Lateral displacement resistant device and method for bridge substructure

Abstract

The present application belongs to the field of bridge auxiliary construction technology, and discloses a bridge substructure lateral displacement resistance device and method, which comprises a slide-resistant anchoring body and a tension assembly. Through the synergistic effect of the two, the lateral soil extrusion force is effectively resisted. The slide-resistant anchoring body is buried in the deep soil layer near the side of the bridge, which is beneficial to form sufficient contact area between the slide-resistant anchoring body and the surrounding soil, construct an effective slide-resistant anchoring body, and provide reliable lateral shear resistance. One end of the first cable in the tension assembly is anchored to the slide-resistant anchoring body, and the other end is connected to the pile cap and penetrates the embedded pipeline. The embedded pipeline ensures smooth force transmission of the first cable and avoids disturbance to the surrounding soil or damage to the first cable during tensioning. By applying adjustable tensioning force, the first cable actively transmits the lateral thrust received by the pile cap to the slide-resistant anchoring body, realizing the control of the horizontal displacement of the pile cap. The device has a simple overall structure, convenient construction, significantly shortens the construction period, and reduces the engineering cost.

Description

Technical Field

[0001] This invention relates to the field of bridge auxiliary construction technology, and in particular to a device and method for resisting lateral displacement of bridge substructure. Background Technology

[0002] With the continuous improvement of my country's expressway network, more and more expressway routes need to traverse areas of shallowly buried, thick, fluid plastic soft soil. Shallowly buried, thick, fluid plastic soft soil refers to an extremely soft soil layer with a very large thickness and near-flowing state at a relatively shallow depth below the surface. It is characterized by low strength, high water content, high compressibility, poor permeability, and extreme fluidity, making it highly susceptible to slippage, soil heave, and lateral extrusion under external disturbances. In these areas, roadbeds and bridges are often laid adjacent to each other. Because newly filled roadbeds will experience significant settlement and lateral rheological effects on weak foundations, conventional construction methods generally involve constructing the roadbed first, and then proceeding with the construction of the bridge substructure (pile foundations and abutments) after the settlement has stabilized. This is to avoid horizontal compression of the bridge foundation caused by lateral earth pressure and displacement effects generated during the filling process.

[0003] If the bridge substructure is an existing bridge, it must be reinforced before filling. However, such reinforcement projects are lengthy, complex, and costly, making them particularly challenging when project schedules are tight. If the bridge substructure is part of a new roadbed construction project, the roadbed must be constructed first, followed by the bridge. However, in soft soil areas, there are many uncertainties: the duration of roadbed settlement is difficult to predict accurately, and changes in groundwater pressure and pore water seepage during settlement significantly increase the difficulty and risk of subsequent bridge foundation construction, delaying the overall project schedule and raising costs. Summary of the Invention

[0004] The purpose of this invention is to provide a device and method for resisting lateral displacement of bridge substructure, which can effectively control the lateral displacement problem of bridge substructure caused by the lateral extrusion force generated by the newly built fill roadbed in shallow buried thick fluid plastic soft soil geological areas; it has the advantages of simple structure, convenient construction and good economy, which can significantly shorten the construction period, reduce project costs, and effectively improve the structural safety and durability of bridge operation.

[0005] To achieve this objective, the present invention adopts the following technical solution:

[0006] A lateral displacement resisting device for bridge substructure, the bridge substructure including pile foundations and a pile cap, the pile cap being disposed at the top of the pile foundation, the pile foundation being anchored to the lower soil layer on one side of a newly filled roadbed, the lateral displacement resisting device for bridge substructure including:

[0007] Anti-slide anchors are buried in the lower soil layer of the newly filled roadbed near the bridge and are arranged relative to the position of the bridge substructure. They serve as the anti-slide anchor foundation. The anti-slide anchors form shear resistance with the surrounding soil to resist lateral horizontal thrust.

[0008] The tension component includes a first cable and a pre-embedded pipe. One end of the pre-embedded pipe is disposed in the bearing platform, and the other end extends and is fixed to the lower end of the anti-slip anchor solid. The first cable passes through the pre-embedded pipe, and its anchoring end is anchored to the anti-slip anchor solid. Its tensioning end is connected to the bearing platform and is in a tensioned state. The tension of the first cable is adjustable and is used to transfer the lateral thrust on the bearing platform to the anti-slip anchor solid.

[0009] Furthermore, the tensioning component also includes a tension adjustment member disposed on the support platform, the output end of the tension adjustment member being connected to the first cable to adjust the tension of the first cable.

[0010] Furthermore, the tensioning adjustment component is a tensioning jack.

[0011] Furthermore, the first cable is made of low-relaxation steel strand bundles.

[0012] Furthermore, the first cable is wrapped with an anti-corrosion layer.

[0013] Furthermore, the tension assembly is arranged horizontally along the pier towards the newly filled roadbed.

[0014] Furthermore, the anchoring end of the tension component is higher than the tensioning end of the tension component.

[0015] Furthermore, multiple tension components are arranged side by side at intervals along the extension direction of the newly filled roadbed on the bearing platform, and each tension component corresponds to one anti-slip anchor solid.

[0016] Furthermore, the tension component also includes a diagonal bracing cable, one end of which is fixedly connected to the pre-embedded pipe disposed on the pier, and the other end is arranged obliquely away from the pre-embedded pipe and fixedly connected to the anti-slip anchor solid corresponding to the tension component.

[0017] A method for resisting lateral displacement of bridge substructure, employing a lateral displacement resisting device for bridge substructure as described in any of the above-mentioned methods, includes the following steps:

[0018] S1: After the construction of the substructure of the bridge is completed, the pre-embedded pipe is buried inside the abutment to guide the first cable through the layout.

[0019] S2: Before the subsequent construction of the new roadbed, the anti-slide anchor solid is buried in the lower soil layer of the new roadbed near the bridge and arranged relative to the position of the bridge substructure.

[0020] S3: The first cable is threaded through the pre-embedded pipe, so that the anchoring end of the first cable is anchored to the anti-slip anchor body, and its tensioning end is connected to the bearing platform;

[0021] S4: After the new roadbed is filled, the first cable is tensioned to keep it in a tensioned state, thus forming a tension structure that resists lateral compressive force.

[0022] S5: When the first cable becomes slack or the pier experiences slight lateral displacement in the later stages, the tension can be adjusted at the tensioning end of the first cable to re-tension the first cable and restore its overall lateral resistance.

[0023] The beneficial effects of this invention are:

[0024] This invention provides a device and method for resisting lateral displacement in bridge substructures, comprising an anti-slip anchor and a tension component. Through the synergistic effect of the anti-slip anchor and the tension component, it effectively resists lateral soil compression. The anti-slip anchor is embedded in a relatively deep, stable soil layer near one side of the bridge. This soil layer is far from the concentrated area of ​​lateral pressure from the newly filled roadbed, exhibiting small lateral deformation and high strength, which facilitates sufficient contact area between the anti-slip anchor and the surrounding soil, thus constructing an effective anti-slip anchor and providing reliable lateral shear resistance. One end of the first cable in the tension component is anchored to the anti-slip anchor, and the other end is connected to the abutment and passes through a pre-embedded pipe. The pre-embedded pipe ensures smooth force transmission of the first cable while avoiding disturbance to the surrounding soil or damage to the first cable during tensioning. By applying an adjustable tension force, the first cable actively transmits the lateral thrust on the abutment to the anti-slip anchor, achieving control over the horizontal displacement of the abutment. In addition, considering that the first cable may loosen during operation due to long-term stress or slight displacement of the abutment, the tension of the first cable can be readjusted and re-tensioned when necessary to restore and maintain the overall lateral resistance of the system, ensuring the long-term stability and durability of the bridge structure. The overall structure is simple and easy to construct, significantly shortening the construction period and reducing project costs. Attached Figure Description

[0025] Figure 1 This is a front view of the anti-lateral displacement device for the bridge substructure in this invention;

[0026] Figure 2 This is a top view of the anti-lateral displacement device for the bridge substructure in this invention;

[0027] Figure 3 This is a flowchart of the method for resisting lateral displacement of the bridge substructure in this invention.

[0028] In the picture:

[0029] 100. Bridge substructure; 101. Pile foundation; 102. Pile cap;

[0030] 200. Newly filled roadbed; 300. Old roadbed;

[0031] 1. Anti-slip anchor; 2. Tension component; 21. Anchoring end; 22. Tensioning end; 3. Diagonal bracing cable. Detailed Implementation

[0032] The present invention will now be described in further detail with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and not intended to limit it. Furthermore, it should be noted that, for ease of description, the accompanying drawings show only the parts relevant to the present invention, and not all of the structures.

[0033] In the description of this invention, unless otherwise explicitly specified and limited, the terms "connected," "linked," and "fixed" should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this invention based on the specific circumstances.

[0034] In this invention, unless otherwise explicitly specified and limited, "above" or "below" the second feature can include direct contact between the first and second features, or contact between the first and second features through another feature between them. Furthermore, "above," "over," and "on top" of the second feature includes the first feature directly above or diagonally above the second feature, or simply indicates that the first feature is at a higher horizontal level than the second feature. "Below," "below," and "under" the second feature includes the first feature directly below or diagonally below the second feature, or simply indicates that the first feature is at a lower horizontal level than the second feature.

[0035] In the description of this embodiment, the terms "upper," "lower," "left," and "right," etc., refer to the orientation or positional relationship shown in the accompanying drawings. They are used only for ease of description and simplification of operation, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on the present invention. In addition, the terms "first" and "second" are used only for distinction in description and have no special meaning.

[0036] Please refer to Figures 1 to 2 As shown, this embodiment provides a device for resisting lateral displacement of a bridge substructure, including an anti-slip anchor 1 and a tension component 2. The bridge substructure 100 includes a pile foundation 101 and a pile cap 102. The pile cap 102 is disposed at the top of the pile foundation 101. The pile foundation 101 is anchored to the lower soil layer on one side of the newly filled roadbed 200. The newly filled roadbed 200 is located on one side of the old roadbed 300 and adjacent to the bridge substructure 100. The anti-slip anchor 1 is buried in the lower soil layer of the newly filled roadbed 200 near the bridge and is arranged relative to the position of the bridge substructure 100. The anti-slip anchor 1 is used as an anti-slip anchor foundation. The anti-slip anchor 1 forms shear resistance with the surrounding soil to resist lateral horizontal thrust. The tension component 2 includes a first cable and a pre-embedded pipe. One end of the pre-embedded pipe is set in the foundation 102, and the other end extends and is fixed to the lower end of the anti-slip anchor 1. The first cable passes through the pre-embedded pipe. Its anchoring end 21 is anchored to the anti-slip anchor 1, and its tensioning end 22 is connected to the foundation 102 and is in a tensioned state. The tension of the first cable is adjustable and is used to transfer the lateral thrust on the foundation 102 to the anti-slip anchor 1.

[0037] Under the conditions of newly constructed earth-filled roadbeds, especially in shallowly buried, thick, fluid-plastic soft soil areas (such as silt or silty soil), the self-weight of the fill and subsequent vehicle loads will generate significant lateral earth pressure at the bridge abutments, easily causing horizontal displacement of the bridge substructure 100. Therefore, this device effectively resists this type of lateral compressive force through the synergistic action of the anti-slip anchor 1 and the tension component 2. Specifically, the anti-slip anchor 1 is buried in a relatively deep, stable soil layer near one side of the bridge. This soil layer is far from the concentrated area of ​​lateral pressure on the newly filled roadbed 200, exhibiting small lateral deformation and high strength, which facilitates sufficient contact area between the anti-slip anchor 1 and the surrounding soil, thereby constructing an effective anti-slip anchor 1 and providing reliable lateral shear resistance. In tension component 2, one end of the first cable is anchored to the anti-slip anchor 1, and the other end is connected to the pier cap 102 and passes through a pre-embedded pipe. The pre-embedded pipe ensures smooth force transmission of the first cable while avoiding disturbance to the surrounding soil or damage to the first cable during tensioning. By applying an adjustable tension force, the first cable actively transmits the lateral thrust on the pier cap 102 to the anti-slip anchor 1, thereby controlling the horizontal displacement of the pier cap 102. Furthermore, considering that the first cable may loosen during operation due to long-term stress or slight displacement of the pier cap 102, the tension of the first cable can be readjusted for supplementary tensioning when necessary to restore and maintain the overall lateral resistance of the system, ensuring the long-term stability and durability of the bridge structure.

[0038] In summary, the bridge substructure anti-lateral displacement device can effectively control the lateral displacement problem of the bridge substructure caused by the lateral extrusion force generated by the newly built fill roadbed in shallow buried thick fluid plastic soft soil geological areas. It has the advantages of simple structure, convenient construction and good economy, which can significantly shorten the construction period and reduce the project cost.

[0039] For example, the anti-slip anchor 1 can be, but is not limited to, sliding plates or anti-slip piles, etc., and is not specifically limited here. Among them, the sliding plate is a plate-like structure that forms a large contact area with the surrounding soil, forming stronger lateral shear resistance, and using the skin friction of the soil structure interface and the lateral resistance of the soil to resist the horizontal compressive force.

[0040] In some optional embodiments, the tension component 2 further includes a tension adjustment element, which is disposed on the pier cap 102. The output end of the tension adjustment element is connected to the first cable to adjust the tension of the first cable. The tension adjustment element allows for fine adjustment of the tension force of the first cable, enabling it to actively adapt to stress adjustments caused by soft soil settlement or changes in lateral earth pressure, thereby effectively ensuring structural stability. Furthermore, placing the tension adjustment element on the pier cap 102, which is located at or near the ground surface, allows for convenient ground operation during construction, ensuring precise positioning and high adjustment efficiency, thus improving construction convenience and installation quality. As the pier cap 102 is a key stress-bearing node of the bridge substructure 100, placing the tension adjustment element there allows for a faster and more direct response to structural displacement. When minor displacement or slack in the first cable occurs, the tension force can be corrected promptly through the adjustment device, preventing cumulative deformation or damage to the structure and further enhancing the device's responsiveness and durability.

[0041] For example, the tensioning adjustment element may be, but is not limited to, a tensioning jack, and no specific limitation is made here.

[0042] Optionally, the first cable is made of low-relaxation steel strands. The stress relaxation rate of low-relaxation steel strands under long-term load is significantly lower than that of ordinary steel strands. They can maintain the initial tension for a long time, have excellent fatigue resistance, avoid the relaxation failure of the first cable, ensure the continuous and effective lateral resistance of the structure, and effectively reduce the frequency of maintenance and tensioning. The use of a bundled structure allows for flexible configuration of tension levels and uniform tension distribution, making construction and adjustment more convenient, so as to adapt to the layout requirements of various bridge structures and different lateral load conditions.

[0043] Since the first cable is in a humid, high-salt, acidic, or alkaline corrosive environment for a long time, it is very prone to corrosion. To solve the above problems, in some embodiments, the first cable is wrapped with an anti-corrosion layer, which can effectively block the intrusion of external moisture, oxygen and harmful media, significantly improve the corrosion resistance of the first cable and protect the core load-bearing components.

[0044] In some embodiments, the tension component 2 is arranged horizontally along the foundation 102 toward the newly filled roadbed 200. Since the lateral compressive force generated by the newly filled roadbed 200 on the foundation 102 mainly acts in the horizontal direction, arranging the tension component 2 in this direction can directly resist the main directional load and achieve the optimal mechanical response. Furthermore, the tension component 2 connects the foundation 102 and the anti-slip anchor 1. The horizontal arrangement makes the internal forces of the structure close along the shortest path, which conforms to the principle of shortest structural force flow and reduces the risk of stress concentration and local damage inside the component.

[0045] like Figure 1 As shown, further, the anchoring end 21 of the tension component 2 is higher than the tensioning end 22 of the tension component 2, so that the first cable is arranged in the pre-buried pipe with a slope, so that water will not accumulate inside the pre-buried pipe, which facilitates the natural drainage of rainwater, condensate or groundwater, and reduces the risk of corrosion of the first cable due to water vapor retention.

[0046] In some optional embodiments, multiple tension components 2 are arranged side by side at intervals along the extension direction of the newly filled roadbed 200 on the abutment 102, and each tension component 2 is arranged horizontally along the abutment 102 toward the newly filled roadbed 200, and each tension component 2 corresponds to an anti-slip anchor 1; wherein the multiple tension components 2 are arranged side by side at intervals along the extension direction of the newly filled roadbed 200 to form a distributed resistance system. When the overall lateral thrust generated by the newly filled roadbed 200 is applied, the multiple tension components 2 and the anti-slip anchor 1 share the load and coordinate to adjust the force, effectively avoiding excessive force on a single anti-slip anchor 1, reducing the risk of stress concentration at a single point, and improving the overall stability of the structure.

[0047] Since tension component 2 is mainly subjected to forces in the horizontal direction, it may tend to shift or become unstable when the lateral earth pressure of the foundation increases, the soft soil settles unevenly, or the structure is subjected to asymmetrical forces. To further enhance the stability of tension component 2, such as... Figure 2 As shown, in some embodiments, the tension component 2 further includes a diagonal bracing cable 3. One end of the diagonal bracing cable 3 is fixedly connected to a pre-embedded pipe disposed on the pier 102, and the other end is arranged obliquely away from the pre-embedded pipe and fixedly connected to the anti-slip anchor 1 corresponding to the tension component 2. The diagonal bracing cable 3 is arranged obliquely, forming a spatial triangular support mechanism with the cable and the anti-slip anchor 1, which effectively suppresses displacement and overturning risks. Furthermore, the tension component 2 no longer relies solely on the unidirectional first cable for force transmission, and can divert a portion of the force to the oblique channel, reducing the stress on the first cable and avoiding excessive tension or fatigue failure.

[0048] like Figure 3As shown, this embodiment also provides a method for resisting lateral displacement of a bridge substructure, employing a lateral displacement resisting device for a bridge substructure as described in any of the above embodiments, including the following steps:

[0049] S1: After the construction of the bridge substructure 100 is completed, a pre-embedded pipe is installed inside the abutment 102 to guide the continuous installation of the first cable.

[0050] S2: Before the subsequent construction of the new roadbed 200, the anti-sliding anchor solid 1 will be buried in the lower soil layer of the new roadbed 200 near the bridge and arranged relative to the position of the bridge substructure 100.

[0051] S3: The first cable is inserted into the pre-embedded pipe, so that the anchor end 21 of the first cable is anchored to the anti-slip anchor 1, and its tension end 22 is connected to the pier 102.

[0052] S4: After the 200mm of newly filled roadbed is completed, the first cable is tensioned to keep it in a tensioned state, forming a tension structure that resists lateral compressive force.

[0053] S5: When the first cable loosens or the pier 102 experiences slight lateral displacement in the later stages, the tension can be adjusted at the tensioning end 22 of the first cable to replenish the tension and restore the overall lateral resistance.

[0054] The method for resisting lateral displacement of the bridge substructure effectively resists lateral soil compression through the synergistic action of the anti-slip anchor 1 and the tension component 2. The anti-slip anchor 1 is buried in a relatively deep stable soil layer near one side of the bridge. This soil layer is far from the concentrated area of ​​lateral pressure from the newly filled roadbed 200, and has small lateral deformation and high strength, which is conducive to forming a sufficient contact area between the anti-slip anchor 1 and the surrounding soil, thus constructing an effective anti-slip anchor 1 and providing reliable lateral shear resistance. One end of the first cable in the tension component 2 is anchored to the anti-slip anchor 1, and the other end is connected to the abutment 102 and passes through a pre-embedded pipe. The pre-embedded pipe ensures smooth force transmission of the first cable and avoids disturbance to the surrounding soil or damage to the first cable during tensioning. By applying an adjustable tension force, the first cable actively transmits the lateral thrust on the abutment 102 to the anti-slip anchor 1, thereby controlling the horizontal displacement of the abutment 102. In addition, considering that the first cable may loosen during operation due to long-term stress or slight displacement of the pier 102, the tension of the first cable can be readjusted and re-tensioned when necessary to restore and maintain the overall lateral resistance of the system and ensure the long-term stability and durability of the bridge structure.

[0055] Obviously, the above embodiments of the present invention are merely examples for clearly illustrating the present invention, and are not intended to limit the implementation of the present invention. Those skilled in the art will be able to make various obvious changes, readjustments, and substitutions without departing from the scope of protection of the present invention. It is neither necessary nor possible to exhaustively describe all embodiments here. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the scope of protection of the claims of the present invention.

Claims

1. A device for resisting lateral displacement of a bridge substructure, wherein the bridge substructure (100) includes pile foundations (101) and a pile cap (102), the pile cap (102) being disposed at the top of the pile foundations (101), and the pile foundations (101) being anchored to the lower soil layer on one side of a newly filled roadbed (200), characterized in that, The bridge substructure anti-lateral displacement device includes: The anti-slide anchor (1) is buried in the lower soil layer of the newly filled roadbed (200) near the bridge and is arranged relative to the position of the bridge substructure (100) to serve as an anti-slide anchor foundation. The anti-slide anchor (1) forms shear resistance with the surrounding soil to resist lateral horizontal thrust. The tension component (2) includes a first cable and a pre-embedded pipe. One end of the pre-embedded pipe is located inside the bearing platform (102), and the other end extends and is fixed to the lower part of the anti-slip anchor solid (1). The first cable passes through the pre-embedded pipe, and its anchoring end (21) is anchored to the anti-slip anchor solid (1). Its tensioning end (22) is connected to the bearing platform (102) and is in a tensioned state. The tension of the first cable is adjustable and is used to transfer the lateral thrust of the bearing platform (102) to the anti-slip anchor solid (1). The tension component (2) is arranged horizontally along the abutment (102) toward the newly filled roadbed (200); Multiple tension components (2) are arranged side by side at intervals along the extension direction of the newly filled roadbed (200) on the abutment (102), and each tension component (2) corresponds to one anti-slip anchor solid (1). The tension component (2) further includes a diagonal bracing cable (3), one end of which is fixedly connected to the pre-embedded pipe provided on the bearing platform (102), and the other end is arranged obliquely away from the pre-embedded pipe and fixedly connected to the anti-slip anchor solid (1) corresponding to the tension component (2).

2. The bridge substructure anti-lateral displacement device according to claim 1, characterized in that, The tension component (2) further includes a tension adjustment component, which is disposed on the support platform (102). The output end of the tension adjustment component is connected to the first cable to adjust the tension of the first cable.

3. The bridge substructure anti-lateral displacement device according to claim 2, characterized in that, The tensioning adjustment component is a tensioning jack.

4. The bridge substructure anti-lateral displacement device according to claim 3, characterized in that, The first cable is made of low-relaxation steel strand bundles.

5. The bridge substructure anti-lateral displacement device according to claim 4, characterized in that, The first cable is wrapped with an anti-corrosion layer.

6. The bridge substructure anti-lateral displacement device according to claim 1, characterized in that, The anchoring end (21) of the tension component (2) is higher than the tensioning end (22) of the tension component (2).

7. A method for resisting lateral displacement of bridge substructure, characterized in that, The bridge substructure anti-lateral displacement device as described in any one of claims 1-6 includes the following steps: S1: After the construction of the substructure (100) of the bridge is completed, the pre-embedded pipe is buried inside the abutment (102) to guide the first cable through the layout. S2: Before the subsequent construction of the new roadbed (200), the anti-slide anchor (1) is buried in the lower soil layer of the new roadbed (200) near the bridge and is arranged relative to the position of the bridge substructure (100). S3: The first cable is inserted into the pre-embedded pipe, so that the anchoring end (21) of the first cable is anchored to the anti-slip anchor body (1), and its tensioning end (22) is connected to the bearing platform (102); S4: After the new roadbed (200) is filled, the first cable is tensioned to keep the first cable in a tensioned state and form a tension structure that resists lateral compressive force; S5: When the first cable loosens or the bearing platform (102) experiences slight lateral displacement in the later stage, the tension can be adjusted at the tensioning end (22) of the first cable to replenish the tension of the first cable and restore the overall lateral resistance.

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