 and is welded, and the gap between the horizontal steel plate 6 and the upper surface of the block 3 is filled and compacted by pressure grouting steel glue; The vertical steel plate 7 is welded on the horizontal steel plate 6, the vertical steel plate 7 is orthogonal to the horizontal steel plate 6, the vertical steel plate 7 is parallel to the web of the L-shaped steel plate 5, and the vertical steel plate 7 is flush with the top surface of the web of the L-shaped steel plate 5.

[0028] B, the upper damping key 9 and the lower damping key 8 are respectively arranged on the web of the L-shaped steel plate 5 and the vertical steel plate 7, the upper damping key 9 and the lower damping key 8 are symmetrically F-shaped in space with the web of the L-shaped steel plate 5 and the vertical steel plate 7;

[0029] The inner side of the upper damping key 9 and the lower damping key 8 is respectively provided with a curved groove 10 at the corresponding position, the curved groove 10 is arc-shaped, the upper damping key 9 and the lower damping key 8 are integrally welded with the web of the L-shaped steel plate 5 and are F-shaped, the upper damping key 9 and the lower damping key 8 are integrally welded with the vertical steel plate 7 and are F-shaped, each upper damping key 9 is flush, each lower damping key 8 is flush, and the upper damping key 9 and the lower damping key 8 maintain a certain distance, see Figure 3 .

[0030] C, the horizontal limiting plate 11 is embedded between the upper damping key 9 and the lower damping key 8, and a plurality of ear holes 13 are arranged on the upper surface of the horizontal limiting plate 11;

[0031] The horizontal limiting plate 11 is provided with a convex circular body 12 at both ends, the convex circular body 12 at both ends of the horizontal limiting plate 11 is located in the curved groove 10 between the upper damping key 9 and the lower damping key 8, the width of the horizontal limiting plate 11 is equal to the transverse distance between the curved grooves 10 at the corresponding positions on the inner sides of the upper damping key 9 and the lower damping key 8, the height of the convex circular body 12 is greater than the distance between the upper damping key 9 and the lower damping key 8, the thickness of the horizontal limiting plate 11 is less than the net distance between the upper damping key 9 and the lower damping key 8, see Figure 4 ;

[0032] D, anchor plate 15 is fixed on the side surface of the box girder 4 by bolt 17, and the ear hole 16 is arranged on the anchor plate 15, and the damper 14 is fixed by the terminal bearing hole and the ear hole 13 steel pin on the anchor plate 15 and the horizontal limiting plate 11;

[0033] The gap between the anchor plate 15 and the side surface of the box girder 4 is filled and compacted by pressure steel glue, the terminal bearing hole of the damper 14 and the ear hole 13 on the horizontal limiting plate 11 are connected and fixed by steel pins, the terminal bearing hole of the damper 14 and the ear hole 16 on the anchor plate 15 are connected and fixed by steel pins, and after the damper 14 is installed, the damper is in the initial state, see Figures 5-6 .

[0034] Under normal operating conditions, the box girder 4, the anchor plate 15, the damper 14 and the horizontal limiting plate 11 are an integral whole, the space lattice formed by the L-shaped steel plate 5, the horizontal steel plate 6, the vertical steel plate 7, the upper damping key 9, the lower damping key 8 and the baffle and the bent cap 1 are an integral whole, the contact between the two systems is not stressed, the box girder 4 can freely stretch and contract in the bridge direction, see Figure 7 .

[0035] Under abnormal conditions of automobile overload and eccentric load, the box girder 4 appears to be twisted in the transverse direction, the horizontal limiting plate 11 on the eccentric load side is in contact with the lower damping key 8 and is extruded, the damper 14 generates pressure and limits the transverse torsional displacement of the box girder 4; the horizontal limiting plate 11 on the non-eccentric load side is in contact with the upper damping key 9 and is strongly pulled, the damper 14 generates tension and restricts the transverse torsional displacement of the box girder 4; the space lattice formed by the L-shaped steel plate 5, the horizontal steel plate 6, the vertical steel plate 7, the upper damping key 9, the lower damping key 8 and the baffle and the damper 14, the horizontal limiting plate 11 form a complete anti-overturning system, which constitutes a double insurance for the box girder 4, avoiding the transverse overturning instability of the box girder 4, see Figure 8 .

[0036] Under abnormal conditions of earthquake load, the space lattice formed by the L-shaped steel plate 5, the horizontal steel plate 6, the vertical steel plate 7, the upper damping key 9, the lower damping key 8, the baffle 18 and the baffle restricts and limits the transverse horizontal displacement, vertical displacement and bridge direction displacement of the horizontal limiting plate 11, while allowing the horizontal limiting plate 11 to have transverse, vertical and bridge direction displacement between the upper damping key 9, the lower damping key 8 and the baffle 18, and the structure between the rigid bodies is extruded and collided to dissipate the earthquake energy, forming the first safety barrier for the box girder 4 under abnormal conditions of earthquake load; the damper 14 generates tension and pressure, which restricts and limits the transverse horizontal displacement, vertical displacement and bridge direction displacement of the box girder 4, while allowing the box girder 4 to displace under the action of earthquake load, and the damper 14 is stretched and compressed to dissipate the earthquake energy, forming the second safety barrier for the box girder 4 under abnormal conditions of earthquake load, see Figures 9-10 .

[0037] After the above steps are completed, the in-service bridge reinforcement treatment technology implementation is completed.

Claims

1. A technical implementation method for strengthening and treating an in-service bridge, characterized in that: The following steps are involved: A. Anchor the flanges of L-shaped steel plates on the upper surfaces of the abutment cap beams at both ends of the integral box girder with bolts, and anchor horizontal steel plates on the upper surfaces of the blocks on both sides of the integral box girder with bolts. Connect the horizontal steel plates to the webs of the L-shaped steel plates by welding, and weld vertical steel plates to the horizontal steel plates; B. An upper shock-absorbing key and a lower shock-absorbing key are respectively provided on the web of the L-shaped steel plate and the vertical steel plate. The upper shock-absorbing key, the lower shock-absorbing key, the web of the L-shaped steel plate and the vertical steel plate form a symmetrical F-shape. A certain distance is maintained between the upper shock-absorbing key and the lower shock-absorbing key, and curved grooves are respectively provided at corresponding positions on the inner sides of the upper shock-absorbing key and the lower shock-absorbing key. C. A horizontal limit plate is embedded between the upper and lower shock-absorbing keys, and a plurality of ear holes are provided on the upper surface of the horizontal limit plate; D. The anchor plate is fixed to the side surface of the integral box girder web by bolts. Ear holes are set on the anchor plate. The damper is fixed to the ear hole steel pins on the anchor plate and the horizontal limit plate through the end bearing hole.

2. The technical implementation method for strengthening and treating in-service bridges according to claim 1 is characterized in that: In step A, the horizontal steel plate is perpendicular to the web space of the L-shaped steel plate; the vertical steel plate is perpendicular to the horizontal steel plate space and parallel to the web space of the L-shaped steel plate; the vertical steel plate is flush with the top surface of the web of the L-shaped steel plate; the L-shaped steel plate, horizontal steel plate, vertical steel plate and block form a spatial lattice.

3. The technical implementation method for strengthening and treating in-service bridges according to claim 1 is characterized in that: In step C, the two ends of the horizontal limit plate are protruding circular bodies, and the protruding circular bodies at both ends of the horizontal limit plate are located in the curved groove between the upper shock absorber key and the lower shock absorber key. The height of the protruding circular body is greater than the distance between the upper shock absorber key and the lower shock absorber key, and the thickness of the horizontal limit plate is less than the distance between the upper shock absorber key and the lower shock absorber key.

4. The technical implementation method for strengthening and treating in-service bridges according to claim 1 is characterized in that: In step D, the damper is in an initial state.

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