A bridge approach slab prevention structure suitable for narrow-width bridges and its construction method

Abstract

This invention discloses an anti-bridge approach slab structure and its construction method suitable for narrow-width bridges. The structure includes a bridge approach, with a repositioning and reinforcement structure on the side of the bridge approach away from the bridge deck. Connecting structures spanning the bridge approach are located on both sides of the repositioning and reinforcement structure, and a loading structure for repositioning loading is installed at the connecting structures. The construction method includes the following steps: completing the construction of the bridge deck, bridge approach, and piers; installing the first and second steel connecting column sleeves; connecting the folded connecting plate and the inclined plate, and movably connecting them to the second steel connecting column sleeve; constructing the flexible soil from bottom to top, raising the elevation to the bottom surface of the lowest force transmission plate; fixing and connecting the lowest force transmission plate; fixing and connecting the extended force-bearing plate, and laying a divergent steel mesh; continuing the construction of the flexible soil on the side of the bridge approach, raising the elevation to the bottom surface of the next level force transmission plate; repeating the construction until completion. This invention can shorten the construction cycle for solving bridge approach slab slab problems and improve the convenience of urban road traffic.

Description

Technical Field

[0001] This invention belongs to the field of bridge engineering technology, specifically relating to an anti-bridge approach slab structure suitable for narrow-width bridges and its construction method. Background Technology

[0002] Bridge approach slab settlement is a common phenomenon at the junction of flexible pavement and rigid structure at bridge approaches. As the bridge ages, the flexible pavement will settle. This is especially true for narrow bridges, where the amount of soil in the flexible foundation at the approach is relatively small, making them more prone to significant settlement. This can lead to misalignment between the flexible pavement and the bridge approach, affecting driving safety and causing traffic accidents.

[0003] Currently, the main methods for addressing bridge approach slab settlement are foundation treatment and the construction of bridge and culvert structures. These methods often involve drainage consolidation and soil replacement. However, these methods have long construction cycles and require road closures each time, reducing the convenience of urban road traffic. Summary of the Invention

[0004] This invention is proposed to solve the problems existing in the prior art, and its purpose is to provide a bridge approach anti-slope structure and its construction method suitable for narrow-width bridges.

[0005] The technical solution of the present invention is: an anti-bridge approach slab structure suitable for narrow-width bridges, including a bridge approach, a bridge deck set on one side of the bridge approach, and a column pier supporting the bridge deck. A reset and reinforcement structure is provided on the side of the bridge approach away from the bridge deck. Connecting structures that cross the bridge approach are provided on both sides of the reset and reinforcement structure. A loading structure for reset loading is provided at the connecting structure.

[0006] Furthermore, the repositioning and reinforcement structure is not in contact with the bridge abutment sidewall, and the repositioning and reinforcement structure is a multi-level structure.

[0007] Furthermore, the resetting and reinforcement structure includes two inclined plates arranged in a figure-eight shape and spatially inclined and symmetrical, with a layered force transmission plate arranged between the inclined plates, and the force transmission plate having a horizontally convex arc surface.

[0008] Furthermore, each force transmission plate is equipped with multiple extended force-bearing plates to expand the reinforcement range of the flexible soil, and the extended force-bearing plates are arranged in a radiating pattern away from the bridgehead.

[0009] Furthermore, each layer of extended load-bearing plate is provided with a divergent steel mesh to ensure uniform load distribution, and the divergent steel mesh is in the shape of a divergent arc.

[0010] Furthermore, the piers include a first group of piers near the bridgehead, and a second group of piers is arranged on the side of the first group of piers away from the bridgehead.

[0011] Furthermore, the connecting structure includes a folded connecting plate connected to the side wall of the inclined plate, and the other end of the folded connecting plate is connected to the connecting plate to form a whole.

[0012] Furthermore, a second steel connecting column sleeve is provided on the outer wall of the first set of column piers, and the second steel connecting column sleeve is movably connected to the connecting plate on that side.

[0013] Furthermore, a support structure is provided on the second set of column piers, and an inclined hydraulic damper is provided between the support structure and the connecting plate.

[0014] A construction method for an anti-bridge approach slab structure suitable for narrow-width bridges includes the following steps:

[0015] A. Complete the construction of the bridge deck, bridge abutments, and piers;

[0016] B. Fix and install the first steel connecting column sleeve and the second steel connecting column sleeve;

[0017] C. Connect the folded connecting plate and the inclined plate, and movably connect the folded connecting plate to the second steel connecting column sleeve;

[0018] D. Install the hydraulic damper;

[0019] E. Construct the flexible soil on the side of the bridge abutment from bottom to top, and construct the elevation to the bottom surface of the lowest level force transfer plate.

[0020] F. The lowest-level force transmission plate is fixedly connected between the two inclined plates;

[0021] G. An extended bearing plate is fixedly connected to the lowest level force transmission plate, and a divergent steel mesh is laid above the extended bearing plate;

[0022] H. Continue the construction of the flexible soil on the side of the bridge abutment, and raise the elevation to the bottom surface of the force transmission plate at the second to last elevation.

[0023] I. Repeat steps F to H until the elevation of the flexible soil is level with the top surface of the soil on the side of the bridge abutment.

[0024] The beneficial effects of this invention are as follows:

[0025] This invention reinforces flexible soil through a non-contact repositioning and reinforcement structure at the bridge abutment. It expands the reinforcement range by extending the bearing plate, ensures uniform load distribution through a divergent steel mesh, provides a rotational foundation through a second steel connecting column sleeve and a folded connecting plate, and applies load through an inclined hydraulic damper. This allows the repositioning and reinforcement structure to be lifted by loading after a bridge abutment slab ...

[0026] This invention can shorten the construction period for addressing bridge approach slab settlement and improve the convenience of urban road traffic. Attached Figure Description

[0027] Figure 1 This is a schematic diagram of the structure of the present invention;

[0028] Figure 2 This is another structural schematic diagram of the present invention;

[0029] Figure 3 This is a top view of the present invention;

[0030] Figure 4 This is a schematic diagram of the connection between the inclined plate and the force transmission plate in this invention;

[0031] Figure 5 This is a schematic diagram of the connection between the divergent steel mesh and the force transmission plate in this invention;

[0032] Figure 6 This is a schematic diagram showing the location of the soil layer construction during the construction of this invention;

[0033] Figure 7 This is a schematic diagram showing the positions of the rectangular concrete enclosure structure and the folded connecting plate in this invention;

[0034] Figure 8 This is a cross-sectional view of the positions of the telescopic rod and the rectangular concrete enclosure structure in this invention;

[0035] Figure 9 This is a schematic diagram showing the spatial position of the top surface of the bridge abutment and the reinforcement area in this invention;

[0036] Figure 10 This is a schematic diagram showing the position of the top surface of the bridge abutment and the reinforcement area in this invention;

[0037] Figure 11 This is a schematic diagram illustrating the positional changes between the top surface of the bridge abutment and the reinforced area in this invention.

[0038] in:

[0039] 1. Bridge deck 2. Bridgehead

[0040] 3 column bases 4 inclined slabs

[0041] 5. Force transfer plate; 6. Diverging steel mesh

[0042] 7 Extended bearing plate 8 Top surface of soil on the side of bridge abutment

[0043] 9. Reinforcement Scope Area

[0044] 31 First steel connecting column sleeve 32 Second steel connecting column sleeve

[0045] 33 Hydraulic damper 34 Connecting plate

[0046] 35-fold connecting plate

[0047] 666 telescopic rods and 999 rectangular concrete enclosure structure. Detailed Implementation

[0048] The present invention will now be described in detail with reference to the accompanying drawings and embodiments:

[0049] like Figures 1 to 11 As shown, an anti-bridge approach slab structure suitable for narrow bridges includes a bridge approach 2, a bridge deck 1 set on one side of the bridge approach 2, and a column pier 3 supporting the bridge deck 1. A reset and reinforcement structure is provided on the side of the bridge approach 2 away from the bridge deck 1. A connecting structure spanning the bridge approach 2 is provided on both sides of the reset and reinforcement structure. A loading structure for reset loading is provided at the connecting structure.

[0050] The repositioning and reinforcement structure is not in contact with the side wall of the bridge abutment 2, and the repositioning and reinforcement structure is a multi-level structure.

[0051] The resetting and reinforcement structure includes two inclined plates 4 arranged in a figure-eight shape and spatially inclined and symmetrical. Between the inclined plates 4, there are layered force transmission plates 5, which are horizontally convex arc-shaped.

[0052] Each force transmission plate 5 is equipped with multiple extended force-bearing plates 7 to expand the range of flexible soil reinforcement. The extended force-bearing plates 7 are arranged in a radiating pattern away from the bridgehead 2.

[0053] Each layer of extended load-bearing plate 7 is provided with a divergent steel mesh 6 to ensure uniform load distribution. The divergent steel mesh 6 is in the shape of a divergent arc.

[0054] The column pier 3 includes a first group of column piers near the bridgehead 2, and a second group of column piers is arranged on the side of the first group of column piers away from the bridgehead 2.

[0055] The connecting structure includes a folded connecting plate 35 connected to the side wall of the inclined plate 4, and the other end of the folded connecting plate 35 is connected to the connecting plate 34 to form a whole.

[0056] A second steel connecting column sleeve 32 is provided on the outer wall of the first group of column piers, and the second steel connecting column sleeve 32 is movably connected to the connecting plate 34 on the same side.

[0057] The second set of column piers is provided with a support structure, and an inclined hydraulic damper 33 is provided between the support structure and the connecting plate 34.

[0058] Specifically, in conjunction with the appendix Figures 1 to 5 To explain, the repositioning and reinforcement structure includes two inclined plates 4, with one side of the two inclined plates 4 inclined against each other. The top of the inclined plates 4 does not contact the side wall of the bridge abutment 2, and the top of the inclined plates 4 is lower than the upper end of the bridge abutment 2.

[0059] Specifically, a multi-stage force transmission plate 5 is connected between the two inclined plates 4. Each force transmission plate 5 is arc-shaped, and the top surface of the force transmission plate 5 is horizontal. The force transmission plate 5 protrudes outward between the two inclined plates 4, that is, it protrudes towards the side away from the bridgehead 2.

[0060] Specifically, multiple extended load-bearing plates 7 are welded to the upper part of each layer of load-bearing plate 5. The extended load-bearing plates 7 are arranged in a diffused pattern from the bridge abutment 2 to the area away from the bridge abutment 2. The load-bearing plate 5 has a multi-level structure, and its radius of curvature increases from top to bottom, thereby adapting to the settlement trend of the flexible soil at the bridge abutment. Combined with the extended load-bearing plates 7, this allows each level of load-bearing plate 5 to reinforce a larger area of ​​the flexible soil.

[0061] Specifically, a layer of divergent steel mesh 6 is flexibly laid above each layer of extended load-bearing plate 7. The divergent steel mesh 6 is woven from multiple steel bars and has an overall divergent shape. The divergent steel mesh 6 is adapted to the arrangement of the extended load-bearing plates 7 and coordinates the force on all extended load-bearing plates 7 on each level of load-bearing plate 5, making the force distribution more uniform.

[0062] More specifically, the divergent steel mesh 6 includes holes between the steel bars. When the structure of this application is in use and when its position is adjusted later, the flexible soil can pass through the holes of the divergent steel mesh 6, thereby reducing soil resistance.

[0063] Specifically, such as Figure 1 As shown in the figure, the two sets of piers 3 below the bridge deck 1 and near the bridge abutment 2 in this application are load supports. Among them, the piers near the bridge abutment 2 are called the first pier group, and the other group is called the second pier group.

[0064] Specifically, a second steel connecting sleeve 32 is fixedly connected to the column of the first pier group, and a first steel connecting sleeve 31 is fixedly connected to the outer side of the column of the second pier group. The second steel connecting sleeve 32 is movably connected to the folded connecting plate 35 on the side of the bridge deck 1.

[0065] More specifically, the movable components of the active connection are high-strength bearings and pins, thus providing a rotating base for the shaft to rotate.

[0066] Specifically, the folded connecting plate 35, the first steel connecting column sleeve 31, the second steel connecting column sleeve 32, the connecting plate 34, and the inclined plate 4 are all made of high-strength steel to ensure that their respective structural functions are performed normally.

[0067] Specifically, this application targets narrow-width bridges, where pier 33 can be a single-column pier or a double-column pier. The following describes two specific implementation methods:

[0068] Single-column pier type

[0069] The first column pier group consists of a single column pier 33, the second column pier group consists of a single column pier 33, and the second steel connecting column sleeve 32 is connected to two folded connecting plates 35 on both sides.

[0070] Double column pier form

[0071] The first column base group consists of two column bases 33, the second column base group consists of two column bases 33, and the two second steel connecting column sleeves 32 are respectively connected to a folded connecting plate 35.

[0072] Specifically, the two folded connecting plates 35 and connecting plate 34 are connected to form a whole, and the connecting plate 34 is located between the first column pier group and the second column pier group.

[0073] Correspondingly, in the single-column pier configuration, the first steel connecting column sleeve 31 is installed on one column pier 3; in the double-column pier configuration, the first steel connecting column sleeve 31 is installed on two column piers 3 respectively, and is fixedly connected to the two column piers 3 respectively.

[0074] More specifically, the second steel connecting column sleeve 32 has a circular structure, and the first steel connecting column sleeve 31 includes an arc portion that fits on the outer wall of the column pier 3. A planar portion that is tangent to the arc portion is formed between the arc portions. The planar portion is a single-sided support structure of the hydraulic damper 33.

[0075] Specifically, the loading structure is a hydraulic damper 33, which is arranged at an angle. The hydraulic damper 33 can load the connecting plate 34, thereby causing the folded connecting plate 35 to rotate with the movable connection point of the second steel connecting column sleeve 32 as the fulcrum.

[0076] Specifically, the force transmission plate 5, the divergent steel mesh 6, and the extended bearing plate 7 are all embedded in the flexible soil at the bridge abutment 2, and a portion of the folded connecting plate 35 is also embedded in the flexible soil at the bridge abutment 2. A transition zone is formed between the position where the folded connecting plate 35 is exposed in the flexible soil and the position where it is embedded in the flexible soil. A rectangular concrete retaining structure 999 is provided around the transition zone to adapt to the movement trajectory of the folded connecting plate 35.

[0077] Specifically, the folded connecting plate 35 and the rectangular concrete enclosure structure 999 are connected by chains to telescopic rods 666 at the top and bottom. The telescopic rods 666 work with the folded connecting plate 35 to enclose the soil in the flexible soil body, preventing a large amount of soil from leaking out of the area of ​​the flexible soil body exposed by the folded connecting plate 35.

[0078] Specifically, the telescopic rod 666 is fixedly connected to the rectangular concrete enclosure structure 999 via a metal embedded part. The telescopic rod 666 is connected to the folded connecting plate 35 via a ring chain, allowing the ends of the folded connecting plate 35 and the telescopic rod 666 to rotate slightly to adapt to the movement trend of the folded connecting plate 35. Figures 7-8 As shown.

[0079] Specifically, the hydraulic damper 33 is inclined to facilitate the rotation of the folded connecting plate 35, and the folded connecting plate 35 is fixedly connected to the inclined plate 4.

[0080] Specifically, stiffening ribs are provided in the transition area between the folded connecting plate 35 and the connecting plate 34 to enhance the rigidity and strength of the connection.

[0081] Specifically, stiffening ribs are provided at the connection between the inclined plate 4 and the force transmission plate 5 to enhance the rigidity and strength of the connection.

[0082] A construction method for an anti-bridge approach slab structure suitable for narrow-width bridges includes the following steps:

[0083] A. Complete the construction of bridge deck 1, bridge abutment 2, and pier 3;

[0084] B. Fix and install the first steel connecting column sleeve 31 and the second steel connecting column sleeve 32;

[0085] C. Connect the folded connecting plate 35 and the inclined plate 4, and movably connect the folded connecting plate 35 to the second steel connecting column sleeve 32;

[0086] D. Install hydraulic damper 33;

[0087] E. Construct the flexible soil on the two sides of the bridge abutment from bottom to top, and construct the elevation to the bottom surface of the lowest level force transfer plate 5.

[0088] F. The lowest-level force transmission plate 5 is fixedly connected between the two inclined plates 4;

[0089] G. An extended force-bearing plate 7 is fixedly connected to the lowest level force-transmitting plate 5, and a divergent steel mesh 6 is laid above the extended force-bearing plate 7;

[0090] H. Continue the construction of the flexible soil on the two sides of the bridge abutment, and raise the elevation to the bottom surface of the second-to-last level force transfer plate 5.

[0091] I. Repeat steps F to H until the elevation of the flexible soil is level with the top surface 8 of the soil on the side of the bridge abutment.

[0092] Specifically, the elevation of the flexible soil refers to the actual elevation after the compaction step is completed.

[0093] Specifically, the distance between the highest-level force transmission plate 5 and the top surface 8 of the soil on the side of the bridge abutment should be specified by the designer based on the structural stress and the service life of the bridge.

[0094] Specifically, the adjustment position of the repositioning and reinforcement structure is related to the self-weight and lateral pressure of the flexible soil outside the reinforcement area 9. The engineering designers should combine the physical properties of the flexible soil and the specific engineering conditions to reasonably set the distance from the extension bearing plate 7 from the force transmission plate 5 to the end face of the extension bearing plate 7 away from the bridge abutment 2, and the distance from the extension bearing plate 7 near the end face of the bridge abutment 2 to the force transmission plate 5. By adjusting the above distances, the torsional effect caused by self-weight and lateral pressure can be reduced, which will facilitate the subsequent adjustment of the position of the repositioning and reinforcement structure.

[0095] Specifically, after construction, the flexible soil in area 2 of the bridge abutment will form a bridge cone slope. This cone slope should be reinforced using common municipal engineering reinforcement methods. A suitable area for drilling into the flexible soil on the side of the cone slope should be provided. This is so that after long-term service, if the density of the flexible soil in area 2 of the bridge abutment becomes too high, and the hydraulic damper 33 pressurizes to rotate the connecting plate 35, the density of the flexible soil in this area can be reduced by drilling into the cone slope, facilitating the rotation of the connecting plate 35 and ultimately facilitating the repositioning and lifting of the reinforcement structure.

[0096] Specifically, such as Figures 9 to 11 As shown, the repositioning and reinforcement structure can effectively reinforce the arc-shaped curved surface on the side of the bridge abutment 2, with reinforcement area 9 as an example, thereby improving the integrity of the soil.

[0097] However, as the bridge's service life increases, the soil above the reinforced area 9 will gradually sink and settle in a divergent manner away from the bridgehead 2, eventually causing the bridgehead to sag.

[0098] After the bridge approach slab slab slab occurred, the absolute position of the reinforced area 9 remained unchanged, but the elevation of the top surface 8 of the soil on the side of the bridge approach gradually decreased and settlement had already occurred. Figure 11 Mid-range a When the settlement accumulates to a certain extent, the hydraulic damper 33 needs to be pressurized to rotate the connecting plate 35, maintaining the distance between the top surface 8 of the soil on the side of the bridge abutment and the reinforced area 9. a Without changing the position, raise the top of reinforcement area 9. b ,final a=b Even if the phenomenon of vehicles bouncing off the bridgehead is eliminated.

[0099] This invention reinforces flexible soil through a non-contact repositioning and reinforcement structure at the bridge abutment. It expands the reinforcement range by extending the bearing plate, ensures uniform load distribution through a divergent steel mesh, provides a rotational foundation through a second steel connecting column sleeve and a folded connecting plate, and applies load through an inclined hydraulic damper. This allows the repositioning and reinforcement structure to be lifted by loading after a bridge abutment slab ...

[0100] This invention can shorten the construction period for addressing bridge approach slab settlement and improve the convenience of urban road traffic.

Claims

1. A bridge approach anti-slab settlement structure suitable for narrow-width bridges, comprising a bridge approach (2), a bridge deck (1) disposed on one side of the bridge approach (2), and a pier (3) supporting the bridge deck (1), characterized in that: A resetting and reinforcement structure is provided on the side of the bridgehead (2) away from the bridge deck (1). A connecting structure that crosses the bridgehead (2) is provided on both sides of the resetting and reinforcement structure. A loading structure for resetting loading is provided at the connecting structure. The resetting and reinforcement structure includes two inclined plates (4) arranged in a figure-eight shape and spatially inclined and symmetrical. Between the inclined plates (4) are layered force transmission plates (5), and the force transmission plates (5) are horizontally convex arc surfaces. The column pier (3) includes a first group of column piers near the bridgehead (2), and a second group of column piers is arranged on the side of the first group of column piers away from the bridgehead (2); The connecting structure includes a folded connecting plate (35) connected to the side wall of the inclined plate (4), and the other end of the folded connecting plate (35) is connected as a whole by a connecting plate (34); The first set of column piers is fixedly connected to the column with a second steel connecting column sleeve (32), the second set of column piers is fixedly connected to the outer side of the column with a first steel connecting column sleeve (31), and the second steel connecting column sleeve (32) is movably connected to the folded connecting plate (35) on the side of the width of the bridge deck (1). The second set of column piers is provided with a support structure, and an inclined hydraulic damper (33) is provided between the support structure and the connecting plate (34).

2. The anti-bridge approach slab structure for bridges with narrow widths according to claim 1, characterized in that: The repositioning and reinforcement structure is not in contact with the side wall of the bridge abutment (2), and the repositioning and reinforcement structure is a multi-level structure.

3. The anti-bridge approach slab structure for bridges with narrow widths according to claim 1, characterized in that: Each level of force transmission plate (5) is provided with multiple extended force bearing plates (7) to expand the range of flexible soil reinforcement. The extended force bearing plates (7) are arranged in a radiating pattern away from the bridgehead (2).

4. The anti-bridge approach slab structure for bridges with narrow widths according to claim 3, characterized in that: Each layer of extended load-bearing plate (7) is provided with a divergent steel mesh (6) to ensure uniform load distribution. The divergent steel mesh (6) is in the shape of a divergent arc.

5. A construction method for an anti-bridge approach slab structure suitable for narrow-width bridges according to claim 1, characterized in that: Includes the following steps: A. Complete the construction of the bridge deck (1), bridge abutment (2), and pier (3); B. Fix and install the first steel connecting column sleeve (31) and the second steel connecting column sleeve (32); C. Connect the folded connecting plate (35) and the inclined plate (4), and movably connect the folded connecting plate (35) to the second steel connecting column sleeve (32); D. Install hydraulic dampers (33); E. Construction of the flexible soil on the side of the bridge abutment (2) is carried out from bottom to top, and the elevation is constructed up to the bottom surface of the lowest level force transmission plate (5); F. The lowest level force transmission plate (5) is fixedly connected between the two inclined plates (4); G. An extended bearing plate (7) is fixedly connected to the lowest level force transmission plate (5), and a divergent steel mesh (6) is laid above the extended bearing plate (7). H. Continue the construction of the flexible soil on the side of the bridgehead (2), and raise the elevation to the bottom surface of the force transmission plate (5) at the second to last elevation. I. Repeat steps F to H until the elevation of the flexible soil is level with the top surface (8) of the soil on the side of the bridge abutment.

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